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ALL APPLICABLE INFO MUST BE COMPLETED FOR APPLICATION TO BE ACCEPTED �1� Date: 4/30/2015 SCANNED permit Number: C� St. Lucie County Building Permit Application Planning and Development Services Building and Code Regulation Division 2300 Virginia Avenue, Fort Pierce FL 34982 Phone: (772) 462-1553 Fax: (772) 462-1578 Commercial Residential X PERMIT APPLICATION FOR: Gas tank IFI Address: 11124 Lands End Chase Port ST Lucie FL 34986 Legal Description: Reserve plantation -phase IIA Lot 9 Property Tax ID #: 3321-803-0015-000-8 Site Plan Name: Project Name: Setbacks Front Back: Right Side: Left Side: IN Lot No.9 Block No. 2Z kL✓ JUILIU11d1WUIRLUUC ❑HVAC CIIU ICU UIIUCI U10 Gas Tank ❑Gas pCI IIIIL —U ICL&d11 apply. Piping ❑Windows/Doors _Shutters ❑ Electric ❑ Plumbing ❑Sprinklers ❑ Generator ❑ Roof Total Sq. Ft of Construction: Cost of Construction: $ 3195.00 S Ft. of First Floor: _ Utilities: Sewer ❑Septic Building Heights , ,_T _£ G®NTRA IC WGI; Name WilliamWilliam Armaro��lCi IQIQ Name: Robert Binkowski Address:11124 Lands End Chase Company: Energized Gas City: Port St Lucie Zip Code: 34986 Fax: Phone No.772-242-1809 State:Fl Address: 645 NW Enterprise Drive #107 City: Port ST Lucie State: FL Zip Code: 34986 Fax: 7728074565 Phone No. 7727778133 E-Mail: Fill in fee simple Title Holder on next page ( if different from the Owner listed above) E-Mail: Antonella@energizedgenerators.com State or County License: 34747 If value of construction is $2500 or more, a RECORDED Notice of Commencement is required. DESIGNER/ENGINEER: _ Not Applicable MORTGAGE COMPANY: _ Not Applicable Name: Name: Address: Address: City: State: City: 'State: Zip: Phone: Zip: Phone: FEE SIMPLE TITLE HOLDER: _ Not Applicable BONDING COMPANY: _Not Applicable Name: Name: Address: Address: City: City: Zip: Phone: Zip: Phone: I certify that no work or installation has commenced prior to the issuance of a permit. St. Lucie County makes no representation that is granting a permit will authorize the permit holder to build the subject structure which is in conflict with any applicable Home Owners Association rules, bylaws or and covenants that may restrict or prohibit such structure. Please consult with your Home Owners Association and review your deed for any restrictions which may apply. In consideration of the granting of this requested permit, I do hereby agree that I will; in all respects, perform the work in accordance with the approved plans, the Florida Building Codes and St. Lucie County Amendments. The following building permit applications are exempt from undergoing a full concurrency review: room additions, accessory structures, swimming pools, fences, walls, signs, screen rooms and accessory uses to another non-residential use 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 jobsite before the first inspection. If you intend to obtain financing, consult with lender or an attorney before _ Signature of Owner/ Lessee/Agent STATE OF FLORIDA COUNTY OFSamttcGe The f ing instru nt w s cknowledge before me this day of� 20 by Personally Known x OR Produced Identification Type of Identification Produced Commission No. Revised tclt'SIW of FloAda M Paula STATE OF FLORIDA COUNTY OFsamttucie The forgoing instrument was acknowledge before me this 30 day of Aptl1 120 by Rab.0 Bhk.mW (Name of p r n acknowledging I c (Signature of Notary Public -State of Flo dap Personally Known x OR Produced Identification Type of Identification Produced Commission No. voatry Pablic State of Florida Antonia M Paula Expires 07/27�� iZat f 201 REVIEWS FRONT ZONING SUPERVISOR PLANS VEGETATION SEATURTLE MANGROVE COUNTER REVIEW REVIEW REVIEW REVIEW REVIEW REVIEW DATE COMPLETE INITIALS - PLANNING & DEVELOPMENT BOARD.,OF l't.:_ :: SERVICES DEPARTMENT COUNTYCOUNTY _ .----G011I1M1; :SIGNERS alad.0 AerRegul . IvISIOfi _g _ GAS PIPING SCHEMATIC — ��C\vEp [L12] L71 SIZE 1_.. [Ail, ,. [43] [A5] TANK SIZE: 500 GALS. APP,LICANCE--TYPE/SIZE , Al.AA ka PTenZ V o ( ` 3 J 7, Uu O . BTU BTU A3' .. BTU A4 ;. BTU BTU ' A6 : BTU PIPING LENGTH 8r SIZE ` rf (PIPE SIZE WAS TAKEN FROM. C1 oZ5 FT. INCH ;DIA. THE2010 FBC FUEL GAS CODE— L FT.. INCH DIA. TABLE 4o2 - 27 J. INCH DIA. L4- FT. .,:INCH DIA. L5.. FT. 7NCH.DIA. - -_L6 INCH-:DIA. L7 FT, -INCH-DIA. L8 FT... INCH DIA. LG "FT. INCH DIA. NCH-DIA. L11 FT. INCH. DIA. L12 FT. INCH DIA. CHRIS DZADOVSKY, District No. 1 • TOD MOWERY, District No.2 • PAULA A. LEWIS, District No.3 • FRANNIE HUTCHINSON, District No. 4 : KIM JOHNSON, District No.5 CountyAdministrator—Faye W..Outlaw, MPA, ICMA-CM Webs@e: www.stluciew.aov 2300 Virginia Avenue- Fort Pierce, FL 34982-5652 - Phone (772) 462-2822 FAX (772) 462-15 . JOSEPH E. SMITH, CLERK OF THE CIRCUIT COURT - SAINT LUCIE COU---- FILE # 4065630 OR BOOS" � 41 PAGE 2482, Recorded 05/01/2015 - •2:02 PM I MmIre pffim. NN.S,,a n n .... vn ar re,nNing torn NOTICE OF COMMENCEMENT The undersigned hereby given notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida statutes the following information is provided in the Notice of commencement. j QJ1(� '4�/.�'/y7 1. DESCRIMONh)FPROPERTY(egal desorption and street address) TAX FAOLIO NUMBER'S (/I�O��-Ul)I�-`r"`sO 2. GENERAL DESCRIPTION OF IM) 3. OWNER INFORMATION: a. b. Address 11124 Lands End Cha Y/ NUP d. Name and address of fee simple titleholder (if other than owner) 4. CONTRACTOR'S NAME, ADDRESS AND PHONE NUMBER: Energized Electric 646 NW Enterprise Drive #107 5. SURETY'S NAME, ADDRESS AND PRONE NUMBER AND BOND 6. LENDER'S NAME, ADDRESS AND PHONE NUMBER: 7. Persons within the State of Florida designated by Owner upon whom mdces or other documents my be served as pmvided by Sarlen 713.13 (I)(a) 7.. Florida Statutes: NAME, ADDRESS AND PHONE NUMBER: 8. In addition to himself or herself, Owner designates the following to receive a copy of the Urnoi s Notice as provided in Section 713.13 (1)(b), Florida Statutes: NA ,ADDRESSANDPRONENUMBER: 9. Expiration date of notice of comenct cement (the expiration data is 1 year from the date of recording unless a different date is specified) 20_. WA-t= Signature of Owner or Owner's Authorized OD1ar/Dimstor/Paensce/Mamager County Flyfldq � Capnty o\ill I`LI�OI�d' S Thefo��e asaWl l ied before me this B (Name of person) Print Neme and Provide Signatory's Title(Offrce horiry./Q� Owner. officer, trustee, attorney in fact) the following type of ID: Antonia M Paula (Printed Name ofNotary Public) Under penalties of perjury, I declare that I have read the foregoing and Nat the facts in it are belief (section 92.525, Florida Statutes). SSi�gnatun(s) of Owner(s) or Owner(s)' Authorized OR7cer/Dirator/Partner/Monager who signed above: By: w Y/i� By a...ormtmr@ myt :91te1 STATE OF FLORIDA ST. LUCIE COUNTY THIS IS TO CERTIFY THAT THIS IS A 4TIIRIUEAND RECT C Y O F THE ORIGINA .SMITH K;CI5Dete: 17 ltl� 1Hi212 lU CeVliL1 !HVf :Nl2 i �`� ffICIECDl1N1n 2n(E:r, trok'o'1 2 2 \-� �,3 31 It 5 Z;71-k .l m� �M'" o® Wi �e�oc ®,4zn $�oFnom <_ O � N Z O fll Z <:{ W 1..1�ece �_C%woUe ,�Co u� 0C-5" �, I"SCCpuw c nG�•0r 0.no� goo GAllon Tau k Ibs WEMS >TEEM" C'T'T A E ;o T ebaa OVd 'E00'9-3t'9 :Ps}asodxoossl (peon eq qov dam yoFyn essoiq'.pe snoi oad TTa segeTosgO) 60/80 '9T06 Ha MOZ/61/U :3IVa IZOISVHIdX3 S(OZ/6(/90 :aaassl Sava aeuyox}x x Qe�sr allo eanl'1S I astTetoads Tagvemssosrnv3 :agj:rzi F :As a3Aoddav 3ZTIa me vI C tmFzH :xE SNOIIVOI3IOMS 'OVj 'G)(£)£l0'S-349 gllm aouepf000e ul Nuel;o ko6aleo wnwlulw eql 6ulpelsul Iol elglsuodsal sl wals6s mg 6uplelsul JolOeflu00 pesueml of moll palewpse lelol a fol'(woofpeq jed Z) suosied g /o /ouedn000 wnwlxew a gllm swoojpaq y Iol pezls sl walsts R. N.nnT r 1 :Ma TnMLa NOTMVAY WLq Rae:]NI r nn'q i :aa Tntk d imlod 30N3d3d3H/xH\a•HrON3H E mouse 3AOHV 1 [ S3 X=Od 3ON3d333d/xHVNfiOx3HE MO'I39 FaAOav l E Sd Z 1 00'61, 1 3H OS a'I3IaNIVHa 30 xOSSOE 3 E 003£ 1 ails PMSxS aEGOdOdd aO NOxaVA3'I3 I vela fold esS '6liadofa to ms gg ulseq goleo to aol uo lads aouefo :xawmoma ao Nolavoal a H [ 1 a3E E 1 Hoxaea Exl :xolavmslaxoo I [ 1 annox tx1 a=ld t 1 adyaNVas (1 :Fmsxs 3axa v N3asxs V/N a33a 3dvaos E 1 d FMSXS a33a advnos E SLS 1 a 1 sdmnap sdH tZ ma szsoat 10 sxomfvoI 1 xaxovavo mwi oxlsoa sxoxzvo [ ] x tsdoTm oszT:maven 3zoHls xalovavo xfuuxwAl xalovdvo xoaaaoxaaxl 3sysao sxoTlvo [ ] H xalovav0 V/N aao / sNoTrvo [ 1 v xal0VdV0 aao / smim t OOZ'L 1 a aHv Hozs3a x3asxs 'xmasaodd sIHm ao zN3HH0'IaAza dad mumoaa JxIxzxmsa 'mo'x Ho '3ava6 '7vd3a33 a3Hmo HSIM 3OHv2'Iaxm xoda xwmi7aav 3Ha xffp 3 SON s3oa xrmad STHM ao 3oHvnssi 'aIOA anv TInH 3a%R ONI3E inmad sIHx, NI aafls3d xvx SHOIavoIaIaox Hons 'NOISVOITddv alNd3d 3Ha xaIQOx m aNVOI'IdaV 3Ha 3HIno3d linma SIHX 30 30NvasSl dod sleva v sv a3AH3s HOIHM 'SSOVd 'IVIH3aVx NI 3oNVHO xNV '3NIa a0 aoram oI3Iosas my dod 3ommoaH3a mamovaslays 33aNv,avn9 aox s30a Pmsxs ao 2vAOdadv mH3Nadvaaa 'O'V'd '9-399 H3adVHO = " S'd '9900'TSE MUMS do sadvcxvas aHV sNOISVOIaIO3aS HIM 3ONVaH000V NI Mlloadasmoo 3H asflx =SXS Ed36YII m ax xva dot DaZER N iaodva lasavu 'axssamoa 'Noxao3sl Z-000-ZI,o0-£OL_9z" :8 al xadadoda puagfen!a :Noxsxnxaens :xooze L :ail Z96K ld 'alonl WIES yod AeM a.03M MN ZZO£ : ss3daav xad3aoda Adoo G a u-w Y r .. :g adI3o3d axva 333 : am aava tUS64WV:u Hoxavoxzaav mc69b-as-99'w xlrma ('oul 'dE)OPpold 30 OUloed PfePuelS) :XKVDI'Iaav meN SOlSO :xoa In dad HOIaOndasHOO h� LIIPmga Noixonxssxoo xamsxs aysoasxa axe xKsmv S 3mmas axisxo Fim7vzH ao xviswuwaaa vaIldo'Ia ao SI MS 5�oz a x err r�.,13�3a NOTICE OF RIGHTS A party whose substantial interest is affected by this order may petition for an administrative hearing pursuant to sections 120.569 and 120.57, Florida Statutes. Such proceedings are governed by Rule 28-106, Florida Administrative Code. A petition for administrative hearing must be in writing and must be received by the Agency Clerk for the Department, within twenty-one (21) days from the receipt of this order. The address of the Agency Clerk is 4052 Bald Cypress Way, BIN # A02, Tallahassee, Florida 32399-1703. The Agency Clerk's facsimile number is 850-410-1448. Mediation is not available as an alternative remedy. Your failure to submit a petition for hearing within 21 days from receipt of this order will constitute a waiver of your right to an administrative hearing, and this order shall become a'final order. Should this order become a final order, a party who is adversely affected by it is entitled to judicial review pursuant to Section 120.68, Florida Statutes. Review proceedings are governed by the Florida Rules of Appellate Procedure. Such proceedings may be commenced by filing one copy of a Notice of Appeal with the Agency Clerk of the Department of Health and a second copy, accompanied by the filing fees required by law, with the Court of Appeal in the appropriate District Court. The notice must be filed within 30 days of rendition of the final order. A R C H I T E C T S Design Group Inc. August 27, 2015 St. Lucie County Building Department 2300 Virginia Avenue Fort Pierce, FL 34982 Attn: Building Plan Processor RE: Standard Pacific Homes Riverbend Lot 7 Permit No. 1506-0477 Dear Sir/Madam, This letter serves as my response to comments: Comment: Please show compliance with R320.1.1 requirement of 29" clear opening Toilet Room/Powder Room door. Response: Please see delta 1 on sheet Al.l. Revised door D27A at Bath #5 to 2'-8" wide door to meet clear opening requirement of 29". If you have any questions please contact me at (407) 774-6078. Sincerely, James Cantwell Florida Architect #12079 F � G RECEIV-7D SEP 012015 1441 N. Ronald Reagan Blvd. • Longwood, FL 32750 • Phone: (407) 774-6078 • Fax: (407) 774-4078 AA0003325 FORM 405-10 RECEI : C JUN � 6 2915gal L FLORIDA ENERGY EFFICIENCY CODE FOR'BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Standard Pacific RBnYork�shire Lot 7 Builder Name: Standard Pacific Homes Street: ?1022 NW tcactcl� Permit Office: City, Stale, Zip: Port St. Lucie, FL, I Permit Number: Owner: Standard Pacific Homes Jurisdiction: Design Location: FL, ST_LUCIE_CO_INTL WT 1. New construction or existing New (From Plans) 9.. Wall Types (3646.5 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 3321.00 ft' b. Frame - Wood, Adjacent R=11.0 325.43 ft' 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (3635.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=38.0 3635.00 ft2 6. Conditioned Floor area above grade (ft2) 3635 b. N/A R= ft2 Conditioned Floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Wndows(931.7 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: AC 1 First Floor 6 360 a. U-Factor: Sgl, U=1.07 438.67 ft2 b. Sup: Attic, Rel: Attic, AH: AC 1 First Floor 6 220 SHGC: SHGC=0.30 b. U-Factor: Sgl, U=1.05 288.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.28 a. Central Unit 58.5 SEER:14.00 b. Central Unit 17.8 SEER:14.00 c. U-Factor: Sgl, U=0.77 136.00 ft2 SHGC: SHGC=0.22 - 13. Heating systems kBtu/hr Efficiency d. U-Factor: other (see details) 68.99 ft2 a. Electric Heat Pump 55.5 HSPF:8.00 SHGC: other (see details) b. Electric Heat Pump 17.6 HSPF:8.00 Area Weighted Average Overhang Depth: 8.711 ft. -Area Weighted Average SHGC: 0.284 14. Hot water systems a. Natural Gas Cap: 40 gallons 8. Floor Types (3635.0 sqft.) Insulation Area EF: 0.590 a. Slab -On -Grade Edge Insulation R=0.0 3635.00 ft2 b. Conservation features .b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pslat Glass/Floor Area: 0.256 Total Proposed Modified Loads: 50.84 PASS Total Standard Reference Loads: 65.28 I hereby certify that the plans and specifications covered by Review of the plans and this calculation are in compliance with the Florida Energy specifications covered by this O' Code. Digitally signed by Chriswmrouit Chris ON: cn=ChdswildsoudLc=us, calculation indicates compliance Florida Energy Code. with the o Engineerad Air LLc, ou-New PREPARED BY: Before construction is completed qqe �m DATE: this building will be inspected for compliance with Section 553.908 p y emai=c nyw engineere ai c.w Date: 2015.05.2910:20R5-04'00' I hereby certify that this building, as esigned, is in compliance Florida Statutes. with the Florida Energy ((C e\ OWNER/AGENT: I BUILDING OFFICIAL: DATE: r DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in, accordance with 403.2.2.1.1. - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist - Heat sys #1 may be undersized. Size of 65.5 was Increased to 59.6 for simulation. Please review the Manual J8 report: Heat sys #2 may be undersized. Size of 17.6 was increased to 19.6 for simulation. Please review the Manual J8 report. 5/29/201510:21 AM EnergyGauge® USA- FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 6 PROJECT Title: Standard Pacific RB Yorkshire Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 3635 Lot # 7 Owner: Standard Pacific Homes Total Stories: 1 Block/SubDivision: Riverbend # of Units: 1 Worst Case: No PlatBook: Builder Name: Standard Pacific Homes Rotate Angle:, 0 Street: Permit Office: Cross Ventilation: County: St. Lucie Jurisdiction: Whole House Fan: City, State, Zip: Port St. Lucie, Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE / IECC Design Temp Int Design Temp Heating Design Daily Temp V ` Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, ST_LUCIE_CO_INTL FL_ST_LUCIE_CO_INTL 2 39 90 70 75 722 58 Medium BLOCKS Number Name Area Volume 1 Blockt 2766 29960.2617 2 Block2 869 9272.23046 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfI ID Finished Cooled Heated 1 AC 1 First Floor 2766 29960.2609 No 5 3 1 Yes Yes Yes 2 AC 2 Second Floor 869 9272.23, No 2 1 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 AC 1 First Floor 248 ft 0 2766 ft' __ 0 0 1 2 Slab -On -Grade Edge Insulatio AC 2 Second Flo 91 ft 0 869 fP 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Barrel tile 4065 ft' 0 ft' Medium 0.65 No 0.9 No 0 26.6 ATTIC / RBS IRCC V # Type Ventilation Vent Ratio (1 in) Area 1 Full attic Vented 300 3635 ft' N N 5129/2016 10:21 AM EnergyGauge® USA- FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) AC 1 First Floor 38 2766 ft' 0.11 Wood 2 Under Attic (Vented) AC 2 Second Flo 38 869 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space _ 1 E Exterior Concrete Block - Int InsAC 1 First Flo 4.1 13 0 10.67 0 138.7100 0.4 0 0.4 0 -2 E Exterior Concrete Block - Int Ins01C 1 First Flo 4.1 10 0 10.67 0 106.6999 0.4 0 0.4 0 -3 - E Exterior Concrete Block - Int InselC 1 First Flo 4.1 13 0 10.67 0 138.7100 0.4 0 0.4 0 -4 E Exterior Concrete Block - Int InsLOIC 1 First Flo 4.1 12 0 10.67 0 128.0400 0.4 0 0.4 0 _ 5 S Exterior Concrete Block - Int InsdlC 1 First Flo 4.1 80 0 10.67 0 853.5999 0.4 0 0.4 0 _ 6 S Exterior Concrete Block - Int InsdlC 1 First Flo 4.1 13.5 0 10.67 0 144.0449 0.4 0 0.4 0 -7 W Exterior Concrete Block - Int InsrilC 1 First Flo 4.1 34 0 10.67 0 362.7799 0.4 0 0.4 0 _ 8 W Exterior Concrete Block - Int InsdIC 1 First Flo 4.1 20 0 12.67 0 253.3999 0.4 0 0.4 0 -9 N Exterior Concrete Block - Int Ins0IC 1 First Flo 4.1 14 0 10.67 0 149.3800 0.4 0 0.4 0 _ 10 N Exterior Concrete Block - Int InsdlC 1 First Flo 4.1 24 0 10.67 0 256.0800 0.4 0 0.4 0 _ 11 N Garage Frame - Wood AC 1 First Flo 11 8 0 10.67 0 85.36000 0.4 0.4 0 _ 12 W Garage Frame - Wood AC 1 First Flo 11 6 0 10.67 0 64.02000 0.4 0.4 0 13 W Exterior Concrete Block - Int InsdlC 2 Second 4.1 18 0 10.67 0 192.0599 0.4 0 0.4 0 14 N Exterior Concrete Block -Int lnsdlC 2 Second 4.1 50 0 10.67 0 533.5 ft' 0.4 0 0.4 0 15 S Exterior Concrete Block -Int lnsrllC 2 Second 4.1 6 0 10.67 0 64.02000 0.4 0 0.4 0 16 E Garage Frame - Wood AC 2 Second 11 16.5 0 10.67 0 176.0550 0.4 0.23 0.4 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 W Insulated AC 1 First Flo None 0.6 2.67 0 8 0 21.36 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 E 1 Metal Low-E Single Yes 0.77 0.22 48 ft' 23 ft 0 in 2 ft 0 in None None 2 E 1 Metal Low-E Single Yes 1 0.32 21.28000 23 ft 0 in 2 It 0 in None None 3 E 2 Metal Low-E Single Yes 0.77 0.22 48 ft' 13 ft 0 in 2 It 0 in None None 4 E 3 Metal Low-E Single Yes 1.07 0.3 16.17000 6 It 0 in 2 ft 0 in None None 5 E 4 Metal Low-E Single Yes 0.77 0.22 40 ft' 8 ft 0 in 2 It 0 in None None 6 S 5 Metal Low-E Single Yes 1.07 0.3 116.9783 1.33 ft 0 i 2 ft 0 in None None 7 S 5 Metal Low-E Single Yes 1.07 0.3 22.68000 1.33 It 0I 2 ft 0 in None None 8 S 5 Metal Low-E Single Yes 1.07 0.3 9.180000 1.33 ft 0 i 2 ft 0 in None None 9 S 6 Metal Low-E Single Yes 1.05 0.28 80 fl' 18 ft 0 in 2 It 0 in None None 10 W 7 Metal Low-E Single Yes 1.07 0.3 116.9783 1.33 It 01 2 It 0 in None None 11 W 8 Metal Low-E Single Yes 1.05 0.28 128 ft2 12 ft 0 in 4.67 ft 0 i None None 12 W 8 Metal Low-E Single Yes 1 0.32 24.88439 12 ft 0 in 1 It 0 in None None 13 N 9 Metal Low-E Single Yes 1.05 0.28 80 ft2 18 It 0 in 2 It 0 in None None 5/29/2015 10:21 AM EnergyGauge® USA- FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 6 Wall orientation. Overhang V # Ornl ID Frame Panes NFRC U-Factor SHGC 14 N 10 Metal Low-E Single Yes 1.07 0.3 22. 15 W 13 Metal Low-E Single Yes 1.07 0.3 58. 16 N 14 Metal Low-E Single Yes 1.07 0.3 13. 17 N 14 Metal Low-E Single Yes 1.07 0.3 38. 18 N 14 Metal Low-E Single Yes 1.07 0.3 9.1 19 N 14 Metal Low-E Single Yes 1 0.32 16. 20 N 14 Metal Low-E Single Yes 1 0.32 6.6 -21 S 15 Metal Low-E Single Yes 1.07 0.3 13. # Floor Area ft 1 640 ' # Scope Method 1 Wholehouse Best Guess GARAGE ailing Area Exposed Wall Perimeter Al 6401N 78 ft INFILTRATION SLA CFM 50 ELA EgLA 0.000500 4767.3 261.72 492.20 HEATING SYSTEM Area Depth Separatit 68000 9 ft 0 in 2 ft 0 to 489191.33110i 2110in 672801.33 It 01 2ft0 in 99279 1.33 it 0 i 2 ft 0 in 80000 1.33 It 0 t 2 ft 0 in 170001.33 It 01 2ft0in 52800 1.33 ft 0 i 2It 0 in 67280 1.33 ft 01 2 it 0 in Wall I loft ACH 0.3750 Inl Shade ACH 50 7.2908 None None None None None None None None all Insulation 1 None None None None None None None None # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF: 8 55.5 kBtulhr 1 sys#1 2 Electric Heat Pump None HSPF: 8 17.6 kBtulhr 2 sys#2 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts _ 1 Central Unit 2 Central Unit Split Split SEER: 14 58.5 kBtulhr 1755 cfm SEER: 14 17.8 kBtulhr 534 clan 0.75 1 0.75 2 sys#1 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Natural Gas None Garage 0.59 40 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cad # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft' 5/29/2015 10:21 AM EnergyGaugeO USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 6 DUCTS / --- Supply — --- Return --- Air Percent HVAC # V # Location R-Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF Heat Cool _ 1 Attic 6 380 ft2 Attic 120 ft2 Default Leakage AC 1 First F (Default) (Default) % 1 1 2 Attic 6 220 ft2 Attic 120 ft2 Default Leakage AC 1 First F (Default) (Default) % 2 2 TEMPERATURES Programabl[e Thermostat: Y Gelling Fans: Heating pc] Jov an Feb f[ Mar Apr[[[ May Xl Jun ]] Jul ll[ Aug [Xj l 1 SQP Oct NovltXD0' Nov Dee Venting l 1 Jan [ ] Feb l l [X Mar l Apr [ May Jun 1111 ]]]] Jul llXl l Aug lX� l 1 Sep [XI [ ]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 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 76 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 W912015 10:21 AM EnergyGauge® USA- FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 6 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: PERMIT #: Port St. Lucie, FL, MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete / envelope leakage report or visually verify Table 402.4.2. Thermostat & 403.1 At least one thermostat shall be provided for each separate heating controls and cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental f electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent / to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of = 1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4116/13). Heat pump pool heaters minimum COP= 4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 5/29/2015 10:21 AM EnergyGauge® USA- F1aRes2010 Section 405.4.1 Compliant Software Page 6 of 6 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 78 The lower the EnergyPerformance Index, the more efficient the home. Port St. Lucie, FL, 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Windows" Description a. U-Factor. Sgl, U=1.07 SHGC: SHGC=0.30 b. U-Factor. Sgl, U=1.05 SHGC: SHGC=0.28 c. U-Faclor: Sgl, U=0.77 SHGC: SHGC=0.22 d. U-Factor: other (see details) SHGC: other (see details) Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 6. Floor Types a. Slab -On -Grade Edge Insulation b. N/A - c. N/A New (From Plans) 9. Wall Types Insulation Single-family a. Concrete Black - Inl Insul, Exterior R=4.1 b. Frame - Wood, Adjacent R=11.0 1 c. N/A R= 4 d. N/A R= 10. Ceiling Types Insulation No a. Under Attic (Vented) R=38.0 3635 b. N/A R= c. N/A R= Area 438.67 ft2 11. Ducts a. Sup: Attic, Ret: Attic, AH: AC 1 First Floor b. Sup: Attic, Ret: Attic, AH: AC 1 First Floor 288.00 ft' 136.00 ft' 68.99 ft2 8.711 ft. 0.284 Insulation Area R=0.0 3635.00 ft' R= ft' R= ft' 12. Cooling systems a. Central Unit b. Central Unit 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump 14. Hot water systems a. Natural Gas b. Conservation features None 15. Credits 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: te: 12r. I t j Address of New Home: 3GZ2 KID �,a� City/FL Zip: P S ,( Area 3321.00 ft2 325.43 ft' ft2 ft' Area 3635.00 ft2 ft' ft2 R ft' 6 360 6 220 kBtumr Efficiency 58.5 SEER:14.00 17.8 SEER:14.00 kBtu/hr Efficiency 55.5 HSPF:8.00 17.6 HSPF:8.00 Cap: 40 gallons EF: 0.59 Pstat '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 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA- FlaRes2010 Section 405.4.1 Compliant Software Yorkshire Model HVAC Load Calculations for Standard Pacific Homes �� HVAC L,oADs' Prepared By: Chris Wildroudt Engineered Air LLC CACO45860 2520 N Andrews Ave Ext Pompano Beach, FL 33064 954 974-7277 Wednesday, December 04, 2013 Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. Pro ectRe "ort Designed By: Project Date: Client Name: Company Name: Company Representative: Company Address: Company City: Company Phone: Company Fax: Chris Wildroudt 12-4-13 Standard Pacific Homes Engineered Air LLC CACO45860 Chris Wildroudt 2520 N Andrews Ave Ext Pompano Beach, FL 33064 954 974-7277 954 973-1883 Building Orientation: House faces East Daily Temperature Range: Medium Latitude: 26 Degrees Elevation: 15 ft. Altitude Factor: 0.999 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter. 45 42.23 n/a n/a 70 n/a Summer: 91 78 56% 50% 75 59 Square ft. of Room Area: Volume (W) of Cond. Space: 3,688 Square ft. Per Ton: 39,351 0.635 665 Total Sensible Gain: 51,529 Btuh 77 % Total Latent Gain: 15,063 Btuh 23 % Total Cooling Required Including Ventilation Air: 66,592 Btuh 5.55 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. S:\NEW CONSTRUCTION\Chris Elite Files\Stan Pac Prado Yorkshire.rh9 Wednesday, December 04, 2013, 2:35 PM M Rhvd'd Residehtie & L"ighfcomrter tEngln"�ee edrAtir, Ltl?`c a: York hire otlel ar ate, ELR33083 Total B Oiling Summary Loads Go po ent Area Se L�at Sen Tofal Descri fon ^ uan Loss MnG Gain Gain Lo-E French Door: Glazing-Low-E French Door, u-value 96 1,848 0 1,628 1,628 0.77, SHGC 0.22 Lo-E Fixed Glass: Glazing -Low E Fixed Glass,u-value 46.2 460 0 600 600 0.4, SHGC 0.31 Lo-E operable: Glazing-Low-E Operable Glass, u-value 155.8 2,335 0 5,404 5,404 0.6, SHGC 0.31 Lo-E French Door: Glazing-Low-E French Door, u-value 40 770 0 956 956 0.77, SHGC 0.22 Lo-E operable: Glazing-Low-E Operable Glass, u-value 282.8 4,238 0 5,931 5,931 0.6, SHGC 0.31 Lo-E S G D: Glazing -Low E Sliding Glass Door, u-value 288 4,248 0 5,708 5,708 0.59, SHGC 0.32 Lo-E Fixed Glass: Glazing -Low E Fixed Glass,u-value 22.8 229 0 296 296 0.4. SHGC 0.31 11J: Door -Metal- Fiberglass Core 21.4 192 0 192 192 13A-4ocs: Wall -Block, board insulation only, R-4 board 2389.4 8,543 0 5,569 5,569 insulation, open core, siding finish 12E-Obw: Part -Frame, R-19 insulation in 2 x 6 stud 304.1 311 0 311 311 cavity, no board insulation, brick finish, wood studs 16D-30: Roof/Ceiling-Under Attic with Insulation on Attic 1566 1,253 0 1,553 1,553 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Tile, Slate or Concrete, R-30 insulation 22A-pl: Floor -Slab on grade, No edge insulation, no 339 8,382 0 0 0 insulation below floor, any floor cover, passive, light dry soil Subtotals for structure: 32,809 0 28,148 28,148 People: 7 2,100 1,960 4,060 Equipment: 4,700 5,100 9,800 Lighting: 1400 4,774 4,774 Ductwork: 3,905 3,230 4,638 7,868 Infiltration: Winter CFM: 243, Summer CFM: 125 6,670 5,033 2,191 7,224 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 AED Excursion: 0 0 4,718 4.718 Total Building Load Totals: 43,384 15,063 51,529 66,592 JChedk 5i uses Total Building Supply CFM: 2,343 CFM Per Square ft.: 0.635 Square ft. of Room Area: 3,688 Square ft. Per Ton: 665 Volume (ft3) of Cond. Space: 39,351 13011dllf-1L08d5 Total Heating Required Including Ventilation Air: 43,384 Btuh 43.384 MBH Total Sensible Gain: 51,529 Btuh 77 % Total Latent Gain: 15,063 Btuh 23 % Total Cooling Required Including Ventilation Air: 66,592 Btuh 5.55 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. S:\NEW CONSTRUCTION\Chris Elite Files\Stan Pao Prado Yorkshire.rh9 Wednesday, December 04, 2013, 2:35 PM r r Y Rhvac • ResJdentiM &1E1ght'Com eFcial HVAG L"oatls ed?AIr, EII a Softwar® DedeloprnBnf,'Ina. °Enginene" e� LLC ® Yar s Ire odel Mar at F.L 39063 " e,4 System 1 AC 1 - First Floor Summary Loads Co Whim Area Se Laf Sen Tdtal Descri #ion Quah Loss G ih Gain Gain Lo-E French Door: Glazing-Low-E French Door, u-value 96 1,848 0 1,628 1,628 0.77, SHGC 0.22 Lo-E Fixed Glass: Glazing -Low E Fixed Glass, u-value 46.2 460 0 600 600 0.4, SHGC 0.31 Lo-E operable: Glazing-Low-E Operable Glass, u-value 155.8 2,335 0 5,404 5,404 0.6, SHGC 0.31 Lo-E French Door: Glazing-Low-E French Door, u-value 40 770 0 956 956 0.77, SHGC 0.22 Lo-E operable: Glazing-Low-E Operable Glass, u-value 148.8 2,230 0 2,404 2,404 0.6, SHGC 0.31 Lo-E S G D: Glazing -Low E Sliding Glass Door, u-value 288 4,248 0 5,708 5,708 0.59, SHGC 0.32 11J: Door -Metal - Fiberglass Core 21.4 192 0 192 192 13A-4ocs: Wall -Block, board insulation only, R-4 board 1756.6 6,280 0 4,095 4,095 insulation, open core, siding finish 12E-Obw: Part -Frame, R-19 insulation in 2 x 6 stud 128 131 0 131 131 cavity, no board insulation, brick finish, wood studs 16D-30: Roof/Ceiling-Under Attic with Insulation on Attic 697 558 0 691 691 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Tile, Slate or Concrete, R-30 insulation 22A-pi: Floor -Slab on grade, No edge insulation, no 248 6,132 0 0 0 insulation below floor, any floor cover, passive, light dry soil Subtotals for structure: 25,184 0 21,809 21,809 People: 5 1,500 1,400 2,900 Equipment: 4,000 3,500 7,500 Lighting: 1000 3,410 3,410 Ductwork: 2,995 924 3,536 4,460 Infiltration: Winter CFM: 185, Summer CFM: 95 5,098 3,847 1,675 5,522 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 AED Excursion: 0 0 3,954 3,954 System 1 AC 1 - First Floor Load Totals: 33,277 10,271 39,283 49,555 Chee El urea Supply CFM: 1,787 CFM Per Square ft.: 0.634 Square ft. of Room Area: 2,819 Square ft. Per Ton: 683 Volume (ft3) of Cond. Space: 30,079 S stem Lroads Total Heating Required Including Ventilation Air: 33,277 Btuh 33.277 MBH Total Sensible Gain: 39,283 Btuh 79 % Total Latent Gain: 10,271 Btuh 21 % Total Cooling Required Including Ventilation Air: 49,555 Btuh 4.13 Tons (Based On Sensible + Latent) l,Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. SANEW CONSTRUCTION\Chris Elite Files\Stan Pac Prado Yorkshire.rh9 Wednesday, December 04, 2013, 2:35 PM e " Y. FR, hvac^-Re§lderi P tLlg t Commercial HV.AC Loads Elite'So - are?Developmenf�ln�, ire Model Englneered7Ag, LLC Mar ate R 33063 Yor s System 2 AC 2 - Second Floor Summary Loads Comp`one t Area Serl LTat Ven Total Descri tion Q an Loss Gain Gain Galn Lo-E operable: Glazing-Low-E Operable Glass,u-value 134 2,008 0 3,527 3,527 0.6, SHGC 0.31 Lo-E Fixed Glass: Glazing -Low E'Fixed Glass,u-value 22.8 229 0 296 296 0.4, SHGC 0.31 13A-4ocs: Wall -Block, board insulation only, R-4 board 632.7 2,263 0 1,474 1,474 insulation, open core, siding finish 12E-Obw: Part -Frame, R-19 insulation in 2 x 6 stud 176.1 180 0 180 180 cavity, no board insulation, brick finish, wood studs 16D-30: Roof/Ceiling-Under Attic with Insulation on Attic 869 695 0 862 862 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Tile, Slate or Concrete, R-30 insulation 22A-pl: Floor -Slab on grade, No edge insulation, no 91 2,250 0 0 0 insulation below floor, any floor cover, passive, light dry soil Subtotals for structure: 7,625 0 6,339 6,339 People: 2 600 560 1,160 Equipment: 700 1,600 2,300 Lighting: 400 1,364 1,364 Ductwork: 910 2,306 1,102 3,408 Infiltration: Winter CFM: 57, Summer CFM: 29 1,572 1,186 516 1,702 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 AED Excursion: 0 0 764 764 System 2 AC 2 - Second Floor Load Totals: 10,107 4,792 12,245 17,037 CWck Fli ures Supply CFM: 557 CFM Per Square ft.: 0.641 Square ft. of Room Area: 869 Square ft. Per Ton: 612 Volume (ft') of Cond. Space: 9,272 S stem L9Yd Total Heating Required Including Ventilation Air: 10,107 Btuh 10.107 MBH Total Sensible Gain: 12,245 Btuh 72 % Total Latent Gain: 4,792 Btuh 28 % Total Cooling Required Including Ventilation Air: 17,037 Btuh 1.42 Tons (Based On Sensible + Latent) (Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. S:\NEW CONSTRUCTION\Chris Elite Files\Stan Pac Prado Yorkshire.rh9 Wednesday, December 04, 2013, 2:35 PM •r.•rya ..z». o °,¢�°:..�..®. �..� Building Permit # Planning & Development Services, Department Building:,* Regulations Division Riverbend' Product Review Affidavit Lot 7 Owners Name Standard Pacific Homes Applicant:. C 6 Product Opening Design, Product Rated Manufacturer Model Number Product Approval - Glass Method of Attachment Pressures Design Pressure- Number 'TYPG - Windows +42.5/-57.5 +80/•80. � PGT - 700 FL-11-1013.14 . Impact, .2-Tapcon In Head, 5-Jarnp. - Mullions - - PGT FL-11-0=..01 Fixed Glass +43.9/-47.5 +80/-80 PGT 701 FL-13-0502.03 Impact Tapcons-Max O.O:-Spacing 12" Block Glass NA ... .. Skylights NA ° Sliding Glass Doors . - SwinQQ Type Doom +40.0/ 43.6 +501-55 Therma VU Smooth Star - FL-146651 imapat Wood Screws French boors +34.9/-38.5 +55/-55 Therma Tru Smooth Star , FL12334:1 Impact Install w1CSS'Const 1X buck w/ITW 1/4" anchors'• Doors ._ aullumpli,PAvMne +40.4/-36/8 •' - Amarr 950 13-0503:61.8 Im act 2X 6 vertical wood jam attachment to 2000 PSI Concrete using Protection , NA - • entiladon ... Material N.A L 1 —M).'I EAGLE P6L EAGLL- - ° FL7y"13 R5- Nn Z 06 Mu HICK-KIVE YEEWS �411T e reviewed the above components oreladdiug and I have approved their use in loads and forces specified` by current code provisions. r , f (1�✓6UGl(i Signature: _ Design Prof: l� tgMIWI% Cert. No.. ,structure. These products provide adequate resistanceto the seal _/ Date �SA-7� r r" A A=1 ROOF TRUSSES A FLORIDA CORPORATION 4451 SAINT LUCIE BLVD FORT PIERCE, FL 34946 PH: (772) 409-1010 FX: (772) 409-1020 www.altrpss.com TRUSS ENGINEERING STD PAC HMS — SOUTHEST FL RIVERBEND EXCEPTION TAKEN ❑ EXCEPTIONS NOTED LOT:7 / MODEL:6811 YORKSH�toP1sWF�gICDMo Pr rm'th s RESUBMIT e g is r ge a coj��rm'an`ce with design concept of project and general compliance with Contract Documents. Contractor 61711 ;s responsible for confirming and correcting dimensions at job site; for inform.: tion which partains to fabrication processes or construction techaiques, and for coordination of work of all trades: Checking of shop drawings shall not relieve the contractor of responsibility for devil ' n rem requ rer. ct Documents nor for errors or OPT VAULT ENTRY a sgio ins rawgs.P gy C w OPT MBR SITTING RM Pate_-7_(e_� ADVANCED STRUCTURAL ENGINEERING II, INC P A-1 ROOF TRUSSES A FLORIDA CORPORATION RE: Job 61711 Lumber design values are in accordance with ANSIfrPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. Site Information: Customer Info: STANDARD PACIFIC HOMES - SE FL Project Name: RIVERBEND Lot/Block: 7 Model:6811 YORKSHIRE Address: 3022 NW RADCLIFFE WAY Subdivision: City: County: Broward A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 State: FL Name Address and License # of Structural Engineer ofRecord, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20120 7.6 Wind Code: ASCE 7-10 Wind Speed: 170 MPH Roof Load: 45.0 psf Floor Load: 0.0 psf This package includes 107 individual, dated 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 No. Seal # Truss Name Date 1 A0530880 A01 6/22115 13 A0530892 A13 6122115 25 A0530904 B09 6/22/15 2 A0530881 A02 6/22/15 14 A0530893 A14 6/22/15 26 A0530905 B10 6122/15 3 A0530882 A03 6122115 15 A0530894 A15 6122115 27 A0530906 B11 6122/15 4 A0530883 A04 6/22115 16 A0530895 1301 6122115 28 A0530907 812 6122115 5 A0530884 A05 6/22/15 17 A0530896 B02 6/22115 29 A0530908 B13 6122/15 6 A0530885 A06 6/22/15 18 A0530897 B02A 6/22115 30 A0530909 B14 6122/15 7 A0530886 A07 6122/15 19 A0530898 B03 6/22/15 31 A0530910 B14A 6122115 8 A0530887 A08 6122/15 20 A0530899 B04 6/22/15 32 A0530911 C01 6122115 9 A0530888 A09 6/22115 21 AG530900 B05 6/22/15 33 A0530912 CO2 6/22115 10 A0530889 A10 6/22115 22 A0530901 B06 6122115 34 A0530913 CO3 6122/15 11 A0530890 All 6122115 23 A0530902 B07 6/22/15 35 A0530914 C04 6/22/15 12 A0530891 I Al2 6122/15 24 A0530903 608 6/22115 36 A0530915 C05 6/22/15 The buss drawings) referenced have been prepared by MiTek Industries, Inc under my directsupervision based an the parameters provided by A.1 Roof Trusses, Ltd. Truss Design Engineer's Name: Manuel Martinez My license renewal date for Me stale of Florida is February2g,2D17. NOTE: The coal on these draw.ngs indicate acceptance of professional engineemg resocambLtysoley for Me truss components shorn. Thesuaabiityand useofcomponentsfor anyparticularbugdimm, is Me responsbillyof Me building designer, per ANSI Pf1 Sect The Truss Design Dmwing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'structural engineering Documents') provided by the Building Indicating the nature and cha actor of the work. The design criteria therein have been tmnsfemed to Manuel Martinez PE by [At Roof Trusses orspecalc location]. These TOD& (also referred to at times 'structure I Delegated Engineering Documents') are specialty structural component designs and maybe part of the pmject's deferred or phased submiBala. Asa Truss Design FJmgineer(Le., Specially Engineer), the seat here and on the TOD represents an acceptance of professional engineering responsibility forth* design of the single Truss depicted on the TOD only. The Building Designer is responsible for and shall coordinate and review the TDDs forcompatibil'ny with theirwritten engineering requirements. Rease review ail TDDs and ag mlated notes. 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Pac./6811 El C AO53O88O 61711 AO1 Half Hip 1 1 Job Reference (optional) Al RUUY I RUbbtb,YUtt I V=KH M. M39a9G,vesignLmanrus5.wm...- 2x4 II 12 4x6 = 5x8 = 6.00 12 2x4 II 4x6 4 6 7 Sx6 vJBG 21 27 4x6 = 20 3x4 II 3x8 MT20HS-- 'xa - 3x6 = 3x6 = 4x6 = 3x6 = 8 9 10 416 = Dead Load Deft. = 9116 in 11 5 6t `N 14 31 13 3233 72 1 3x4 II 4x8 = 4x6 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loci pdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.49 18-19 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.81 18-19 >673 240 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES M 0.99 Horz(TL) 0.38 12 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weighb330lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 •Except• T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 •Except• 82,B5: 2x4 SP No.3, B6,B4: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' W12: 2x4 SP M 30 W3,W11: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1 Row at midpt B-15 WEBS 1 Row at midpt 11-12, 19-21, 5-18, 6-18, 6-16, 7-16, 8-16, 10-15 2 Rows at 1/3 Eats 10-13. 11-13 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 12 = 2037/0-3-8 (min. 0-2-7) 2 = 2153/0-8-0 (min. 0-2-9) Max Horz 2 = 660(LC 8) Max Uplift 12 = -926(LC 7) 2 = -785(LC 8) Max Gmv 12 = 2041(LC 2) 2 = 2153(LC 1) FORCES. Via) Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOPCHORD 2-3=3875/2955, 3-0�4617/3956, 4-5=-4421/3972, 5-6=3237/2827, 6-7=281212563, 7-8=2812/2563, 8-9=2454/2188, 9-10=2454/2188, 10-11=-125211089,11-12=1974/1779 BOT CHORD 2-26=3435/3369, 21-26=3435/3369, BOTCHORD 2-26=343513369, 21-26=3435/3369, 19-20=01270, 5-19=1013/1148, 19-28=-4019/4048, 18-28=4021/4047, 17-18=2662/2816, 17-29=2662/2816, 16-29=2662/2816,16-30=-2195/2462, 15.30=-2194/2464, 8-15=885/976 WEBS 3-21=927/1166, 19-21=3541/3460, 3-19=-593/679, 5-18=-1614/1775, 6-18=952/1038, 7-16=443/500, 8-16=626/594, 13-15=1126/1294. 10-15=176011915, 10-13=-2025/1985, 11-13=1875/2153 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCOL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) Plate(s) at joint(s) 4 checked for a plus or minus 3 degree rotation about its center. 6) Plate(s) atjoint(s) 6, 9, 11, 12, 2, 20, 5, 17, 8, 14, 3, 21, 19, 18, 7, 16, 15, 10, 13 and 1 checked fora plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 926 lb uplift at joint 12 and 785 lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ..q.n.,.n..pl,n..mr xtromnasrstmurl®ntmnrmmlwncau:mlmmtuvantwmrl.. rnryd.yin®ru,+rrnlrmvm+un,i.,pa..yryq.rmwns.nwcr>_reer..u,ne,a.rss. osumn.:. w.e.atm..q MMNEL MHINEZ, P.E. ilrl,weMpM1u+mdYMInm N4bYro51.b.1,n,nniirfryirn9...I,eudi4pnnlMWwoglW,rp,uFam.xwedrri,.m+u.derynny,nin,iTrybmrle,yJ@rviX4n+deryllnl4tW.li,win tnl.b6y.n ,Mbl�waw I+inbllrymdmrd,krlrmdnnir.ddlninMmp ,.1.a maw&. i+kv nwl rpm'ON1agOn'gnn,n M,onrnJbn4NrnUMM4 Vl.i U...Rm.ffi.,mb)..l O MI1&.6.... w4ft,fn lnCq,,wo Wg., mdl,nlryJanbM fi 017I87 nw, slrrnmruaa,.yomi•nwcwnrm,.n.nmtw:wmowmm.,imnliru.m.anrr.uniu.Ear,cool,n�mn..urptspi+sr�u<dhinwdvu.r,rm..lcol..•rtrad,...munrnrormr..,um,n!!n'n,mcrmnny..,lw,mn;l.ugsrnw 10019(6orlton Gr. r,mxMm�n,.dd„uwih•m.m.pwl.rwr, wmyhae,.n.i nr u...e.m h'-.n m. raryN .,.t,.nirmiy+nw.r colts Nrrpm,Nhn,..n Mw! m wL 4i!n}IONIILI Wrmmd tit!®µ aqb., h Al .imninninni,w. ft. Ll lea lrmu+.aawla, H. Orlundn,F132332 Job Truss Truss Type QtY Ply Std. Pac./6811 El C 61711 A02 Half Hip 2 1 AO530881 Job Reference (optional) 2x4 it 12 d� 46 = 21 4x6 = nuu. ,.ucuu np Data,, nnr,. r.mu ny, ucmda mucn = 6.00 Fi2 5x8 4x6 6 20 3x4 II 6 221438:162015 Paget . 3x6 = 2x4 11 Arid = 3x6 = 4,6 = Dead Load Dell. = 9/16 in 7 8 9 10 11 3x8 MT20H8=- 3.6 = 1¢ 14 d1 13 4Lf4 12 3x4 II 4x8 = 4x6 II LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (lot) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Van(LL) 0.49 18-19 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.8118-19 >673 240 BCLL 0.0 Rep Stress Ina YES WB 0.99 Horz(TL) 0.38 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 *Except' T3: 2x4 SP No.2 BOTCHORD 2x4 SP M 30 *Except' B2,B5: 2x4 SP No.3, 86,134: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W12: 2x4 SP M 30 W3,W11: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verfimis. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1 Row at midpt 8-15 WEBS 1 Row at midpt 11-12, 19-21, 5-18, 6-18, 6-16, 7-16, 8-16, 10-15 2 Rows at 1/3 pts 10-13, 11-13 Mil-ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 127 = 203710-3-8 (min. 0-2-7) 2 = 2153/041-0 (min. 0-2-9) Max Horz 2 = 660(LC 8) Max Uplift 12 = -926(LC 7) 2 = -785(LC 8) Max Grav 12 = 2041(LC 2) 2 = 2153(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All fortes 250 (lb) or less except when shown. TOPCHORD 2-3= 3875/2955, 34=-4617/3956, 45=4421/3972, 56=3237/2827, 6-7=-2812/2563, 7-8=2812/2563, 8-9=-2454/2188, 9-10=2454/2188, 10-11=1252/1089, 11-12=1974/1779 BOTCHORD 2-26=-3435/3369, 21-26=3435/3369, BOTCHORD 19-20=0/270,5-19=-1013/1148, 1 19-28=4019/4048, 18-28=-4021/4047, 17-18=-2662/2816, 17-29=2662/2816, 16-29=266212816, 16-30=2195/2462, 15-30=2194/2464, 8-15=885/976 WEBS 3-21=927/1166, 19-21=3541/3460, 3-19=593/679, 5-18=161411775, 6-18=95211038, 7-16=-4431500, 8-16=6261594, 13-15=112611294, 10-15=-1750/1915, 10-13=-2025/1985, 11-13=-1875/2153 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVH2; TCDL=S.OpsY BCDL=5.Opst h=25ft; CaL 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4 checked for a plus or minus 3 degree notation about its center. 6) Plate(s) at joint(s) 6, 9, 11, 12, 2, 20, 5, 17, 8, 14, 3, 21, 19, 18, 7, 16, 15, 10, 13 and 1 checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 926 lb uplift at joint 12 and 785 Ib uplift at joint 2. PLATES GRIP MT20 2441190 MT20HS 1871143 Weight: 330 lb FT=0 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard n.d.rlw+.en^ph„mn, Elrooridaystmutt®hunmrroranon[au;.arr®rtrthmanmuxrlsn rv§d,taro.n",.rd,m..,mmnun,orryam:hl�lra,rm,ammm,,rr.lau..,,u,ue,m..re. msn,nma,md.mm.W MANURMAITINE1,1`1 �///�//��1�1 iadaart"pl.M1,dak Min 4dNll,Oct d,.wap Co.,M.0-6,drml.d.,.iM..dn..Ymp,roumd+m^nth=.drt.o�nmmpmnMpn rpma-L% o,on7rda.,M1y,un,d<:edmarosOn mdnml.mkderwyam.k.rp..nnn,, ,wootiryodendiNVLxrinmpudd'inph MngantiNYdtlr Orm,M,nr,eiuvlha,n,dopednduldlRogOngeer,4Mnupnd M,IgM,IlCMlatlhddinpwlurd Rol. MopmemldMeN4mdanYtddouAMOmF1�4rdhodNq,,xnpnlnn6epmvNhv'md,,k1Z 041107 ,,,p,3iryolMl�wad0.Ydu,W4mrM.dlmM�tl.AiWIDOrNU,gertmndRdd^folMldfup[ono%m1YNMIdsmWP[M1:pelRJrdbinW9em^r6rmrdM1,@rWp'rifrru 1141de4n0e,nmublilN,MAinaolr4M1rugJnn,lrvnOWdn4grnned 10019 Charlton Cir. im,vdmm",cam r.^dad,[,nM.[mnwmdrM1^�sMdn^r,b,aMnun,u+snuvnd¢rwrq o,gm.um,iWmry,^anhae.f mr+pmdmn,.rnds.dl.m i. 0omNaOlmr.a rdm,a,.d.mlxm:,,,rt. h.p.s,uudAnlnsd,nA�+1nYd�rd�h^Mmp„i,vmhnAlrW rn,oa�Ymrltl.�;rE Orlando, FL 32837 Job Truss Truss7ype OtY FIY Std. Pac./6811 El C 61711 AO3 Half Hip 1 1 AO53O882 Job Reference o iena Al Root= 1H1155ts, FOR PItHct, rL3a b, aesignuanruss.com 21 27 4x6 = 6.00 t2 20 3x4 II Han: 1.bZU a Apr bu zuln rmnc r.bzu s npr au zura mu ex muusmes, inc. mon aun zz r.:eaa a zm o 3x6 = SA = Dead Load Deft. = 9116 in 2x4 II 4x6 = 3x8 MT20H5= 4x6 = 6 7 6 9 10 11 axe Mr20HS-- 3x6 = 14 31 3x4 II 13 32 W 12 4x8 = 4x6 II I¢ LOADING(psf) SPACING- 2-0-0 CS1. DEFL, in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.49 18-19 >999 360 MT20 2441190 TCDL 16.0 Lumber DOL 1.25 BC 0.99 Vert(rL) -0.82 18-19 >668 240 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.99 HOrz(TL) 0.38 12 n/a We BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight3321b FT=O% LUMBER- TOPCHORD 2x4 SP M 30 *Except' T3: 2x4 SP No.2 BOTCHORD 2x4 SP M 30 -Except' B2,135: 2x4 SP No.3, B6,B4: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W12: 20 SP M 30 W3,W11: 2x4 SP No.2 OTHERS 20 SP No.3 BRACING. TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORO Rigid ceiling directly applied or2-2-0 oc bracing. Except: 1 Row at midpt 8-15 WEBS 1 Row at midpt 11-12, 19-21, 5-18, 6-18, 6-16, 7-16, 8-16, 13-15, 10-15 2 Rows at 1/3 pts 10-13, 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 2052/0-7-8 (min. 0-2-7) 2 = 2168/028-0 (min. 0-2-9) Max Horz 2 = 660(LC 8) Max Uplift 12 = -933(LC 7) 2 = -789(LC 8) Max Grav 12 = 2053(LC 2) 2 = 2168(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3907/2983, 34=4664/3996. 4-5=-4468/4012, 5-6=-3278/2863, 6-7>2859/2603, 7-8=2859/2603, 8-9=2516/2242, 9-10=2516/2242, 10-11 =-1 26311098, 11-12=198911790 BOTCHORD 2-26=3459/3398, 21-26=345913398. BOTCHORD 2-26=3459/3398, 21-26=3459/3398, 19-20=0/270, 5-19=-1019/1155, 19-28=4055/4091, 18-28=-4057/4089, 17-18=2694/2853, 17-29=2694/2853, 16-29=2694/2853, 16-30=224812523, 15-30=-2246/2524, 8-15=883/979 WEBS 3-21=93611174, 19-21=3566/3489, 3-19=6051693, 5-18=1621J1781, 6-18=955/1041, 7-16=4391495, 8-16=6051571, 13-15=113111298, 10-1 5=1 768/1935, 10-13=-2021/1984, 11-13=1891/2174 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf, h=25ft; CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4 checked for a plus or minus 3 degree rotation about its center. 6) Plate(s) atjoint(s) 6, 9, 11, 12, 2, 20. 5, 17. 8, 14. 3, 21, 19, 18, 7, 16, 15, 10, 13 and 1 checked fora plus or minus 0 degree rotation about its center. 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 fora 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 tit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 933 to uplift at joint 12 and 789 lb uplift at joint 2. 10) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design Of this truss. LOAD CASE(S) Standard x..y.rim.n..prynanm.w wmlmmtvmrl®wmurmrmws[re:mrflearlauonmsrmrm,.r.rybui.�n,,,.ri„ewiwwun,wy.m.a aAWdkr..a..a»,.rira.,., m,nea...,.. m,,,m,,.h,wa.mtm..y MANOE(MIRIND,1`1 �xue,...m rW.,amwmaumnesw..a a.h,,.o..i.rro'.,,,6..sw,wrr,q:.la,.n.,.yma„nmrn..,.rm.na.na.w,.i,w..,:e,.ws,upwe,4'vae,Nf u.,e,pme,.memo.ry.m.,mr. m,t�„umnh.,.W,.u.,. weosry„e.,.a,x,lm,m.,rwru,lhmmr�arn,la.a..,.m.o..,;r„a,.;d.s.m.m.raa,lo.7..,.�.iwa,mnanr ncm.ircn.i.dt.uw.t,=,eml. m,.m.+amlm„a,.ram.,..Im.lao,cow.la,a:n,,ro.n.mbnnA„ax,,.rmuwm, #0471A1 ...n.. "aa, ..o,,,m10019 Dalton (if. m„a.z.e..,,,a.,,,o,,,m,w5.ar.I.u.r.p,.a.pa.,e.ehmwurh,b,a..a le.lm,w.wr.n,.xralm.r:u�yo,y..umiN„wr••,n,gexy .ruP�du..,..nae.d�nl.r. Err, eICNI3a.I rurrm,-U—dWnhwll. ry.benamh es ,h.gw.,h,6&W.neh,..4l rwrin,m�Yw.lYuer,, 11 Orlando, ft 32832 Job Truss Truss Type Oty Ply Std. Pac./6811 El C A0530883 61711 A04 Half Hip 1 1 Jab Reference (optional) Al rxuur I AUooxo, rvrt h r¢rtl.r, rh..wava, aeslgnrry. muss.exrm 2x4 II -4x6 = 21 21 4x6 = 6.00 12 20 3x4 II RVIr. I.... MpI.IV CU r V rr U R. I.ON I I.pr JV LU r J 1VI. CM1 r r 1..JU 5x8 = 3x6 = 2x4 II 4x6 = Us MT20HS= 6 7 8 9 10 3.8 MT20HS`- 3x6 = 14 Jl 3x4 II 46 = Dead Load Deb. = 9/16 in 11 13 3L J3 12 4x8 = 4x6 11 R LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loci I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.4918-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.8218-19 >668 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.99 Horz(TL) 0.38 12 ma n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 332 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 'Except' T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except* BUS: 2x4 SP No.3, B6,B4: 2x4 SP No.2 WEBS 2x4 SP No.3'Except' W12: 2x4 SP M 30 W3,W11: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. ExcepL 1 Row at midpt 8-16 WEBS 1 Row at midpt 11-12, 19-21, 5-18, 6-18, 6-16, 7-16, 8-16, 13-15, 10-15 2 Rows at 1 /3 pts 10-13, 11-13 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 2052/0-7-8 (min. 0-2-7) 2 = 21681041-0 (min. 0-2-9) Max Horz 2 = 660(LC 8) Max Uplift 12 = -933(LC 7) 2 = -789(LC 8) Max Grav 12 = 2053(LC 2) 2 = 2168(LC 1) FORCES. (lb) Max. Comp.IMax. Ten. - All forces 250 (to) or less except when shown. TOPCHORD 2-3=3907/2983, 34=4664/3996, 45=446814012, 546=3278/2863, 6-7=-2859/2603, 7-8=285912603, 8-9=2516/2242, 9-10=2516/2242, 10-11=-1263/1098, 11-12=-1969/1790 BOTCHORD 2-26=3459/3398, 21-26=3459/3398, BOT CHORD 2-26=3459/3398, 21-26=3459/3398, 19-20=0/270, 5-19=-1019/1155, 19-28=4055/4091, 18-28=-405714089, 17-18=-2694/2853, 17-29=2694/2853, 16-29=-2694/2853, 16-30=-2248/2523, 15-30=-2246/2524, 8-15=883/979 WEBS 3-21 =936/1174,19-21=-356613489, 3-19=605/693, 5-18=162111781, 6-18=95511041, 7-16=439/495, 8-16=605/571, 13-15=113111298„ 10-15=-1768/1935, 10-13=-2021/1984, 11-13=189112174 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Whnd: ASCE 7-10; Vult=1 70mph I (3-second gust) Vasil=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for membersand forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4 checked for a plus or minus 3 degree rotation about its center. 6) Plate(s) atjoint(s) 6, 9, 11, 12, 2, 20, 5, 17, 8, 14, 3, 21, 19, 18, 7, 16, 15, 10, 13 and 1 checked for a plus or minus 0 degree rotation about its,center. 7) This truss has been designed for a 10.0 psf bottom chord live load noncencumenl with any other live toads. 8)' This truss has been designed fora 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, with BCDL = 1O.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 933 lb uplift at joint 12 and 789 lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard e.rM1p rw.mrrplrr,:.rn rtmorRmssnwhnaemmnfro.mrwrsavmrmm7rnanaamrm.r„ryeeyerwrw.,r.rerm.n.mrtm,wapm..ypmlmlauwawu.ertiarlmuraeemeee. manrnnarema.nrao,rr MANUILMAYTINi2,P1. �•olrrrwn.plrmdrrlewahwll.mpM1w..a. a.rmrp.arrupwnRosM� gM1r�.lrNnarrgmonM1e,rm..,rpe..am.pMr,;,wnwi.rlar,rv�amlrhwe.t,aeaarr:pave,e,lael„r4roo.ry.,.ewmt.mra,.p..lfi..,ro.cep,.aa.., rmedl'nrordvndldielmnlaowrdtinpi,MnwmaLrydbprwr,IMOweM1raMblepMorlGrWlaq GNpnn,u�ArmengdArllpw RGRrlrldldpvR,olevedn4l. nrvppneld RrIDOndrnfiellowaldrLen,N„Y4nIGedGy,,Mgv, ¢rh0el'ieon011vAry,EYMAn #941 17 rryura&ryellFr Lel6eh Grd4^ereYfM,mer.lAnnreroNYMNperdMyuWrwlpei6ly,drlrlW9p LeiprnnfAMlanleofw.nlSGpaFRtlbrlll ovl9nvnrdrtaxrlM1rBmNraM1w.IFIIeM,Mwneor,FYlNrael durMehlle4m Nilpen,lrunprtiMOpn,wred 100)9(haUmn UL tm,pwa..,w,rn,de,aue,s.ey.kw.r.r.a.p.i..,a,9propmx,.rve hlru.,or.yuy:rwxwte. r:lypego.urwtNay�•m.rieay roup.ual..,vr., sa.aamh. LgliplhOrp6Ll redNsvrR.rdwliul,IL u�reR.rim,lemma,uerb.,M1xrlardw.m.rr,.uw,b®xh rorw,.,�u�,ha.a„I,rz OdandR, FL 371132 V Job Truss Truss Type Oty Ply Std. Pac./6811 El C AO53O884 61711 AO5 Half Hip 1 1 I Job Reference o icna Al KUUr KUbbcb, runt rimmum, rL J9O'1o, ucmyulwa uuaa.wn, nm,...ucu a 6.00 FIT 5.8 = 2x4 II 6 7 4x6 i 5x10 MT2014S4 5 3x64 4 W4 3 2x4 11 1 9 ynt 1 2 28 18 77 29 16 a 26 21 27 20 3x6=3x8MT20HS= 46 = 46 = 3x4 II 3x8 7x8 = 416 = Dead Load Deft. =112 in 3x8 MT20HS= 4x6 = 4.6 = 8 g 10 11 7 Wa Val 6x8 — 1g 5 30 1 14 31 13 32 33 12 3x4 II 4x6 = 06 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Ved(LL) 0.48 18-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.78 18-19 >709 240 MT20HS 1871143 BCLL 0.0 • Rep Stress Incr YES WB 1.00 Horz(TL) 0.38 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 3181b FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4 SP M 30 •Except• B2,B5: 2x4 SP No.3, B6: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W11: 2x4 SP M 30, W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 3-7-3 oc bracing. Except: 1 Row at midpt 8-15 WEBS 1 Row at midpt 11-12, 19-21, 5-18, 8.16, 13-15, 10-15, 10-13 2 Rows at 1/3 pts 11-13 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 2052/0-3-8 (min. 0-2-7) 2 = 216810-8-0 (min. 0-2-9) Max Harz 2 = 598(LC 8) Max Uplift 12 = -938(LC 7) 2 = -775(LC 8) Max Grav 12 = 2052(LC 1) 2 = 2168(LC 1) FORCES. (Ib) Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-391213019, 34=465313974, 4-5=4542/3996, 5.6=3578/3171, 6-7=-3310/2950, 7-8=-3310/2950, 8-9=-2884/2518, 9-10=2884/2518, 10-11=-1369/1168, 11-12=1992/1762 BOTCHORD 2-26=-3395/3403, 21-26=339513403, 19-20=01271, 5-19=1067/1180, 19-28=3920/4065,18-28=-3922/4063, BOTCHORD 2-26=339513403, 21-26=3395/3403, 19-20=0/271, 5-1 9=-1 067/1180, 19-28=3920/4065, 18-28=3922/4063, 18-29=2928/3154, 17-29=2928/3154, 16-17=-2928/3154,16-30=-2526/2894, 15-30=252512896, 8-15=893/977 WEBS 3-21=-93611156,19-21=-3506/3486, 3-19=5481683. 5-18=1458/1586, 6-18=1012/1081, 6-16=-295/422, 7-16=-523/606, 8-16=610/596, 13-15=1198/1401. 10-15=190912142, 10-13=205111974, 11-13=191412242 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=S.Opsf; h=2511; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4, 6, 9, 11. 12, 2, 20, 5, 8, 14, 3, 21, 19, 18, 7, 16, 15, 10, 13 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 17 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chard live load nonconcument 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, with SCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 938 lb uplift at joint 12 and 775lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xvmy.pl«md.«par«,:.m �amwaranlvnnanwmur[mmn¢+srruomAmomlAcmnnudtmm. r„are+depmv+e.endm+.e+un+oedpwderAwlam.wdra.srr.m.,e.emnu:m.m.. arn.m.,:v+v,e.e.tm..p MAINBMAITIND,P.L nm,,.e,mpl.Indakry1h16Nal•YMd d.rm+ayny«nW.lfdara•A.n1A.,•a«qme�.p,..+,..,ep,.ay..de+w.,�np:e,:ye,a.stirytr¢.t+,yaen�.ryu.+d,a:ea.¢emo.ry.drvml, h+«y,�a.nwanerre,. '«Xebfi,rndunolXdrlm+Iw«rrdd'infi,Xm,vyem31ry1M0•en.M.¢ne,leoXmkNopemwenadlkgOng•e�,h,bmeundhllCllellLiNMdkddel�edvvdml. nvvpporadM+nOwfe,ryfiefdnvAgelm+,ud•iupMrup,+mRv.4�mhA«,Nkiniryd�Mde #041181 ,ewuMfrd NYR'ty0,tlgoeroJfM.Xx.4mXuletlYiMNJedOryvfin+oApL1a,A141eNig4mp,vAWeryldvegfi«fllfppol4Jedlrlfleel9nau•hnu.aMpeeealodeem tFldeinlAe,egae�2liWfMb4wIMXq�RJg,•,Ixn4Nlnagimnena IOUI9 (AorB¢n (ir. Im,aedrn,.ImemwddwMelmrny«ay.e«ayhawXns,.t.a asxn,wyex¢d,n:rgaX.rwrr•�m•, .s•nMoAmimt.easuuy arpd,dmm..ndxa�ml. f%I^gAl0S0SMI1«Ilnm+-xoe«Ix=IlepPr.tep.dnX«dandomun,umrLm,i+flJtitd.al«Vnmpn„i+d«hu411Mrrmw�Mmtleae«,,r.t. 9d¢¢d¢. It 32832 Job Truss Truss Type OlY Ply Std. Pac./6811 El C 61711 A06 Half Hip 1 1 Jlk� Job Reference o tiunal ....... ......... . ... ..�.... ., ....,.,.,..o,a,.Won r,o».,..,,, nm<. r.—C, n" Co. 44 = 22 4x6 = 6.00 12 5x6 = 4.6 i 6 21 .. — 3x4 11 718 = 316 = 7 <yn3x — <.aa n'. ov am rw ma muusuYes, mc, mun dun tt ra:oo:'la zum 3x4 II Deed Load Deli. = 5/8 in 3.6 = 3x8 MT2dHS= 4x6 = 4.6 = 8 9 10 11 12 14 ° 13 4x8 = 4x6 It 0 d LOADING(psf) SPACING- 2-0-0 CSL DEFLI in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Ved(LL) 0.50 17 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL') -0.92 16-17 >600 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES 1/JB 0.99 Horz(TL) 0.41 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) I Weighb312lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4 SP M 30 "Except' B2,85: 2x4 SP No.3, B6: 2x4 SP No.2 WEBS 2x4 SP No.3'Except' W12,W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 3-7-6 oc bracing. WEBS 1 Row at midpt 12-13, 20-22, 7-19, 8-16, 14-16, 11-16, 11-14 2 Rows at 113 pts 12-14 MTek recommends that Stabilizers and required cross bracing be installed during -truss erection, in accordancewith Stabilizer Installation Guide. REACTIONS. (lb/size) 13 = 2052/0-3-8 (min. 0-2-7) 2 = 2168/0-8-0 (min. 0-2-9) Max Horz 2 = 536(LC 8) Max Uplift 13 = -943(LC 7) 2 = -758(LC-8) Max Grav 13 = 2052(LC 1) 2 = 2168(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3910/3040, 3-4=4640/3948, 4-5=4528/3969, 5-0=3934/3525, 6-7=-3505/3191, 7-8=-3818/3313, 8-9=3271/2795, 9-10=3271/2795, 10-11=3260/2790, 11-12=-1538/1292, 12-13=-199111738 BOTCHORD 2-27=3315/3401, 22-27=3315/3401, 20-21=01271, 5-20=117211246. 20-29=3796/4047, 19-29=3798/4044, BOTCHORD 2-27=3315/3401, 22-27=3315/3401, 20-21=0/271,5-20=-1172/1246, 20-29=3796/4047, 19-29=3798/4044, 19-30=339013827, 18-30=3390/3827, 18-31=3390/3827, 17-31=3390I3827, 17-32=3260/3743, 32-33=326013743, 33-34=3260/3743, 16-34=3260/3743, 10-16=-440/511 WEBS 3-22=930/1129, 20-22=-3411/3461, 3-20=504l717, 5-19=1433/1579, 6-19=134911525, 7-19=628/391, 8-17=146/271, 8-16=701/690, 14-16=1310/1563, 11-16=1999/2298, 11-14=206411954, 12-14=1974)2348 NOTES- 1)Unbalanced roof live loads have been considered for this design. r 2) Wind: ASCE 7-10; Vuft=l7omph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRSJor reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless othenvise indicated. 5) Plate(s) at joint(s) 4, 9, 12, 13, 2, 21, 3, 22, 20, 19, 7, 17, 8, 16, 11. 14 and 1 checked fora plus or minus 0 degree rotation about its center. 6) Plate(s) atjoint(s) 6 checked for a plus or minus 3 degree rotation about its center. 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, with BCDL = 10.opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 13 and 758 Ito uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.01b rive located at all mid panels and at all panel paints along the Bottom Chord, nonconcument with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard a..pry,.v.m rl vmrnmxSfx4lnauremudmlanaesrmamt+oMrnrnnlwmrin. rvareryep,onea,.a,ruem.an.,+ay.ar.:nrw7mdmr®,lemm<r,etlannau<at<mea<.eao.au.:.usra.mmo.rY MARUEI NAAi82 P.E Con,,, 4er�mayr4l'nn6+,SptidryhgmelbWeevr100rtpevd,vartryaedmp061n,4sayl.COW 4PxN,pdh,ipbl,n,hphlnmlW.M.�d.MI.MMixrnwgrn,,beHr^�t �Ylhuan.Ylehv,MMndh,mlWle6rid wihti4rYo.Euudrd,irn,lo,wYluiErli,m,ayomlbtiholMOrm,m OnobaM4rdeprnn4tldrie9rnlpn,,ini6ndrAdme4mllLlMladFribarle6eedlnl, nropp,mldttrnPndeylebmalgerrvnimlrbrladrvry,Mpe,ink0ehmvndlrwh4+aYa�Fr �6A/132 ee9mnd^IdEe4tlltiepaupwerl[etlnbr. Yeeb,M W hml0o W mprenatoedpi4lend MNdd'mprrpmmtlFMi^'wMW pW!IeLiJ,11YInwlLnnrdmatlMpm,dgdlmm IFIGan6e,nirrutb`rtr,eeldh,d W Lm+M1ilgvr,frvoauplegignM IORI9 (AOr1100 CIr. ImtYsAOe,n,m'n,emnluLfrllYelnealyrcfr�unhrilApp,hnha hrrn,bJplry,enrYlb IiYy m,p,a4mlrWargn W eryhJ{y elrgirdoelbrt,arnlddi Ml, andya®1mi11 rodlrmw un.dxar re,rl. r<p.Mn.da,e.run.l.�l.a,hpdanee.m��nnp:nwh<,d l r�lan.,.u®elwen,rt Udando, F132832 A0530886 711 4x6 = Special 6.00 12 5x6 = Dead Load Deft. = 318 in 6 5x6 = 2x4 II 3x4 II 3x8= 5x8= 5x8 WB= 5x6= LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (lac) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.56 13-14 >450 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.94 13-14 >269 240 BCLL 0.0 Rep Stress Ina YES W13 0.70 Horz(fL) 0.04 13 n/a n/a BCDL 10.0 Code FBC2014/(PI2007 (Matrix-M) Weight: 2801b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied orb-0-0 oc bracing. WEBS 1 Row at midpt 5-17, 6-17, 7-16, 9-16, 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 13 = 680/0-3-8 (min. 0-1-8) 2 = 1004/0-8-0 (min. 0-1-8) 16 = 2536/0-3-8 (min. 0-3-0) Max Hors 2 = 504(LC 8) Max Uplift 13 = -355(LC 7) 2 = -396(LC 8) 16 = -1023(LC 9) Max Grav 13 = 765(LC 16) 2 = 1004(LC 1) 16 = 2569(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1481/1012, 3-4=1307/1000, 4-5=116711005, 5-6=-437/349, 6-7=358/405, 7-8=6411707, 8-9=641/707, 9-10=483/181, 10-11=-483/181,12-13=-230/265 BOTCHORD 2-24=1628/1388, 19-24=144011251, 19-25=-1011/846, 25-26=10111846, 18-26-1011/846,17-18=10111846, 16-30=1621302, 15-30=1621302, BOTCHORD 2-24=-1628/1388,19-24=1440fi251, 19-25=-1011/846,25-26=-10111846, 18-26=101 V846, 17-18=1011/846, 16-30=-162/302, 15-30=-162/302, 15-31 =-1 621302, 14-31 =-1 62/302, 14-32=-3171484, 32-33=3171484, 33-34=3171484, 13-34=317/484 WEBS 3-19=2811463, 5-19=-372/562, 5-17=719/911, 7-17=6201732, 7-16=1257/1230. 8-16=-505/585, 9-16=1263/1031, 9-14=203/526, 11-14=170/338, 11-13=633/421 1) Unbalanced Unbalanced roof live loads have been considered for this design. 2) Wfind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsh, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;GC for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) Plate(s) atjoint(s) 4, 6, 7, 10, 12, 13.2, 19. 3, 5, 17, 8, 16, 9, 14, 11 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 18 checked for a plus or minus 5 degree rotation about its center. 7) Plate(s) at joint(s) 15 checked for a plus or minus 3 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 9) ' 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, with BCDL = 10.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 355 lb uplift at joint 13, 396 lb uplift at joint 2 and 10231b uplift at joint 16. 11) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel paints along the Bottom Chord, nonconcurrent with any other live loads. 12) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard s..y.mmrn..,pry,re•.m urvwnamflu�ul�Dwma(co mnonrmamr+mh.mnnravmrw. rnbneypammmd,W,xn.ens.uwanD..�dlrtgroewm�rnmcriYa„m,.u•aamrnr. mnrm.wo.dmM1loD..ry MINUIt MAIIINU'a Yl,l,mnhYh!nbdb MbM1lVdhbKd I,e1m0e,q•lymrtRr-Spd�lrjw{,1•,•dwglWnymed+rrvnpsrdlpokvimleepenir,rym+iSryb Ce!•rpdQevjv4mhpxlmdr NDJY,.1n W I. nrkupnsdien.�grMu,,. I+d!oYriVondmrd!Arl,m•IwnrluiPipnOare+mniEJAydRrOewr,!M1.DnarYndm,LrdeSr•!n!lrrdl'mtDngm,klnrio•tmdAraG!Ir!lCnrb,dk•#4y,odendllVl.11eepr,aeldAnnD•-0rgfiMo,edMLorym46ellnRq+M!q+,mttdietimedLniy,MOb!!r #041181 ugsWiMdAr rtlKgNvlwWfMntn.IWbpdWeNND WINWmYm WpLfer+dfirloYilrenrynmbl•!ylo!nnWnNINWnJJN1p W9ne,nrhrrvrlMru•NryWslal de4n!Iue+pnLifin®1dMmaNLn,hdguyl,on4rdrn4lm,vW I0419(harlbn(u. lnndmdm•n,rdnrrw.wedadq.(me,nvmd,r..M1.M1IN+PM nrun•w,.m6r:=M1wlerraugwyn.umtrdm�•i•nin..Yoady mupd.d!nn+.rneddM1m+. LppigAIN710n41 rmnn,m�4moel Yenbq R, rap•duiiedAnlrmmn,nql.m,n(,e1,lIM.Alni!!mpnm�u+hm41 roJLmuo Y•meitl.exe,rl Orlando, F(31E31 Joh Truss Truss Type City PIY Std. Pac./6811 El C 61711 A08 Roof Special 1 I 1 A0530887 Job Reference o Bona r., ,...... ,n..ww,r..nr rrrn 34zv4 ca,an�Zydrvuas.mnr r.ous 6.00 FIT 5x6 6 2x4 II 3x64 5x8= 3= 3x8 1-9 7 8 9 Mr I ex Inauau[e5. Inc. Man Jun 22 4x6 = 34= 2x4-II 10 12 2K4 II 1/ $B7 a=jlJ yi 2 36Y9 31 26 32 25 33 24 3435 23 22 37 21 38 20 axs 3x6 = 5x6 WB= 3x8 = 5x8 = 4x6 = 3x4 11 = 3K6 = 6x8 = Dead Load Dell. =114 in 4x6 = 13 11 '6 B5 7 Id 11s 4116 ffl 3x6 II 314 = 3x4 II 3x4 II LOADING last) SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Veri(LL) -0.36 24-26 >834 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Ved(TL) -0.6224-26 >484 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.04 14 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight 301 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP M 30 •Except• B3,B5: 2x4 SP No.3, B4,B6: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verficals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpl 5-24. 6-24. 7-22, 9-22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14 = 674/0-3-8 (min. 0-1-8) 2 = 999/0-8-0 (min. 0-7-8) 22 = 254710-3-8 (min. 0-3-0) Max Horz 2 = 465(LC 8) Max Uplift 14 = -351(LC 7) 2 = -408(LC 8) 22 = -1026(LC 9) Max Gmv ib = 733(LC 14) 2 = 999(LC 1) 22 = 2547(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=1469/1063, 3A=-1295/1036, 4-5=-1155/1056, 5-6=-428/399, 6-7=387/418, 7-8=798/880, 8-9=7981880. 9-10=543/292, 10-1 1=520/340,11-12=520/340, 12-13=520/340,14-16=-704/517, 13-16=-683/522 BOTCHORD 2-31=156011390, 26-31= I38811241, BOTCHORD 2-31=1560/1390, 26-31=1388112 26-32=-956/835, 25-32=-956/835, 25-33=956/835, 24-33=956/835, 24-34=2881219, 34-35=2881219, 35-36=288/219, 23-36=288/219, 22-23=-288/219, 10-19=385/456, 19-39=-293/549, 18-39=294/547 WEBS 3-26=283/465, 5-26=-375/560, 5-24=718/906, 7-24=779/939, 7-22=1269/1242. 8-22=321 /360, 9-22=128011063, 9-21=01289, 9-19=567/677, 12-18=402/469, 13-18=4721729 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water poniing. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 14,408 lb uplift at joint 2 and 1026lb uplift at joint 22. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcumenl with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard x.q.nxrrrpgn,:.¢rwmmre,mlmdulmuutmnr mwmnmvvurf>mnlrmonaunrlr�. mare.rrw�dn,..r,wenr.nuruorK.n+.NOxlmdmeorlmmeel. merarwer.mm mnrmdxwedw>rw. W ///��� etarmnnp4m,adlenKMnrrWb6Ne brLn,kyr[ry'n,v$e•lpod}k7evl14vawgNErmn,f,nnrglmisd0rpdeuimlerRrnrN,rip,iiM1bNlnpiP wfi4n,4p1dn610..Ir,mm1141.M MANUEL BAPIIND, P.E. n na<wa rduydni,liwloryrlddn h4r mpmti dMOrnr,MU.,ei,n�nind Lvpya,prmr,Vatmrr.a'6oy /� r r W y.dna.rnu:ronyra:mrmnedmr ncK.ncminalaay,drrrdm.I. nrronmadla,nomd.rn�e.rrdrn.u.,,,Iwonemewy,m,r.,wxa,m„aq,s,r,,Muerm, #041183 ,.ywsydmreu,nor;o",yeannrm,, unarmw:iavmoeaa,d,.,ew.mrdmdn,amrwmrrunprrniehni+Irrr.e.Plsnoruordrymrnun.r.mrrrmroon,,,,Irw.=ra. mI drur,mrrryrm�am®dewrn,m umavgr,u.noray,nynnwd wnwde..,,rn,wn.Inerr.,r (m., .d :n u m:,d,.e nun, r:vy ,ga. ro...r.�.I.nrwau(ym,mmw..nerd:mt 1OO19 (6or8on (ir. qr s yr. 47 w my.y:rnhao[mr w umf ny,iptl0alaa�l redNvwt YpdYM µrf. Lard.undti,dvµurybm,h(ri�M.�R.mapnvdrim6eo41rdinru,-Yv.l Yves{rt Orlando, f133832 Job Truss Truss Type oty PN Std: Pac./6811 El C A0530888 61711 A09 Roof Special 1 1 Jab Reference o Oonal NI RVVr rrtVOJCJ,rVrtr rrCRV�, �c�tiTu, uca,y„L.owuoa. w,u ...•��. ....�.. .. .. y. ....-�.......... .. .... .�..... _.. 4x6 = 6.00 12 5x6 6 4 5 42x4 \\ 3 Bt 31 26 32 25 24 5x6 WB= 3x8= ill\�I►��I�/Ilr 33 23 72 34 21 35 20 36 18 37 4x6 It 4x8 = 3x4 II 2x4 II 6z8 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (too) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TIC0.93 Ved(LL) -0.36 24-26 >832 360 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Veri(TL) -0.6324-26 >477 240 BCLL 0.0 Rep Stress Incr YES WE 0.77 Horz(TL) 0.04 14 me n/a BCDL 10.0 Code FBC2014RPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 *Except* T3: 2x4 SP M 30 BOTCHORD 2x4 SP M 30 *Except* B4,B6: 2x4 SP No.3, B5,B7: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or 2-2-0 oc pudins, except end vedicals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-24, 6-24, 7-24, 8-21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14 = 72510-3-8 (min. 0-1-8) 2 = 1041/0-8-0 (min.0-1-8) 22 = 2455/0-&8 (min. 0-2.14) Max Hoa 2 = 426(LC 8) Max Uplift 14 = -368(LC 7)- 2 = 434(LC-8) 22 = -983(LC 9) Max Grdv 14 = 769(LC 14) 2 = 1041(LC 1) 22 = 2455(LC 1) FORCES. (Ib) Max. CompJMax. Ten. - All farces 250 (lb) or less except when shown. TOPCHORD 2-3=1563/1197, 3-4=1388/1170, 4-5=124811190, 5-0=524/536, 6-7=-5231520, 7-8=767/839, 8-9=-271/151, 9-10=7201439, 10-11=720/439, 11-12=729/445, 14-16=-740/562 BOTCHORD 2-31=1525/1408, 26-31=1410/1324, BOTCHORD 2-31=1525/1408, 26-31=1410/1324, 26-32=973/917, 25-32=973/917, 24-25=-973/917, 24-33=561/480, 23-33=-561/480, 22-23=561/480, 22-34=-8397767, 21-34=-8397767, 11-19=3271378, 19-36=469/680, 18-36=-069/680, 18-37=469/680, 17-37=-469/680, 17-38=-488/669, 16-38=-088/669 WEBS 3-26=285/469, 5-26=378/560, 5-24=714/890, 7-24=965/1176, 8-22=11551979, 8-21 -1 09211323, 9-21=-813/802, 9-19=-527/636, 12-18=0/316, 12-16=869/596, 7-22=1192/1229 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opst, BCOL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL--1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise Indicated. 5) Plate(s) at joints) 4, 6, 7, 10, 13, 14, 2, 20. 11, 19, 16. 17, 15. 26, 3, 5, 24, 8, 22, 21, 9, 18, 12, 1 and 23 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 25 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcorrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chard 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, with BCDL = 10.0psf. Dead Load Dell. = 1/4 in 3x4 11 13 - I � B6 c to 153816 44 = 3x4 II 3x4 11 PLATES GRIP MT20 244/190 Weight 288lb FT= O% 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 368 lb uplift at joint 14, 4341b uplift at joint 2 and 983 Ito uplift at joint 22. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcorrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard e.y.rr,nae.r.pry,r,:.c.�rrmmrlamft'nnlw6aim+tr mrmnanrmoarf+nir7Amonrwmnw. rxM1xcy.wmw,.exA.m.musruwq.o-mpPwl=A�•��,rr.raprp.waora..x. mrnwexAuwd.n.n4rA MAINEI NAPFINFI, P.L ///��� Aed,r.xAxploMAa4Mk16mroYNd Ar.u.,,fiew•4.n6,,rvA+nuyxp6A.W.nrmoavrws,.e.,n...am•v+e,yrdrip.nn,rww4ahre.++dydxr,yumavr.amo W.nenmr. rtraw••uY%x,ivaerr.u.,. .Alotiliryoo6ondiAVLunlwmrluiAngi.Avrpmti 94/117 ryyvYiryM9rliYin+6rWn,drenr,n.YN,urMiWlOIeNMpNmmlp,Yr{xrtlMIdL31•mryxpNMlAee4rPIN,{d4Pa11y1nvd9fAmr,elnr®rlM1,w",drHlvme.lM1l k6ex Or,eY•raApn Wlmr,oiMr,rt,0.u9^p.rnu6r,irvNpepeM 111019064106 F'. 1wrYaMe,,rr"•r,.r,:eu.l66.u..ce,«a+••unW b+wms.swe rau.ne•coy^�wxemorr:wAuns..umlp.rr�xmm6f ,uaiA+.mm..na.drrmr. r.6,gnrmrmlA.re..n,rw..x..Awnmcrt. nprdv6mdAnlww.p,uverlo,4i.rydtirdallninnpxminier6mllrnlr,o.w�Yweltl� ,,rt Od6nd6, FF 7t832 Job Truss Truss Type Oty Ply Std. Pao./681.1 El C 61711 A10 Roof Special 1 1 A0530889 Job Reference o liana ..r ....... r........ . . ,.. . ,-,, ,. 6.00 12 4 5 2x4 \\ 3 2x4 II 1 2 91 32 27 33 26 34 5.6 WB= 4x6 = r,wr...um o npo w w,a run.. r.acu a nyr .w cu a ,fin cn ID:cS2yUAsdrwV4V5z1Dl WdvpPzmH46a3Z 258 20.10.15 24-10-13 31-1-0 4 3-11-15 311-15 9J `✓5-0 43-0 , 5x6 = 6 2x4 II 5x6= 3x411 9 10 11 25 35 36 3724 23 38 22 39 3.8 = 5x8 = 41,8 = ,w:n <ma rage i ivUZipSRdBdOVi7kUlYFOFzJsBGmefz3j5W � 2-11-4 1 258 r Dead Load Dell. = 1/4 in 3x8 = 3x4 11 13 14 12 0 13 4 rh 85 d 0 21 40 19 41 164217 75 3x4 It 2x4 II 4x6 = 6.8 = 3x4 II 3x4 II LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) VdeB L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Veri(LL) -0.36 25-27 >828 360 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Ved(TL) -0.63 25-27 >471 240 BCLL 0.0 Rep Stress Ina YES WB 0.76 Hom(TL) 0.06 15 We file BCDL 10.0 Code FBC2014rTPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP M 30 *Except' B3,85: 2x4 SP No.3, B4,B6: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 1 Row at midpt 5-25, 7-23, 9-22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15 = 744/0-3-8 (min. 0-1-8) 2 = 105810-8-0 (min. 0-1-8) 23 = 2419/0-3-8 (min. 0-2-14) Max Horz 2 = 387(LC 8) Max Uplift 15 = -363(LC 7) 2 = -453(LC 8) 23 = -978(LC 9) Max Grav 15 = 772(LC 14) 2 = 1058(LC 1) 23 = 2419(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1597/1265, 34=-1422/1253, 4-5=-1282/1258, 5-6=-558/604, 6-7=-515/646,7-8=-762/1039, 8-9=907/1000, 9-10=4081196, 10-11=922/604, 11-12=9431619, 12-13=943/619, 15.17=742/577 BOTCHORD 2-32=1489/1422, 27-32=1371/1354, 27-33=-943/951, 26-33=943/951, BOTCHORD 2-32=1489/1422, 27-32=1371/1354, 27-33=943/951, 26-33=943/951, 26-34=943/951, 25-34=943/951, 23-38=7691`/20, 22-38=769P20, 11-20=303/352, 20-40=628/877, 19-40�628/877, 19-01=-628/877, 1641=-028/877, 18-42=-044/866, 17-42--6441866 WEBS 3-27=280/461, 5-27=-370/558, 5-25=717/910, 7-25=439/692, 7-23=1750/1571, 8-23=194/320, 9-23=645/491, 9-22=-1119/1366, 10-22=-784f770, 20-22=-164/357, 10-20=540/656, 13-19=0/314, 13-17=1019026 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.0psf; h=25ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcumentwith any other live loads. 7) • 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, with SCOL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 363 lb uplift at joint 15, 4531b uplift at joint 2 and 9781b uplift at joint 23. PLATES GRIP MT20 2441190 Weight2851b FT=O% 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard rm,.rrwrnayryrnJ.nr �lrommeuslvralauwmurmrmnoalmyegam7maniounllrr..rwtlx�rr®nm.drMwr.wr(mrttremeaxNNdmewJmmarr,rtwaeuuroum.v. m+rorm.i,. vmd.nrlu,.ry MANOIL GAIiIXfZ, P.F. Mlrleaurlx Yltln+Edk MbASIppN1rm51.lr Ylwvkydry'mane-SRUJIY6gbenlN,Nnu/NprepeuoM1wuenwMPe I. P�LJpJ6urd44m F.ptlmlk PM1 ti,MnInI.M6upomgemr,kf.Imeir, 11CA.I b.Id,ry,npwd ' wnetiprYMuudOnLoulxmllwVeryirMmpemlNlrJMOmn,MOmehmLwEd,g[PerMldLg4nlpen,4R,mmndTYn4NJp4rt,IxdEud!'colmdaoJ111J. #041107 nryuuWry JlMNurpYigweWlbrnn.ammulmlYIYIOM1WbP^7n.colA^LpendX,ld!'np4nprmOWMidxruSunlS4Mw'1+lIYInd9axn4nnelW pnnJryRU MIGLn QnerpnrNr4rmfMnNPrfrmWJgm,(nn WrlrnNp,mrm! 10019 on1100 or. aAI.Ondnd6lpr.(eM®MMimigirApmurbnbLL blrm S,.p LgLrxnrOiM dlfyhrq,r,.IrmSpafryurNex irMy d4dli,dmetmn4f"dYwl, 6Y h®Np0IS61J Lppippolmu✓YnuJYxln,4rr. peP,6rrtimdErirlowµYwrinSnpmAYId�IllnitlmpoiNmM1m4lrmnrvrnt-buJtlarbr,rL Odundo, F137A32 Job Truss Truss Type Oty Ply Sid. Pac./6811 El C A0530890 61711 A11 Half Hip 1 1 Jab Reference o Clonal Al HUUF 1KUbbtb,rUlxl YICKI.t, r�.waao, uevyn�u eumss.wm 2x4 II 12 4x6 = 21 27 4x6 = 6.00 12 20 3.4 II 5x8 = 3x8 = 2x4 II 4x6= 3x6= qxy= Dead Load Deft. =9/t6 in 6 7 8 9 10 11 3x6 MT20HS= dxm — 3x6 = 5ry8 VJ / tl �Q 14 31 13 3233 12 3x4 11 4x8 = 4x6 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vart(CL) 0.49 18-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.8118-19 >673 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.99 Horz(TL) 0.38 12 n/a n1a BCDL 10.0 Code FBC2014rrPI2007 (Matrix-M) Weight 330 lb FT= 0% LUMBER - TOP CHORD 2x4 SP M 30 -Except' T3: 2x4 SP No.2 BOTCHORD 2x4 SP M 30 *Except' B2,135: 2x4 SP No.3, B6,B4: 2x4 SP No.2 WEBS 2x4 SP No.3'Except W12: 2x4 SP M 30 W3,W11: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except 1 Row at midpt 8-15 WEBS 1 Row at midpt 11-12, 19-21, 5-18, 6-18, 6-16, 7-16, 8-16, 10-15 2 Rows at 1/3 pis 10-13. 11-13 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 12 = 203710-3-8 (min. 0-2-7) 2 = 215310-8-0 (min. 0-2-9) Max Horz 2 = 660(LC 8) Max Uplift 12 = -926(LC 7) 2 = -785(LC 8) Max Gmv 12 = 2041(LC 2) 2 = 2153(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-387512955, 3-4=4617/3956, 4-5=4421/3972, 5-6=3237/2827, 6-7=-2812/2563, 7-8=-281212563, 8-9=2454/2188, 9-10=2454/2188, 10-11=-1252/1089, it-12=-1974/1779 BOTCHORD 2-26=-3435/3369, 21-26=3435/3369, BOTCHORD 2-26=3435/3369, 21-26=3435/3369, 19-20=0/270, 5-19=1013/1148, 19-28=-4019/4048, 18-28=402114047, 17-18=2662/2816,17-29=-2662/2816, 16-29=-2662/2816,16.30=2195/2462, 15-30=-2194/2464, 8-15=-8851976 WEBS 3-21 =927/1166,19-21=354113460, 3-19=593/679, 5-18=-1614/1775, 6-18=95211038, 7-16=443/500, 8-16=-6261594, 13-15=112611294. 10-1 5=1 75011915, 10-13=202511985, 11-13=-1875/2153 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf h=25ft; CaL II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4 checked for a plus or minus 3 degree rotation about its center. 6) Plate(s) at joint(s) 6, 9, 11. 12, 2, 20, 5, 17, 8, 14, 3, 21, 19. 18, 7, 16, 15, 10. 13 and 1 checked fora plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 926 lb uplift at joint 12 and 785 In uplift at joint 2. 10) This truss has been designed fora moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ..®i.mnrr.pro,ir.¢r•duomnmmt�lr1®nrumuitmmonnscurfmnitmimoarRlrl.r.r.arrrYy.rnrvamwr.ei.rr.arn.nbYrrm..nllmlwamnrecrr.rw,.ewaao-.ee. w.unbre..umre.le.ao.ny Milli IllliR,u etrl®rraprm,FJbrwl.OrloYnb,:d t,.uweeyerm:.^O�.RYrnldn,dnrerNoaprv4nngmvarlRn p,Rwi.deey.n'rympORM1�m e.lnyrlerr:/.irn,YepMublW eM1.Wnmr.l5rtre�.r,rnpin,Yrryn.O,n, I,oirosrynro,vddirinnlernrldd'inyirderr{nr3TMAdeneen,d.0.nr.... #041IA7 indn'vergedvrdeWf rnngver,ivdempndbliGdrRCMlwdred.pdtvrnnVl.M1urpnddMlYOo-YwrfieldvuddeLn,,Iwbd^rld:ry,wge.mxdvlsndbviivr.d,Abdr requuiYryd6rbtliiernrur°wMf✓neon. t0 uurulWeJ,N4MMpertmnlµWW,AXrrdYuri"^Te'nblMlelvm6nplSpWl6JrllrlflmtYnmmh,earYM1ryanlyMue.INlleM1m2unry,r2GhrNbbrAMLgrpYpen,InnOrtiln60"eneN Ip019 (portan (ir. u.nwaw.�...reue.[.rM<rn.rw•n.r•i..rb4+wm:.M Ieun,amy^•^i,wrmeurna,vn.um N�r.�,., l..rtrae+r maP�rdl.....rrrea:mr. [.ydya9louu rwm,n,.11.n.lxalmr,rd.raped.madmm�,:.yLgivpvNild.nlninnr,m�rvnlmMl r.drn,n,.wndir.,.r,rt Orlando, R 3ID31 Job Truss Twss Type OtY Ply Std. Pac./6811 El C 61711 Al2 Half Hip 1 I 1 I A0530891 Job Reference o Liana ..r r...- rr.,..... ,....r ter =..,._.._,,. .s.,wn 21 4x6 = <„I�r.np. r.ocu n, ou cvm 6.00 12 5x8 = 4x6 4 20 3x4 II 6 3x8 Mr20Hs= 3x6 = 3x6 = 2x4 11 4.6 = 3x6 = 4xe = Dead Load Den. = 9116 in 7 8 9 10 11 R 14 a! 13 arts 12 3x4 11 48 =. 4x6 II LOADING(psQ SPACING- 2-0-0 CSI. DEFL, in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 1.00 Vert(L-) 0.49 18-19 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.81 18-19 >673 240 MT20HS 1871143 SCLL 0.0 ' Rep Stress Inv YES WB 0.99 Hom(rL) 0.38 12 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) 4 Weight: 330 lb FT = O% LUMBER - TOP CHORD 2x4 SP M 30 -Except' T3: 2x4 SP No.2 BOTCHORD 2x4 SP M 30 'Except' 82,85: 2x4 SP Na.3, B6,B4: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W12: 2x4 SP M 30 W3,WI 1: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1 Row at midpt 8-15 WEBS 1 Row at midpl 11-12, 19-21, 5-18, 6-18, 6-16, 7-16, 8-16, 10-15 2 Rows at 1/3 pts 10-13, 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 203710-3-8 (min. 0-2-7) 2 = 215310-8-0 (min. 0-2-9) Max Hors 2 = 660(LC 8) Max Uplift 12 = -926(LC 7) 2 = -785(LC 8) Max Gmv 12 = 2041(LC 2) 2 = 2153(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=3875/2955, 3-0=4617/3956, 45=-4421/3972, 5-6=3237/2827, 6-7=-2812/2563,7-8=2812/2563, 8-9= 2454M BEI, 9-10=2454/2188, 10-11=-125211089,11.12= 1974/1779 BOTCHORD 2-26=3435/3369, 21-26=3435/3369, BOTCHORD 1' 2-26=3435/3369, 21-26=-3435/3369, 19-20=0/270,5-19=-1013/1148, 1 19-28=-0019/4048, 18-28=4021/4047, 17-18=-266212816, 17-29=2662/2816, 16-29=2662/2816, 16-30=2195/2462, 15-30=-2194/2464, 8-15=885/976 WEBS 3-21 =927/1166,19-21=3541/3460, 3-19=593/679, 5-18=1614/1775. 6-18=952/1038, 7-16=-443/500, 8-16=626/594, 13-15=1126/1294, 10-15=-175011915,10-13=-2025/1985, 11-13=-1875/2153 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf: BCDL=5.0psf; h=2511; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4 checked for a plus or minus 3 degree rotation about its center. 6) Plate(s) at joint(s) 6, 9, 11, 12, 2, 20, 5, 17, 8, 14. 3, 21, 19, 18, 7, 16, 15, 10, 13 and 1 checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) r This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 926 lb uplift at joint 12 and 785lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncumenl with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Ynnq.mnm.ygr.r:.m.al marnmmt�ul®rpuma, mednonmttnr(xmrlimoeilawrrn reger,y.!•,®an,wr.d..r.x,lnuoral.o..:ltiml.imrwv®vv,ra mc.awnermrw. w,nrmdn madrerrta..ry AIANULL NAYiINFI, P.E •letrmnM1irlmnu4knNl+rt.m M14,dd hobw Onq,yinnp.ySpoArylep®a6rnudngiUlrepnssnranrepmvedA.Ord.N�kMmrnuArnpwiTryl+EsdmpdRe,y64m L•pne1n14ROnry,ordnlnl.IDrdripn,mpMn,bofmr,mEeen, ' ,RletiOpnAmeolip'With, InagluiRngirMmamiWhdArOvtt,b O...... 'vdpenor R,ldlml Ntil^r4bmrminli PrllClErllCM1elgdldGerm4ordn4l. IAeoppn4tlkiDO,ehpfie4urtdmrinn,4eYGglwElmp,WrtSr,i,rYbimeea Mwiq,Jagkme fi 047187 nWaGardmrwmymagnr.mr..nam. nm,mwlYnrmo,dmr P.dmmeoairp,nniklrna�rq[a,d.,n�nidn."k.lumpwm,dhln.avunr,mrnnan,rmniy;eon.InlderurrmeraY.neiwnnemrs,rdmrlm,m,g.n,u,no,6onkrmr<rrk Im,m.dm.,r,n.m.mwdh. o..m.Prdy.bnyhap.k,errd. mt�.nw,yl.l:r.�mlal:v ro,y.r.un,lr.nlynnm.rkuy muprl,Nm.v.marenu.ml. R (h 32 (II. Mar (enrirk®IDILA tnllnmtA®dYaf r4rL 4lrrdaM.dOn Wsd,kgkr5nPd31d+1nanPdnin6®41 tNimuoLLmIY+11;It Ormndo, 37837 Job Truss Truss Type CRY PlY Std. Pac./6811 El C A0530892 61711 A13 Half Hip 1 1 Job Reference o 'onal Al ROUT IRU55tS,YUKI YItKGt,YLb4a4b, aesignLmaiuuss.cam Ku¢ r.bms npr 5x8 — 2x4 II 6.00 12 6 7 4x6 G 5x10 MT20HS 5 Ll6 3x6 i 4 W< 3 2x4 II 19 1 2 28 18 17 29 16 d 26 21 27 20 3x6 =3x8 MT20HS= 4x6 = 44 = 3x4 II 3x8 7x8 = 4x6 = Dead load Deft. 1 = 2 in 3x8 MT20HS= 4.6 = 4x6 = 8 9 10 11 7 VJit WI 2 0 6)(8— �$ 5 30 l 14 31 13 32 33 12 3x4 II 4x8 = 4.6 II 7-1-12 1 7-1-12 1430 7-1_3 1 18-2-0 I 2 11-14 1 3-11-0 69-14 31-a-II 6-9-14 1 :61 a 610-9 h 6-17-11 Plate Offsets(XY)— (4'0-5-0Edael f6'0-6-00-2-87 f11'0-3-00-1-121 112'Edge0-3-81 113'0-4-00-1-121 f15'0-640-0-01 f19'0-5-80-5-01 f20'0.2-00-0-01 )21'0-2-80-2-01 LOADING(psp SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Ved(LL) 0.47 18-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.7618-19 >715 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.37 12 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matdx-M) Weight: 316 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4 SP M 30 *Except' 82,85: 2x4 SP No.3, B6: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W12: 2x4 SP M 30, W3: 2x4 SP No.2 OTHERS 2x4 SP N0.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 1-4-12 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 3-7-7 ce bracing. Except: 1 Row at midpt 8-15 WEBS 1 Row at midpt 11-12, 19-21, 5-18, 6-16, 8-16, 13-15, 10-15, 10-13 2 Rows at 113 pis 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 2037/038 (min. D-2.6) 2 = 2153/0-8-0 (min. 0-2-9) Max Hom 2 — 598(LC 8) Max Uplift 12 = -931(LC 7) 2 = -771(LC 8) Max Grav 12 = 2037(LC 1) 2 = 2153(LC 1) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3880/2992, 34=4606/3934, 4-5=-4495/3956, 5-0=-3536/3135, 6-7=-3258/2906, 7-8=-3258/2906, 8-9=2814/2459, 9-10=-2814/2459, 10-11=1337/1142,11-12=1977/1751 BOTCHORD 2-26=3371/3375, 21-26=3371/3375, 19-20=01270, 5-19=106111172, 19-28=-3884/4023, 18-28=3886/4021, BOTCHORD 2-26=3371/3375, 21-26=3371/3375, 19-20=0/270, 5-19=-1061/1172, 19-28=3884/4023, 18-28=3886/4021, 18-29=2896/3116, 17-29=-2896/3116, 16-17=-2896/3116, 16-30=-2467/2825, 15-30=-2466/2827, 8-15=902/983 WEBS 3-21=-926/1148,19-21=-3482/3456, 3-19=536/670,5-18=-1451/1579, 6-18=100911077, 6-16=-287/404, 7-16=525/608, 8-16=-631/621, 13-15=1173/1373, 10-15=189112122, 10-13=-2047/1967, 11-13=1892/2214 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wmd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.OpsF BCDL=5.Opsf, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)2one; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s)4, 6, 9, 11, 12,2, 20, 5, 8, 14, 3, 21, 19, 18, 7, 16[ 15. 10, 13 and 1 checked for a plus or minus 0 degree rotation about its center 6) Plate(s) at joint(s) 17 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chard 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, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 931 Ih uplift at joint 12 and 771 lb uplift at joint 2. 10) This truss has been designed fora moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Sem1-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard rmarrbxuvwpryrrrrmw�hnoor lemmrsnlutanmmurmrmmrswDerrwsru�imrarm. rarye,rTnro<mmrermwr.m,muo-rpur.hdiml.dmdomamirrr,ealdr,mr.wenarw. oanrundama.rwlro,.ry �//////���xx1 Ylelr®rrrnrhrn¢dLMLhIDnhLrN l,rlrwleyrfrr'vrn AySpetlrylvjnvlMudwglPorttte.M,mnr,rf ItL 60C 0.l.d di6,,d prdHrY6.6apd6v,i¢irnrkptim MNOmlr,nde,Ml. RrkuTnmp4n.Fefrgrs6Lq NA1I061047132 P.E. ronotiDrrndmrrlrfirLrnlere^YLDdMirNmpruhllyddr Drur,IDr n.aM1rvdwindv0..rordrWMgOnlpenbhrn,rrndAr llCiDrnGOdvdlrMrSMuedirl l.➢rvppnddrMlDDandrg6Nnr Amrlron,iYEnllwdfrq,rmryr,inrvhkrerdArei.ryr4@bMv #041182 rrrrrmwnnwLueawepenwbmmm.g.ammhamordmrwvrmndonla«ren,lremrliwrmrrww�d.®e.pnyr�nradhmrssun.,ar..rrdml.mm�io-m. �ni emnmrnwrrcDunrenndaun,aao,n,lmr,wasrlwhr«.d 10019(horNon In. gym,... . m,r,rn.s9.:,drdq.i.rnTmdy.i..syHar.r.,wmi �alrmuy.1.r.r.xrnerdaryer>y...umspmtr:mhr.rwq mryrdordmn...nm.d:m�. [errriDMm]011L1 rulrmwAi.udYvni.n,rf.Irpd.findAird®m,uvrykrgnpd'dihd.irininmprrvuiv.M1em I-1 Mrlirenw WmJtlmfw;GL OdondD, f737B77 Job TM _Ss TmssType qty PIY Std. Pac.16811 El C 61711 A14 Half Hip 1 1 A0530893 Job Reference (optional) At ROUF TRUSSES, FORT PIERCE, FL 34946. aeslgngalbuss.mm Hun: 7.620 s 6.0012 5x6= 4x6 G 6- Pnnt: 7.620 s Apr 30 2015 MTek 3x6 = 3x6 = 3x8 MT20HS=3x4 11 7 8 9. 10 5xIO MT20HSG 5 W6 V, 3x6G 4 3 V 8 11 2x4 11 0 jl 1 2 29 19 30 1831 17 32 33 d 27 22 28 21 3x8 = 3x8 MT2014S= 4x6 3x6 = 3x4 It 316 = 7x8 = 7-1-12 14-3-0 ,16-2-0 23-11-14 31-9.12 Inc. Man Jun 22 14:38:24 2015 Page 1 JHBOJJB17LdF4yZOb WmY9VRF—z3j5T Dud Load Deb. = 9116 in 416 = 416 = 11 12 15 14 3x4 11 4.8 = 13 3x6 II cs A 7-1-12 17-143 -11 7-9-14 17-9-14 16-2-9 &7-10 Plate Offsets (X.)1— (4:0-5-0 Edgel (6:0-3-0 0-2-01 [13:Edge 0-3-81 F16:0-2-4 Edael 120:0-5-12 0-5-01 121:0-2-0 0-0-01 [22:0-1.12 0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.461 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.84 16-17 >638 240 MT20HS 187/143 BCLL 0.0 Rep Stress Inv YES WB 0.96 HOrz(TL) 0.39 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight 306 lb FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4 SP M 30 •Except• B2,B5: 2x4 SP No.3, 136: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W13,W3:2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural woad sheathing directly applied or 2-2-0 oc purims, except end verticals. BOTCHORD Rigid ceiling directly applied or 3-8-5 oc bracing. WEBS 1 Row at midpl 12-13, 20-22, 7-19, 8-16, 11-16, 11-14 2 Rows at 113 pts 12-14 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS- (lb/size) 13 = 199210.3-8 (min. 0-2-6) 2 = 210810-8.0 (min. 0-2-8) Max Ho¢ 2 = 536(LC 8) Max Uplift 13 = -914(LC 7) 2 = -742(LC 8) Max_Grav, 13 = 1992(LC 1) 2 = 2108(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOPCHORD 2-3=-3782/2933, 34=-4452/3790, 4-5=4340/3811, 5-6=376013380, 6-7=-334813059, 7-8=3586/3119, 8-9=-295612530, 9-10=2956/2530, 10-11=-2943/2522,11-12=1399/1180, 12-13=-1934/1691 BOTCHORD 2-27=3220/3288. 22-27=322013288, 20-21=0/271, 5-20=1141/1209, 20-29=-3655/3878, 19-29=3656/3875, BOTCHORD 2-27=3220/3288, 22-21,220/3288, 20-21=0/271, 5-20=-1141/1209, 20-29=365513878, 19-29=365613875, 19-30=3212/3615, 18-30=321213615, 18-31=3212/3615,17-31=-3212/3615, 17-32=-3049/3489, 32-33=304913489, 33-34=3049/3489, 16-34=304913489, 10-16=.403/467 WEBS 3-22=-893/1098, 20-22=331413345, 3-20=4156/664,5-19=140011551, 6-19=1284/1447, 7-19=5511357, 7-17=89/290, 8-17=1961319, 8-16=7911770, 14-16=120411442. 11 -1 6=1 90912196, 11-14=-2051/1927, 12-14=1876/2225 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCOL=5.OpsF, BCDL=S.Opsf; h=25ft; Cat II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Fxlerior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Pistols) atjoint(s)4, 9, 12. 13, 2, 21, 5, 18, 10, 15, 3, 22, 20, 19, 7, 17, 8, 16, 11, 14 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) atjoint(s) 6 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 914 lb uplift at joint 13 and 742 lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 11) "Semi -rigid pitdlbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ..mq.mne..®ryn,:.eeltpmlremf>onRuuuwlnarmrmnmitroau[rylaluoonlouurrlmm r.IredPP.eneW,Wmn.a,1,mlx:pmaderflla7Woer..dr,e.cetwm,.naaeN.ew. mhmm�.heuae.am. ry slam.empxlnmmk..el.Immon�.mee.uenenN.oimenps.iPda7:v+mlA.w..rm➢,m,•mxmn➢Ie..rim..NnaWnpmn:y,n➢•�tigl.rt.adPNlle,:dhun,e<➢:elmamoeq.dnmt me�..,�rw,,rel,Wnm,, MAXX[L BAPOND, P.E ' wlosliryedonNM,imnlnxlluddmphb,ea tit'e1dM0.m,Mnme,teomn'vAv➢e+larpeldliv➢OniRn,bA,e,mhgdOvllGAwR411NadFuM,M�oleredlRl. AeoplsnoldMnOndeMriddnvAlFvimtlnbba[IMR;.nmpnlnlApaWA,n'sr,JnnM6' #047132 ,nleev3Lp AIN WGg0.ti➢we W [MM,. amMuloulhlNNp W 0epmpnlsly�4ndlYlaib'mlrwpwlf,l%IelnmW 1n9Nx�dedlRl%W Ynm,b,eme/IulexNlN�..mlleYnmeloµwe,tEy, W LMfNMLn,M1vger,nvv GtiPG➢are W n.nll®dv.,.wn,.�,.Ixee.Ih.Im.mwW q.:.,aglrmrl:.�t nu.nuy.a�ml,wlue[.Iylle,w.hmsrw,ly...r...Nay uuPN,NIe<«.ene.n.A:lnl. 10019 fhariton Cir. brrnlN60min.udm,n,.A.eaPsmi¢. r.rersmdm,d®NAq Wxhl'de�l'd.;fpx4l.Pmnimhmu udla,m,.em.lx.,;v,rt Orlando, FL 32832 JOE Truss Truss Type Oty Ply Std. Pac./6811 El C A0530894 61711 A15 Half Hip 1 2 Job Reference Loptionaft At ROOF TRUSSES, FORT PIERCE, FL 34946, deslgn(matauss.com 2x4 II 2 1 - 6.00 12 54 4x6=25M w 69 3x6=31 3x4-262x411 4,6 10xlo= 2x411 = Sx8 = Kun: /.bZU s Apr JU LU10 rnne r.ULU s Apr 30 20io MI ck 4x6 = 3x8 = 2.4 II 3.6 = i.s, ui.. ,nun dun cc ir..w.ca rum ray. , ?BRmDs1 iygY9RRAUWK31vnpE_nOz3j5S a441a 6a.6 i Dead Load Dell. =7116 in 3x6 = I I 4x6 =12 6 6Yd u 114 15 42 14 43 13 3x4 II 3x8 = 3x6 II LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.38 19 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(rL) -0.6219-20 >856 240 BCLL 0.0 ' Rep Stress Ina YES NIB 0.76 Horz(TL) 0.34 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 605 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2'Except' B3,B4,B7,Bg: 2x4 SP No.3 B2: 2x4 SP M 30 WEBS 20 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-8-0 oc bracing. Except: 6-0-0 oc br ing: 21-22 REACTIONS. (lb/size) 13 = 1973/0-3-8 (min. 0-1-8) 2 = 212710-8-0 (min. 0-1-8) Max Horz 2 = 473(LC 8) Max Uplift 13 = -910(LC 7) 2 = -746(LC 7) Max Grav 13 = 1973(LC 1) 2 = 2127(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=4842/4364, 3-4=4356/3574, 4-5=-4940/4275, 5-6=4044/3539, 6-7=-3632/3271, 7-8=4159/3538, 8-9=4159/3538, 9-10=4159/3538, 10-11=-3603/3039, 11-12=1507/1250, 12-13=-1919/1650 BOTCHORD 2-32=5992/5989, 32-33=153911349, 25-33=1539/1349, 24-25=233/261, 3-34=2886/3078, 34-35=2886/3078, 24-35=2886/3078, 24-36=3698/3855, 23-36=3698/3855, 5-21=1061/1124, 21-38=-404714358, 20-38=4047/4357, 20-39=-3653/4200, 19-39=3653/4200, 1940=-3653/4200, 18-00=3653/4200, 17-18=-3653/4200, 17-41=3052/3622, BOT CHORD 2-32=5992/598t 32-33=1539/1349, 25-33=1539/1349, 24-25=-233/261, 3-34=2886/3078, 34-35=2886/3078, 24-35=-2886/3078, 24-36=369813855, 23-36=-3698/3855, 5-21=1061/1124, 21-38=4047/4358, 20-38=404714357, 20-39=-365314200, 19-39=3653/4200, 1940=3653/4200, 18-40=-3653/4200, 17-18=3653/4200, 17-41=3052/3622, 1641=405113623, 10-16=888/915 WEBS 4-23=90811000, 7-19=01310, 8-17=407/473, 10-17=641/708, 14-16=128511543, 11-16=-2257/2645, 11-14=2099/1941, 12-14=190212292, 3-25=6111775, 6-20=1227/1491, 7-20=891/514, 5-20=-1190/1256, 21-23=3830/3969, 4-21=332/562 NOTES- 1) 2-ply truss to be connected together with 12d (0.131'k3.26") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc cinched. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc cinched. Webs connected as follows: 2x4 -1 row at 0-9-0 be clinched. 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=170mph (3-second gust) Vasd=132mph; HVH2; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) m 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, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 910 lb uplift at joint 13 and 746 lb uplift at joint 2. 10) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard c..a.11nw¢mmM,rd,.¢rA.l mwnanMlu1Yq[unmP[ovanon[mamrvonP7cuonloumrm. ma,adP•P^=•�nre.err.rw.,.urm„a�grmr.Wl¢Atmr¢.Purlre.cPr.uwmu,nenmw.Pan•¢�w,ud.mm..ry MAINR MAP}INEZ, P.F. nam„nmlkmdd4MI.MrIYlalr.al u.u.nhq•I.Pm.0.eSP•�ryl•9unt¢ruY,rr,im,run+,rr.aq.rrrmrper,a..InP'°rib,nP.a¢ryd¢.t.y.d¢r,y¢n,e,pre,.mrlmrP..tnmrlae•v'r,wPm,.�+P��, IuAAGry••emvoliM4onln prop¢•qnM,mpmultpA¢rOm.R•O..nbo¢nuApmor¢rgilagOrign,,leiArnrnnlbilGnrllG¢rldlrNnP,oGo,IMl, drapPmJdOrllOnerry4ld.wA¢eim,,i•A6nPAeoEuy,muSr.inwEoboNd,mAq.IM1,YbAr #047181 rr4u,lArrytl Rrr'Nwy'+3,w.remm�e,.a..,uirm.amowawY¢n.Npn+Pmei¢.PeIE'noPwe,^rvl Yhn ,lnafnnllPP ,whlnmivuur,d.wv,iNP,^n¢P+ier.n ml k6onnnn)m,ae,ina Nee,uimun,ndPu,lrvnoraonuoiuune IOUI9 (har1ho0r. Ln,Ym&n•,.m4nM.inY+Hgr. m.mm�ew^•,gIPJp.rnbMd htim,Wu}I9+.ni,PAla P.1fMMWn.nmfloul°Am^mop WbP Nfy,i,Nbmnrn NeJYTI. ronnrll®1n3M1 tact Lnw,-YnxlYaf.n.If, rq•4mY.A¢rem,ansglnm,npoAiGMrilhm•1•,°'i,uw6em411wnnm,.tlonitlmliw,J.L 9glo0do, E132837 Job Truss Truss Type cry Ply Std. Pac./6811 EI C 61711 BO1 Roof Special Girder 1 1 A053O895 Jab Reference o tional Al Kuur I KUbbEb, FUR l PIEKGL, M 34a45, eeslgn(,na -14-0 59-12 111 1�1 S7 3 2x4 II q 12 W �dh 40 30 4 416 = 2x4 11 Kun: r.5205 APr 302015 Pnnt: 6.00 F12 5x6 "27 " 26 — 25" 23 - 22- " rex Industries, Inc. Mon Jun 22 14:38:26 2015 Page 1 :z1NjlztoSR6wbLPQkDBCmifxmCs3T20-[XJsz3j5R 39-6 4 43L48 46Q0, 4-04 4-0-4 12s Dead Load Deb. = 3116 in 3x4 II 4x6 = 1 1 15 1 8 7 W W 9 h o 18 .r, Ie7 485049191 5253154 18565 57d 3x8 = 4.6 = 56 = 2x4 11 4x8 = 4x8 11 5x6 = 4x6= ex10= 3x41I 7xe-= 59-12 11SA 10.11-0 20.10.14 2470.12 27-8-0 3116-7 356-0 39Ld 436-8 g6.6-0 1112 57-12 SS-8 3I 4 311-14 2-94 310.7 1 3-11-9 1 4-0-4 404 I25 I8 _Plate Offsets (X,Y)- 18:0-2-12,0-2-01, (9:0-6-0,0-2-81, f10:0-2-8,0-1-81, f16:0-3-0,0-3-01, 118:0-2-8,0-3-41, 120:0-6-8.0-5-121 r21:0-4-8.0-1-01 I22:0-3-0 0.2-01 f25:0-3-0 0-3-0] LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in Qoc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.21 19-20 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.3819-20 >657 240 BCLL 0.0 Rep Stress Ina NO WB 0.92 Horz(TL) 0.09 16 n/a n/a BCDL 10.0 Code FBC20141-FP12007 (Matrix-M) Weight 3071b FT=O% LUMBER- TOPCHORD 2x4 SP No.2 BOTCHORD 2x4 SP ND.2 *Except* B5: 2x4 SP M 30, B6: 2x4 SP No.3 B3: 2x6 SP No.2, B2: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W79,W9: 2x6 SP No.2 W12,W73:2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-9 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-0-15 oc bracing. Except: 10-0.0 oc bracing: 20-21 WEBS T-Brace: 2x4 SYP No.3 - 6-27, 7-26 Fasten (2X) T and 1 braces to narrow edge of web with 10d (0.131"A&3 nails, bin o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 16 = 1331/0-3-8 (min. 0-2-2) 2 = 84110-8-0 (min. 0-1-8) 25 = 353710-3-8 (min. 0-2-15) Max Horz 2 = 348(LC 6) Max Uplift 16 = -798(LC 5) 2 = 479(LC42) 25 = -1741(LC 7) Max Grav 16 = 1826(LC 39) 2 = a42(LC 11) 25 = 3537(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD Gw-ffidd 11 {ray-"011510, TOPCHORD 2-3=-11311674, 34�601/510, 4-5=-442/523, 5-0=-260/531, 6-7=2221525, 7-8=592/1189, 8-9=128412609, 9-10=971/487, 10-35=-3525/1701, 11-35=-3525/1701, 11-36=3181/1432, 12-36=3181/1432, 12-13=3181M,132, 13-37=1477/661, 37-38=1477/661,14-38=14771661, 14-39=1414/635, 15-39=1414/635, 15-16=16971797 BOTCHORD 240=860/1016, 3040=-810/939, 3041=810/939, 2941=-810/939, 29-42=506/462, 28-42=506/462, 27-28=506/462, 27-43=10411570, 2643=10411570, 2644=2319/1181, 2544=-2319/1181, 24-25=-15601757, 2445=-1562/757, 2345=156V758, 2346=156W761, 2246=15687761, 2247=231/448, 4748=231/448, 4849=-231/448, 2149=231/448, i 20-21=-282/959, 20-50=-175613663, 50-51=1754/3644, 51-52=1755/3643, 19-52=175413622, 19-53=1432/3181, 53-54=-1432/3181, 54-55=-1432/3161, 18-55=1432/3181, 17-18=0/278, 14-18=3691319 WEBS 3-30=0/309, 3-29=538/351, 529=105/455, 5-27=-739/480, 6-27=574/310, 7-27=564/1190, 7.26=1560g(36, 8-26=963/2161, 8-25=257711247,9-25=-1269/654, 9-22=1576/3190, 10-22=1608/895, 20-22=298/638, 10-20=1356/2983, 11-19=672/370, 13-19=-90[787, 13-18=-2036/896, 15-18=973/2158 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtenl with any other live loads. 7) m 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 798111 uplift at joint 16, 479 lb uplift at joint 2 and 1741 to uplift at joint 25. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurtenl with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heals" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 131 Ib down and 122 lb up at 34-94. 113 lb down and 95 lb up at 36-34, 113 lb down and 95 Ib up at 38-34, 113 lb down and 95 lb up at 40-34. and 113 lb down and 95 lb up at 42-34, and 131 lb down and 122 lb up at 44-34 on top chord, and 842lb down and 494 It, up at 33-10-12. 231 lb down at 34-94, 2371b down and 30 lb up at 36-34, 237 lb down and 30 lb up at 38-34. 237 lb down and 30 lb up at 40-34, and 237 lb down and 30 Ito up at 42-34, and 231 lb down at 44-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). u,:y�eu..n..,pNu,..e�saromammMun®urmurmrm�waeamuat+mat.<uumvrnarlm. rvara,q,am.=nmeN,w.n,rwl,mnnpm..or0a.emr,.n►,®m,etlwm.mmxM,w. oe,nmvd�.aaN.e,fm, y MANN[L MAt11NEI, P.E em,,.m.auM4dMmNlmmmoaw.a4 a.u,mo,y.y'.m6..spmryms:,mlMwwwrmo�rrm.+..,,vM..do.p.rt,d.n.,aM.,w,mooseryl.o.amydr,:l�.ume,pn,e.,ro,mo.ry.r,ml. a.,, Aunvui,q,Nm,dm�.umd.mraaamluam,amavnuA.omp,.m.o.ms,msodolm„rt,oar roms. uia„mndancm,nuwwy"IWM„em.i.m..ore,ad,:nommre,m..ameu,nMwasimmim",mms,dwMu„„as,,,ax,amMm, #6471e1 Immu IrydW WGnawvl°mN[Mmm.YmMMouIYMmJmNlbpmYn,NgiLl,ntllMliWa4mpmmLmyldpwemp151p16NNEjml.aWumdmemNMpnrN9d4mm MI4bnYe,np„iiXn Wam�ald"Lmwv'ga,lmnWrya9'mmml 10NI9 (NorHon(ir. rm,pd,rum,dm„Mduas.,err•rmm�.ey.:.,tgFawm:me aMum,e.,plym.uemrl.xy o..p.�mum,frv.,a�.Mmamay m[,pd„amm..maM.auml. (en^Iw49re1361 rmlamw.�YoAYN:gpt rq,dm:,dAnh+„t:gwgipdbfAiA.�IMpmm�,iuM1om4l ldrn,u,�Id,.d Ymta�,rt NdY0d0, f1.37132 Job Truss Truss Type Oty Ply Std. Pac.16811 El C AO53O895 61711 BO1 Roof Special Girder 1 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL34946,design@a1truss.com Run:7.620 s Apr 302015 Print:7.620 a Apr 302015 MTek Industries, Inc. Mon Jun 22 14:38:26 2015 Paget ID:cS2yUAsdnW4V5ztDIVUVJpPzmH46-x1 Nj1 ztoSR6sobLPOkDBCmihrmCs3Tj20T_%Jsz3j5R LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-6=-70, 6-9=70, 9-15=70, 21-32=20, 18-20=20, 16-17=-20 Concentrated Loads (lb) Vert 12---73(F) 35=91(F) 36=73(F) 37=73(F) 38=73(F) 39=91(F) 48=711(F) 49=37(F) 50=59(F) 52=-59(F) 53=59(F) 55=59(F)56=-37(F) emy.eKsa..pj.ie.a. �itoo nags(9urRmewmn[mwnoe[maur(rmu7emanreumrw.r>ryarvpp�mrr..mar,emn.x,away,m..:el�lme^+rrlurn err.ed.,...m^w.w. mn.�w:. u.amM1ne,.p YANUEI YAIZINfZ, P.E lld,,,ua. jtln ad k M I. N M.6Nd 4,riwe,dj,6ea^6.r,Spe.or6imld• W mglW imevnmeugi,dPepd,taMery:.nyrt�p�iiryle[eay.dn.,irYMvlrei.Im9r No,y.mdvml.lYtrvpon®p:.r,�.t,.6wn, 'wa,1'.d,r,Won uwl.,, I.W'aro,w.rma.d.,.a.ad.t^nmm.narno^.wr,.um..wndn,11CMtc,9mmo.f,.rude.,.dn„[a,,,W�ne,ar„t,.,t,:mm6a.w6.sr.sm6m, #047192 .nn6,rnr6tda.e6y.rw[,n„aor.ume,m.m.rmme,mrn,w ,.,ewwe,nan,ewe,o6me,.mW,nod.^d.PnOwuo,nrinmvuwnn..„nemo..node,r. IN.a,...m.un,.IM.mm,umwdymJ.no.�popa„re.d 10019(boTlIDO or. rm,adm,r.d.,dW.n,eddb.[.e.ry^ey.:.Mh+wu„6,n,a muw6wl,r.xemat.ideo6,s..umhu..eee., wneey molnrmOmnu trm,.,.u..du,nu...rs.6w.d.nmdm,e®..:.rwynrderd.:s.mmr,m„r:,l..ut.na,,..u®,Ill.e.r,rt Orlando, R 32832 Job Truss Truss Type Oty Ply Std. Pac./6811 El C 61711 B02 Roof Special 2 1 AO53O896 Job Reference (optional) n, irtwxa,r�A, rrortw, r u .'aeslgn(oalwss.cam KUM r.om s npr au 4uu rnm: r.o4u s Apr eu [um 6.00 12 516 = 7 3x8 MT20HSL3x4 4 3x4 3X6, 2x4 II 6 8 9 1.5x4 II 4 5 10 3x4 G me. Men Jun zz 14:J6:zi LuIG Dead Load Dail. = 3/8 in 1.5x4 2 , 111 2 tl1 �'4'1 6x8 = 34 20 21 3 51 10 1 'r 1,� d 3233 3x6 = 3xe = 38 39 40 d 41 24 23 18 15 14 13 3x6 = 4X4 = 2x4 II 3x411 4X6 II 1.50 II 3.6 = 2X4 11 1.5x4 11 1.5x4 II 4-5-H 121-0�4-1AT8111I3-- 18-9-021-10.1212�2 910 33N8 1 4-9.11 -1-02 Plate Offsets (X,Y)— [6:0-14,0-1-81. [22:0-2-e,Ed0el LOADING(psf) SPACING- 2-0-0 C31. DEFL in (loc) 9de8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.30 20-22 >992 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.6620-22 >454 240 MT20HS 1871143 BCLL 0.0 Rep Stress lncr YES WE 0.82 Horz(TL) 0.09 12 n/a We BCDL 10.0 Code FBC2014rrPI2007 (Matrix-M) Weight: 204 in FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP N0.2 *Except* B2,B5: 2x4 SP No.3, B3: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. JOINTS 1 Brace at Jt(s): 16,17 MTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1200/0-8-0 (min. 0-1-8) 12 = 337/Mechaniral 14 = 1602/0-3-8 (min. 0-1-14) Max Horz 2 = 231(LC 7) Max Uplift 2 = -520(LC 8) 12 = -222(LC 9) 14 = 499(LC 9) Max Grav 2 = 1200(LC 1) 12 = 391(LC 39) 14 = 1602(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1918I1700, 34=2990/2600, 4-5=3005/2762, 5-6=289612775, 6-7=1065/1131, 7-8=-106111126, 8-9=0/389, 9-10=27/376, 11-12=-520/518 BOTCHORD 2-32=1383/1651, 24-32=138311651, 4-22=2431378, 22-34=107611588, 21-34=-1076/1588, 20-21=-1076/1588, 20-35=318/633, 19-35=-316/633, 19-36=4091681, 17-36=409/681. 17-37=4091681, 16-37=409/681, BOTCHORD 2-32=1383/1651, 24-32=1383M651, 4-22=243/378, 22-34=1076/1588, 21-34=1076/1588, 20-21=1076/1588, 20-35=-318/633, 19-35=3161633, 19-36=409/681, 17-36=409/681, 17-37=409/681, 16-37=-409/681, 14-40=363/384, 13-40=363/384, 13-41=363/384, 12411=505/620 WEBS 3-24=807f781, 22-24=1500/1813, 3-22=626/971, 7-20=595/575, 14-16=1282/1095, 10-16=289/454, 11-14=-468/545,11-13=0/266, 8-20=43/363, 8-16=1244/816, 6-22=1342/1555, 6-20=92911045 NOTES- 1) Unbalanced roof live loads have been considered for this design. 1 2) Wind: ASCE 7-10; Vu11=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.0psf; h=25ft; Cat It: Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 M WFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument 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) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 520 lb uplift at joint 2, 222 lb uplift at joint 12 and 499 lb uplift at joint 14. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcorrent with any other live loads. 10)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xmmrrm.m,wiry,m.a�lnaaroavllmrtR'tmunmlromimnavminomllmmaawri.. r=aleypr.norm,.am,.mu.umy.m..oll®l.dmmdmmgruamm�wnumea. esurmn:.wm.mrte.rr ilK„eeper 6rdL MAHUEI XAAIIXfI, P.E. r6,n4a W.,W6, E ni,.Fag0 A. lre-ip-,dpnm{IMWn Vmor,b,.116, In a,1 WtleJdi...mJ.RmKrl,yedmulbLmr lepplmlklWrY,Mn ML11rm4n,.p'm,.m4l�Weim4 ' mnotillryvdmrdnnlnnlnq 4dminmmgw+rxtp,Imarw,,R,Mwi,mlmnadv➢mwMI�vIOn'qnn,M1rOrwmMbI1CMRGMIwdkMul,odeoAlnL arwpmddttrN4enleryieWnrolKeLmbinMnlRnd4,q.,ron➢r,inbb5nre11�n14rkeDMM 1f 941189 n4uWtrydmbGHmtilwW[MrNer.11WUIm4m,0.u9'+m,rnnEeLlnLgumW 10019(M1arum Br. rmWmmsn,Wmr�mrd,rLLllrrrnmyMq.nnhrylrLpenbNr,6 blrm3nylTnnPolmliffi�m,gew4mlryoraprnmgledLy War*" ...... 4 JkfflJ. Lrp rFl0ra11Ll rdlmubYmMXnlhgrL Iep.mfiadEnlmvtlJewrbgnpo1531amA.rionp„Nnie6u411dlmmoY�d Wne„rL Orlando, l( 32332 A0530897 6.00 12 1.5x4 II 2 54 = Dead Load Defl. - 5116 in 3a4 = 5x6 M= 3) 8 = 316 =5xs _ 3,6 = 34 = 1� LOADING(psf) SPACING- 2-0-0 CS1. DEFL, in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.75 Vert(LL) -0.3614-16 >825 360 MT20 244/190 TCDL 15.0 Lumber DOL I 1.25 BC 0.73 Ven(fL) -0.65 14-16 1459 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.46 Horz( I-) 0.04 12 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 1851b FT=O% LUMBER - TOP CHORD 2x4 SP N0.2'Excepl' T2: 20 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-4 oc pudins. BOTCHORO Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpl 5-14. 7-12 MfTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quice. REACTIONS. (Ib/size) 2 = 113610-8-0 (min. 0-1-8) 12 = 1828/0-3-8 (min. 0-2-3) 11 = 1741Mechanical Max Hom 2 = 231(LC 7) Max Uplift 2 = 478(LC 8) 12 = -701(LC 9) 11 = -73(LC 9) Max Grav 2 = 1136(LC 1) 12 = 1828(LC 1) 1t = 302(LC.29)- FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1771/1455, 34=-1595/1440, 4-5=1455/1445, 5-6=-731/794, 6-7=-681/835, 7-8=-207/540, 8-9=216/427, 9-10= 4721560, 10-11=8411257 BOTCHORD 2-24=1226/1510, 16-24=113811510, 11&25=709/1107, 15-25=709/1107, 14-15=70911107, 14-26=0/292, 26-27=01292. 13-27=0/292, 13-28=01292, BOT CHORD 2-24=1 22611510,16-24=1138/1510. 16-25=-709/1107,15-25=709/1107, 14-15=709/1107,14-26=0/292, 26-27=01292, 13-27=0/292,13-28=0/292, 12-28=01292, 11-29=238/1167 WEBS 3-16=2791461, 5-16=365/557, 5-14=719/910, 6-14=278/301, 7-14=245/511, 7-12=-138611172, 9-12=324/523, 10-12=391/594 NOTES- 1) Unbalanced roof live loadshavebeen considered for this design. 2) MAnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi-0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL--1.25 plate grip DOL=1.25 3) Plate(s) at joint(s) 4, 6, 8, 2, 16, 3, 5, 14, 7, 9, 12. 10,1 and 11 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 15 checked for a plus or minus 3 degree rotation about its center. 5) Plate(s) at joint(s) 13 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 7) m 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, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss Connections. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 478111 uplift at joint 2, 701 lb uplift atjoint 12 and 73lb uplift atjoinC 11. 10) This truss has been designed for a moving Concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 11) "Sem"gid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Ymq.lY,,,�1..yr.n:.w•�uownmuslwn1YYlulwumnmarnrainmari7rnaonnEDUr1.r„aleanr.vn=,r,r.m.e,u.mo.,yw...elwlraY.,mire.e.rr.la.,..wedm..m. oa,u,m,.n .e.M..m MA9NRMAITINB,P.L Ylnaiom. rLma+k,ua let o.monbro6s I..nm. edn Tryon+Gain^mlrm3s^Im.W.wllao,epa,.mwm„ry.,am.pami®I.p..,y.nw.�R ae.a.y.ae,w 61—e.pme. amowy., MI. Nkw n,mp Wfin'm ' �an,Ycy,�e.,,amnu,mm.11.mmaxm,m,nmaru,anion,,.m.o.n,nmu,�me.aw.m.larwa�a.n:mmmaam,iKn,Ycmaalaa.yma..,am1.m..vwwaammor.raaa,.amnn,.muwlr,•e+,rn.�mY%.s..rm::ra+es,m #041182 ny..n++rmm,r.tc,le„�wnmomw,.u.mul.r immorm,nm�m:.eeae.em+nn,enw,Iwmm�viMm..,rnagnYnt,ehlneauuwnn,,,.m 11,1n,162—rul10019(harlloa0r. rm,Y.abn..�,:n,rime+.IN,rmme.,aw:nY.termpm:nmt muwo«r:r:,.ewro, lda.lo.y.,.owsrymy.,rmra+f uoNaa.+mmw.nu.deml. Odondo, H. 32132 (onripMa71n541 Lnnm.-Ywo,IY.I:u,N.4pamYwam:lmsgs.r Lm,:naaiGTlmulntn. p,m6wanm4l tWlwrv,�YOJYmIa.,rt Job Truss TmssType OtY Ply Std. Pac./6811 El C 61711 B03 Roof Special 3 1 A0530898 I Job Reference (optional) AT ROOF TRUSSES, FORT PIERCE, FL 34946. design@attnrss.com Run:7.620 s Apr 302015 Print 7.620 s Apr 302015 1.5x4 II 3x6 = 3x4 = Sx6 = 6.00 12 Mon Jun 22 14:38:28 2015 Dead Load Defl. = 114 in 1I 0 32 12�33 0 N 14 1.5x4 11 4x6C 3x6< 5x6 = 3.00 12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vart(LL) -0.3715-17 >786 360 MT20 2441190 TCOL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.6515-17 >451 240 BCLL 0.0 • Rep Stress Ina YES WB 0.73 Horz[rL) 0.05 14 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight 189 It, FT=0% LUMBER - TOP CHORD 2x4 SP M 30 'Except* T1: 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except* B1: 2x4 SP M 30, B3: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-15, 7-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1196/0-8-0 (min. 0-1-8) 10 = 49410-8-0 (min. 0-1-8) 14 = 154210-8-0 (min. 0-1-13) Max Horz 2 = -208(LC 9) Max Uplift 2 = -529(LC 8) 10 = -318(LC 9) 14 = -447(LC 9) Max Gmv 2 = 1196(LC 1) 10 = 498(LC 14) 14 = 1542(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1864/1683, 3-4=-1721/1734, 4-5=-1596/1752, 5-6=861/1077, 6-7=807/1120, 7-8=81/679, 8-9=74/410, 9-10=8041979 BOTCHORD 2-26=1458/1584, 17-26=1245/1584, 17-27=-876/1216, 27-28=876/1216, 16-28=87611216, 15-16=876/1216, 15-29=-207/484, 29-30=-207/484, BOTCHORD 2-26=1458/1584, 17-26=1245/1584, 17-27=-876/1216, 27-28=87611216, 16-28=-87611216,15-16=87611216. 15-29=2071484, 29-30=207/484, 30-31=407/484,14-31=407/484, 13-14=51IV721, 8-13=3121494, 13-32=-690/687, 12-32=699/676, 12-33=-687/688, 10-33=697/676 WEBS 3-17=277/456, 5-17=-402/564, 5-15=707/893, 6-15=-526/391, 9-13=6871770, 9-12=0Y278, 7-15=51/398, 7-14=10361552 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0pst BCDL=S.Opsf; h=25ft; Cat 11; Exp C; Encl., GCpOO.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 - 3) Plate(s) at joint(s) 4, 6, 2, 8, 13, 10, 17, 3, 5, 15, 9, 12, 1, 11, 7 and 14 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joints) 16 checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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, with BCDL = 10.Opsf. 7) Bearing at joint(s) 10 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 529 lb uplift at joint 2, 318 lb uplift at joint 10 and 447 lb uplift at joint 14. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xy.rxv.m.ysn,:.¢,HronrenIDlxu,rAAmrunroememmnAmnnttAMem¢nnumrins rcrye, arvwame,e,mx,.nn,n,wnnvaq�uraervrumwerr.m.,n.umA.m.ne. ¢�.veen.i.,me.M1no..y wtennm.Asm¢aoendiwiaimnhnse A,.u.nsnbr.in.6...snoaM1w�../A.u4ev..rmA,run.m....m.=dm.a�vmanr�neAn�w,¢t4re.aMd¢.,shun:e.As+,e.¢.movn.a.mi. m.ewuapanA*W..san,, MANO[L MAFI1Xf2, P.F. ,n.sAn•.a.ndn,Inn,nnruaa sa.,.w snrdmo.a,.m,o..nnm,u.o.A=nnn.r isao.�nn.min,.mma¢,ncro,nc¢..atax,a,.a.nam.,.m>rann4wmena.Aeae.,nrt.mnm�.e�.rr.ras.y,w,A,J<wn�s...ae,wsn,,wsha,r #P47112 n,M,¢nry4nrA4an Ariln✓.eameen. anwurem:¢.Homo.rmmneAssr.ndx.r.u'.rwne,mubhw.om.Pn9eaume4rnwuos.,nummmrn•,,aret.. m, e.m„¢.mw>zammnM:,e,dumw,re�+.mvm�noAwwe im,A.m.",wnuerrt,e.r sh.r...ryb.Ansnayhrpmw,rrs,c.,.ay.i.r.,"nAotar.wrmpn.m,.sry.y:,nrn.�w.r wy.em.e„"..,emnsm,. IOPI9 fharllon (ir. '� Ln,iAHG�IDISI I1W Invvv� WnlaaliryrL rrynbfiyd Ma�gswrb.,nnd'dYJ.Mninep,avw6v.A I PN rm,o, Ymel4Fa;rl Orlando, IT 32137 AO53O899 6.00 12 1.5x4 112 1 - 5x6 = Us = 3x4 — 3x6 = 44 � Us 3x6 = Us = Sx6 = 3.00112 Dead Load Dan. =114 in 1.5x4 II 11 12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Poe) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Ven(LL) -0.33 15-17 >902 360 MT20 2441190 TCDL 15.0 Lumber DOL I 1.25 BC 0.75 Ven(TL) -0.59 15-17 >498 240 BOLL 0.0 ' Rep Stress Ina YES WB 0.65 Horz(TL) 0.05 15 We n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:1901b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 20 SP M 30 *Except- B3: 2x4 SP No.3, B4: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-15 MfTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS- fib/size) 2 = 1194/0-8-0 (min. 0-1-8) 11 = 489/0-8-0 (min. 0-1-8) 15 = 15481041-0 (min. 0-1-13) Max Harz 2 = -189(LC 9) Max Uplift 2 = -514(LC 8) 11 = -301(LC 9) 15 = -450(LC 9) Max Grav 2• = 1194(LC 1) 11 = 492(LC 14) 15 = 1548(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 Pb) or less except when shown. TOPCHORD 2-3=1876/1770, 3-4=-1600/1568, 4-5=-1462/1580, 5-6=-99411161, 6-7=-810/1143, 7-8=-129R35, 8-9=-47/340, 9-10=98/323, 10-11---777/894 BOTCHORD 2-27=-1352/1674,18-27=1352/1613, 18-28=88711264, 17-28=887/1264, 16-17=195/596, 16-29=195/596, 29-30=-195/596,30-31=195/596, BOTCHORD 2-27=135211674, 18-27=1352/1613, 18-28=-887/1264,17-28=887/1264, 16-17=195/596, 16-29=195/596, 29-30=195/596, 30-31=195/596, 15-31=-1951596,14-15=-673/876, 8-14=415/677, 14-32=601/671, 13-32=608/660, 13-33=603/670, 11-33=609/659 WEBS 3-18=313/501, 5-18=-249/435, 5-17=6301789, 10-14=-662/733, 10-13=0/281, 7-17=-3121567, 7-15=995/449 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; Cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus,or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith 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, with BCDL= 10.Opsf. 7) Bearing at joint(s) 11 Considers parallel to grain value using ANSIfTPI 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 514 lb uplift at joint 2, 301 lb uplift at joint 11 and 4501b uplift at joint 15. 9) This truss has been designed fora moving concentrated load of 200.011D live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard se.y rRah.x�nmmr•Ifwmnwnf�inRn+urimrmmrortrmoulflmnllmanwnairi..Cribs,q.p.wmna,w.nuk,u.uaK.umyliM17dear�rienn,rfrwr..umk�..w. xm..en.mur.erm.W MANIIIl MAPI1NR, P.L kldnmedxlkluddk MMlk NOhkrdd. rx4rsskyrh9Tnpe,SpodrykgmalM W xgRRupextl+mxutlenrd0rph„®Inlmnir,nnrlalYP.lripdN,'ry64n+kp,klmde NJmy,nlntM1l. MMtlyrusy.+vabed.rnr6er. I+okpirYveloxdrY,M1vu1wm11uddali,MxrpvNYrryd@vOrne,,br0.u,irvlAminlgMn11r1iWp4ngvr,igArmMitlRrll[IMRCW4dkdfml,dandlltl,➢relPnddlYll9nlrgfieM.udArin+Finlr@,plw]F,gWnir•inlvbinrdE,viuy+kAkM #047112 myntRFlAror rillfnrktllx,o.l[wnmr. Ymu++nw:WIDVNOr Yuuu+Ml Ira ARrinb'mirv.pxnkl,ryldnrmfin Ran,lvindrlhlnmEYflmutivrnndh,lenNlvim iM1i drGngr,nirrSti5rwNYk+dilJuuWJg+x,Lun4nyrlryuneM 19019 lhorlta Dr. u.ntl.aemar,+d.Mnwlh.r�mnsNrr:xwhunw,i,+.nri mun+k,rnnirlmm, Inlrwerwn.um Mvia�nmxr:+M mhµhrlmm..xur.rl:nYi. 6mgdiO106411wI1ma�Mmxlxxbu.Pf, kpYfimdlrnlmagigbm,i+Pvl11r1:rYni,Isrnmiuiule.Ll lmlrm+ua�Yad Wun,12 011anda, F13113t Job Truss Truss Type Oty, Ply Std. Pac./6811 El C 61711 B05 Hip 1 1 A0530900 Job Reference (optional 6.00 F12 3x8 MT20HSi 3x4 G 3 1.5x4 II 2 27 18 28 3x6= 1.5x411 null. ". o0 ID:cS: 20�-0 �7-6-0 5x8 = 5 516 = 6 17 16 29 30 75 31 3x4 = 3,8 MT20HS-- 3x8 = 4x6 7 3x6 8 3x4 9 32 12 1.5x4 11 33 3x6 II 3.00 12 4x6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grp DOL 1.25 TC 0.73 Vert(LL) -0.18 15-17 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.31 15-17 >949 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.67 Horz(TL) 0.06 14 n/a n/a BCDL 10.0 Code FBC2014?PI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30'Except' T2: 2x4 SP No.2 BOTCHORD 2x4 SP No.2'ExcepP B3: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or 4-11-5 oc purins. BOTCHORD Rigid ceiling directly applied or4-2-15 oc bracing. WEBS 1 Row at midpt 5-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 119810-8-0 (min. 0-1-8) 14 = 1538/0-8-0 (min. 0-1-13) 10 = 495/0-8-0 (min. 0-1-8) Max Hoa 2 = -166(LC 9) Max Uplift 2 = -510(LC 8) 14 = -390(LC 9) 10 = -322(LC 9) Max Grav 2 = 1198(LC 1) 14 = 1538(LC 1) 10 = 499(LC 14) FORCES. (to) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1845/1665, 34=1219/1241, 4-5=111411268, 5-6=-536/939, 6-7=657/955, 7-8=0/438,.8-9=-30/428, 9-10=808/1014 BOTCHORD 227=134011567, 18-27=122511567, 18-28=1225/1567, 17-28=122611567, 16-17=-547/1005, 16-29=547/1005, 29-30=-547/1005, 15-30=547/1005, BOTCHORD 2-27=1340/1567, 18-27=1225/1567, 18-28=1225/1567, 17-28=-122511567, 16-17=54711005, 16-29=547/1005, 29-30=-547/1005,15-30=547/1005, 13-14=1519/1136, 7-13=1246/896, 13-32=-723/691, 12-32=-7311680, 12-33=-719/692, 10-33=-729/680 WEBS 3-18=01320. 3-17=6461779, 5-17=2931516, 5-15=645/459, 7-15=398/895, 9-13=6987780, 9-12=0/278 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat II; Exie C; Encl., GCpi=0.18; MWFRS (envelope)and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactionsrshown; Lumber DOL=1.25 plate grip DOL=1.25 r 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Ops1 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, with BCDL= 10.Opsf. 8) Bearing at joint(s)10 considers parallel to grain value using ANSI/TPl 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 510 lb uplift at joint 2, 390lb uplift at joint 14 and 3221b uplift at joint 10. Mon Jun 22 14:38:29 2015 Page 1 Dead Load Del. = 1/8 in 3x6 PLATES GRIP MT20 2441190 MT20HS 1871143 Weight:1851b FT=O% 10) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom. Chord, nonconcurrent with any other live loads. 11)'Sembrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ee.p.nm.IWeggnmmr•umnlmsntmleteemmur mlmlmn(won[ttomluaannemrw. rnarery.p.mw.e..erw.nr.entmrwnp w:,rllmgwrP�ImlM1rr.elrae,e.rwnerenw. oaurm,d,. wed.nr lm.W aaemMdnn,Mke,NI.r.InM16r.ea1,.I,rv4tip.yRrrFalpN.lryu/.,r,6me,dn.rrmo,e>.,.a,n.npr..dm.pam,a.mnaa•rnvmpmaclrMR.dxrdRer:ponwrpxd.roelw..ry,..enml.lnrwp..n.ru.e,lnure.u.r. MANOR MARTINET, P.E. ' ruloEllryoNunhlinronlornpralnrirmrrnpvnti6ryelmearm,mra.ni,vuAninGoymwArrmldyOnip.n,irlbmelrgdArllGrin RLMIaA6rpbpdnel mL AeepppnldXeNaendmlrvlOrreellM1elrvo,YJrEnrMdSry,,nngr,inmdie'&,,Wvm4sW MM i A41132 rerMalliNNRekJLryavJpww([Wamr.Ywes,lamYWl()eMllrWuan,eNParWsdr44�rp[mryrrmlJMlrM1„wSrnPn�ImamN111rIW51nvr MrrmrlMleerNptleua lhl drMee6ereepneti4,NrgEVArrolllrinv&Jprn,Im,Ni�PG9'uurN 1 OIII fharhon Dr. rim,w.,v.r,xnwlenNnaWdkr[neNyrrNrinM1neylr.w��dr�+Irl,.no.y.ly:r.;ermmr r:wlaq.,.ur,.srR.lyr.rw.r M1�ey ev[yammm.rnar.Nlrml. ' (gpi9kl®M11411u11ntmYaMWr oµH. replrtindA,1®J,iagingePilM.ilniR.pN,Jo.M1r.}I IrdWmoR�rl Wnar,rl Orlando, EE 32632 Job Truss Truss Type Oty Ply Std. Pac./6811 El C A0530901 61711 B06 Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a 6A 1.5x4 II 2 1 5.8 = Kum: f.bZU S Apr 3e Zurb rnnl: r.bzu s Apr 3u Zu10 Mu ea mpusmes, Inc. Mon Jun ZZ 1.5x4 11 5x6 C 3x6 = 1.5x4 II 3x4 = 3.6 = 3x4 = 44 11 3.00 72 3x6 3x8 = 24 s7-7 11-zn 1a"-o zza¢ 2a-7a 28a15 5a1oa sta sas 4a 1 sso I ssp i an+ F 15 M I s 0Al2 Dead Load Dart. = 118 in 1.5x4 II 910 Plate Offsets (X Y)— r4�0-8-0 0-2-81 (6:0-1-12 0-1-121 [9fdde 0-0-15) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (foe) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Verl(LL) -0.11 17-18 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.24 17-18 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.91 Hoa(TL) 0.06 13 n/a n/a BCOL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 194 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except* 133: 20 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 4-1-14 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. (lb/size) 2 = 1193/0-M (min. 0-1-8) 13 = 154710-8.0 (min. 0-1-13) 9 = 491/0-8.0 (min. 0-1-8) Max Harz 2 = -143(LC 9) Max Uplift 2 = 491(LC 8) 13 = -403(LC 6) 9 = -323(LC 9) Max Grav 2 = 1194(LC 13) 13 = 1547(LC 1) 9 = 494(LC 14) FORCES. (Ib) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-191611712, 34=1388/1372, 4-5=1022/1279,5-6=-1022/1279, 6-7=-392/817, 7-8=16/428, 8-9=792/1006 BOTCHORD 2-27=1296/1645, 18-27=1296/1645, 18-28=1296/1645,17-28=-1296/1645, 17-29=720/1167, 16-29=720/1167, 15-16=720/1167, 15-30=991297, 14-30=99/297, 12-13=1553/1121, 7-12=1284/882, 12-32=-717/676, 11-32=-726/665, 11-33=-7131677, BOTCHORD 2-27=1296/1645, 18-27=1296/1645, 18-28=-1296/1645,17-28=1296/1645, 17-29=-720/1167, 16-29=720/1167, 15-16=-72011167,15-30=99/297, 14-30=991297, 12-13=155311121. 7-12=12841882, 12-32=-717/676, 11-32=-726/665, 11-33=713/677, 9-33=723/665 WEBS —18=0-95, 3-17=545/657, 4-17=2451450, 4-15=2511118, 5-15=4651524, 6-15=765/1017, —14=-758/430, 7-14=4331926, 8-12=695/781, 8-11=0/278 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wad: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cal 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10:0 pat bottom chord live load nonooncument 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 3-0-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/rPI 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 491 lb uplift at joint 2, 403 lb uplift at joint 13 and 323 lb uplift at joint 9. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard x..y.w,,.,myW,.;.aumarmm�rmrn1mmunwr[maimnrmwnrtlmmrmnnnumrm. r.ara,y.prum.a„bn,.mnn..w,PmnMpmlrmeraews.irr.[a.,..o,ewm,... m,u.ma,.uo.awo.mv.W MAINFLMA[FINFI, P.F. sw,..n. fin,ww,wmmmuw.an 1,.n.,e.yy'M„4.,sraan[..)rt.w,.qmo,.w..m,®.,,ryH.am,o+.,a•=iai..a..s,,,waani.¢.tdramruArM,e:wma.+emn.h.r.nu. mt,v.�,wra.,.rc,rw,s-.,. ',:Hann,m.oamnr,.,mwrbamnl¢n.,.r=.>1aam.o.,.,,m.o...,1m[.n,a.s�•m.ou.ro.p.,:mrwenaaancro.acn.i.a[acwna+�emr ndN...aae<mc.ar.rMa,,,.au.mo.umaa[mas,n,wan.mmvom.aamn�.[,,6nan„ #04fI91 ,.wwsnam,mim.oaaw„mr.a.nar. mmann.ammrnn.am,w.•.m,a¢ua,u.namrremo[.�o,..rm,non.wa.Prulwnaa[nnwvu.,,n<,,,,,amr.,.armaw rrtivaunrtu,n.amu,.aea,mim,immaom.u.nomonoam,vma 10019 CM1adinn (ir. rm,m.e.,nm..,w,.rm.to.nbrr..mm,.aame.,¢yry.u�h,e,amt m,u.,dw,y:,.,rmmr.wno<w.�.r�mira,.[.w..w.rmnh mr.pa,ae.,.,.wdmnia. [en^1NOIE61.1 r.limm-0ma Wlmtwf, repmenndMlmµb.q6�,bpaLM.;na�nmr..n,v.6,.L11.IrmnnxmelYms.,l1 Orlando, FL 32332 Job Truss Truss Type City Ply Std. Pac./6811 El C 61711 BO7 Roof Special 1 I 1 A053O902 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.620 s Apr 302015 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Mon Jun 2214:38:30 2015 Pagel I D:cS2yUAsdrwV4V5ztOlWAIpPzmH46-pacEtKwJVgUHCeAfat7NctHONcM7JZex5yl5dz3j5N 24 -1-4.0 61-s 1oz-0 14112 16.7-9 z1-loa zsalz 1-M 61-5 4-0.11 4b12 4.2-12 32A 1-lbt BAO 12 3x4 G 7 Dead Load Deff. = 1/4 in 3x6 = 3x8 = 3x4 = 3x4 = 4x10 = Sx6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.30 14-18 >955 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.78 Vert(rL) -0.5814-18 >496 240 SCLL 0.0 ' Rep Stress Ina NO WB 0.80 Hon (TL) 0.06 10 n/a War BCDL 10.0 Code FBC2014/rP12007 (Mabix-M) Weight: 157 lb FT = 0 LUMBER - TOP CHORD 2x4 SP N0.2 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' W5: 2x6 SP 2400F 2.0E W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or 3-11-8 cc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-2-7 oc bracing. MTek recommends that Stabilizers and requiretl cross bracing be installed during truss erection, in accordance with Stabilizer Installation uitle. REACTIONS. (lb/Size) 2 = 1245/0-8-0 (min. 0-1-8) 10 = 1685/Mechanicel Max Horz 2 - 716(LC 8) Max Uplift 2 = 467(LC 8) 10 = -851(LC 8) Max Grav 2 = 1245(LC 1) 10 = 1685(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOPCHORD 2-3=-1897/1283, 3-4=1552/1021, 4-5=-13301995, 5-6=1092/543, 6-7-=-579/312, 8-11=667/901 BOTCHORD 2-19=-193712140, 14-19=193711619. 13-14=138611347, 13-20=138611347, 12-20=1386/1347, 12-21=99111075, 11-21=99111075, 11-22=940/1022, 10-22=-940/1022 WEBS 3-14=-367/589, 4-14=-147/421, 5-12= 4161611, 6-12=-5071586, 611=1211/939, 8.40=1803/1660 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph.(3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and G-C Exterior(2) -1-1-0 to 23-10.4 zone; cantilever left and rightexposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 467 lb uplift at joint 2 and 851 lb uplift at joint 10. %This truss has been designed for a moving concentrated load of 200.01b live Iodated at all mid panels and at all panel points along the Bottom Chord, nonoonctiment with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity, model was used in the analysis and design of this truss. 11) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 14=70, 4-6=70, 6-7=-70, 8-9=70, 10-16=20 Standard Concentrated Loads (lb) Vert: 8=700 ....n..n..prym:.mruroornmsolmulmowumreoemnanrwourfaonrleromreumrori,,. r.areanrmmamex,wem,.ana,uo.K.m..:rl�lxm, r..nr,nm,rara<,u,.ueae,a,..,.. mmnw,.,,ume.n.soo.dr �m...n.ruwmuu..ewm,moil.,.a. o.uma.M.ura,.6..s,.a.Mod..Sa,,,a.,nmo,nee,....rM,rim.wm„sae,dew,,,rmm1.Th..Ifilfdn.a6,IF,,1.01k.fl�. MANNELM47182 ,P.F. ,.n,aw,r.a.,amen„�d<,.rr�ee�nna,,,we.aTman.o.,,,8.0..,�..as„a,a.n<m.m.focieno.��.,,:ro.,.,nnamnun,ocml.mraa,n,e,.am.r. a,.ow.,mn.ne,.e,made."mnn,.,,,iwuns,.esnmm..�mwx�wmrn.�roam, #847181 ,.w•u'ar.�m,wiand+aw.ew*,a.. ow,w.m:wmo.am.v.w�.enwl.,ax,wwor,.q.,,wmw.Ae.nonnum,apm.evu,,,m.,,.,en,n..�We,.. ina a+w„run,n.mwneiavn.,am,r,.na.un.,tmno,an.ow*w rm,uda,,,.w,,,a,.i,,,er,.unr..mT,.e.r.:.,W W.owb.war rou.,,e,.ntnwworm,wa,ro„y.,.u,sr..+fy.,"n,.r:aen .ourmmm.:...,e,e.,um i. 10019 (hodton fir. repr^naOnlfu r.lmw,.u®,aa,r v,rr. up.a.u.da,e m,n.:gl.,.,npdana.�n.�a.n�+mM1..0 rdtN,.,.o®,lu.m.,.rt -Orlando, EL 37832 Job Truss Truss Type OtY Ply Std. Pac.16811 El C A0530903JobRefierenceLolatma.4 61711 BO8 Roof Special 1 1 At ROOF TRUSSES, FORT PIERCE, FL 39Y4a, cesign(avmss.cem nun: r.ozu s Apr ou [uia rnm: I.uzu s .5x4 1 8.00 72 3x4 6 7 414 = 3X8 = 4x6 = 3x4 = 400 = 5x6 = 24-0e &2a 17-tat 21-taa 23&12 &2-0 &11E 4b8 1-1&1 Dead Load Deli. =114 in Plate Offsets KY)- 12'0-1-12 Edael 18:0-6-8 Edger r10:0-3-0 0-3-01 111.0-2-12 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.25 12-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.5312-14 >540 240 BCLL 0.0 Rep Stress Ina NO WB 0.99 Horz(TL) 0.07 10 nla n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) - Weight: 151 lb FT= 0% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2X4 SP M 30 WEBS 2x4 SP No.3 *Except* W5: 2x6 SP 240OF 2.0E W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Stmctuml wood sheathing directly applied or 4-0-4 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-1-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss election, in accordance with Stabilizer Installation guide. REACTIONS. (lb/sIze) 2 = 124110-8-0 (min. 0-1-8) 10 = 1689/Mechanical Max Horz 2 = 716(LC 8) Max Uplift 2 = 467(LC 8) 10 = -852(LC 8) Max Gray 2 = 1241(LC 1) 10 = 1689(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=198311321. 3.4=1723/1121, 4-5=150711079. 5-6=15361757, 6-7=-643/305, 8-11=601/906 BOTCHORD 2-1 9=1 98511707.14-19=1985/1707. 13-14=-1674/1708,13-20=-1674/1708, 12-20=-1674/1708,12-21=1292/1522, 11-21=-1292/1522,11-22=-934/1029, 10-22=-934/1029 WEBS 3-14=264/445, 4-14=203/499, 5-14=278/282, 5-12=-244/512, 6-12=-330/430, 8-1 0=-1 81711650, 6-11=-1417/1040 WEBS 3-14=264/445, 4-14=203/499, 5-14=278/282, 5-12=-244/512, 6-12=330/430, 8-10=1817/1650, 6-11=141711D40 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; 1=20; CAII; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) -14-0 to 23-10-4 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plate(s) at joint(s) 1, 4, 6, 7, 11, 11, 9, 2, 14, 3, 5, 12, 8 and 10 checked fora plus or minus 0 degree rotation about its center. 5) Plaie(s) at joint(s) 13 checked for a plus or minus 4 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 7) • 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 chard and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 467 lb uplift at joint 2 and 8521b uplift at joint 10. 10) This truss has been designed for a moving concentrated load of 200.0% live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 4-6=70, 6-7=70, 8-9=70, 1016=20 Concentrated Loads (Ib) Vert: 8=700 emiq.rem.emeeprrr..M�dlreanslmtvfnRanmfngr m.mnorsrwornlmnrV<aonfoueri.n r"ere.r�l.r.emnrlrmw.r.m+nn+orusra..oslimldatl®drriner.sererm..wuo-s..w. ai.,,.s.r.:.ue.tlaralm..q tiANO[L YAPIINE2, P.L Antaemm.ddn¢tlnntllmmrmoper„i4tl+slwwd yr[rg.r.hr.sp^riryrym.ldefwingloorwrnea+..ndo.a(, s4yNWins4m,.m[ m+aerlmwddrdrte,:yrurwa<isrtlnrklro.h..lnmt.nra.dy.aww.46.m .wk wneEiliryMoudAti+Im+Innrlukinpl+bregmbLrydAwdrnr,d.a.mRnMvrAeenlnrlrldFiOngnr,'xRrmen.rdOnlf,tMttCAekrdlddyradsnllnl. MapnrlddrPAnl qrW ewdReinn,lm�Enrletl4ry,dmope,InmPer'metllrn^LrAJbAn $i Nl%INi wwervliiryd OrlrXEirnrnvtlle..tlUmrrbb Ilwtlr NeulYrlf IOieNOrpeOmorlpui6lenAlN4ilful[mlr'+nLM1rylnbrnxW P151;Io16Je1ly1rymE5rflmnehrevnlFrpmeMOiNeu IhI leMnArnnparSeiNrmlbbrAMlra M1Jrnn,Iroy4au0n FPnrenl 10019 Charlton (ir. u.+nrm..r,rrsnrm.dwwrassrmx.wr"I.I.ei..rwyMr^w.rtwdni rwu.e+u.srfrs:r.irembs:uuso..s..omfpennswnwnrkaM uain'�am+,r..nad"duln.l. anngeO94611 rNMwv�xnnl Wnier,lE Ie�tl.rrr.aArdmOa,ir.rbw,e�dkM.neninnpurvn6®N tdlw+u+-WnrlYmr:exly Orlando, H 32932 Job Truss Truss Type Oty PN Std. Pac.l6811 El C 61711 BO9 Roof Special Girder 1 1 AO53O904 Job Reference (option 1 Al KUUr I KUJ6=, rUK I VICKUM, r[. J9 O, aeslgnigammss.cam Kun:/.a2U 5 Apr 3U zul 5 Hnm:/.e205 Apr W 2015 MI reK 8.00 12 Sx8 — 5x8 4 1.II 6.00 12 4 19 1.5x4II 2 6 1 B E 20 21 1422 23 24 13 12 25 26 11 316 2x4 II 5x10 MT20HS= 2x4 11 7x8 = LOADING(psQ SPACING- 2-0-0 TCLL 20.0 Plate Gnp DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 10.0 Code FBC2014rFP12007 LUMBER - TOP CHORD 2x4 SP M 30 •Except• T3,T4: 2x4 SP No.2 BOTCHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 *Except* W4: 2x6 SP 2400F 2.0E W5: 2x4 SP No.2 OTHERS 20 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-0-2 oc pudin, except end verticals. BOTCHORD Rigid ceiling directly applied or 7-1-11 oc bracing. WEBS T-Brace: 2x6 SYP No.2 - 5-10 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, Sin o.c.,with 3in minimum end distance. Brace must cover 90 % of web length. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 217410-e-0 (min. 0-1-13) 9 = 2372/Mechaniral Max Horz 2 = 716(LC 6) Max Uplift 2 = -890(LC 6) 9 = -1113(LC 6) Max Grev 2 = 2174(LC 1) 9 = 2372(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=4208/1734, 3-18=5026/2057, 18-19=5026/2057, 4-19=5026/2057, 4-5=-5026/2057, 5-6=833/336, 7-10=494/1447 BOTCHORD 2-20=2025/3661. 2-21=-2046/3686, 14-21=-2046/3686, 14-22=2052/3710, 27 CSI. DEFL. in (loc) Well Idd TC 1.00 Vert(LL) 0.2711-13 >999 360 BC 0.68 Vert(TL) -0.56 11-13 >512 240 WB 0.94 HOrz(TL) 0.09 9 n/a n/a (Matrix-M) BOTCHORD 2-20=2025/3661, 2-21=-2046/3686, 14-21=-2046/3686,14-22=-2052/3710, 22-23=-2052/3710, 23-24=-2052/3710, 13-24=2052/3710, 13-25=1756/4139, 12-25=1756/4139, 12-26=175614139, 11-26=1756/4139, 11-27=1752t4ll6, 10-27=1752/4116, 10-28=686/1409, 9-28=686/1409 WEBS 3-14=131/673, 3-13=572/1586, 4-13= 429/443, 5.13=-659/1262, 5-11=98/577, 5-10=3932/1532, 7-9=2432/1186 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wmd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opst BCDL=5.Opst h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); wilblever leftand right exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designedfor a live load of 20rOpsf 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 890 lb uplift at joint 2 and 1113 lb uplift at joint 9. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. 22 14:38:31 Dead Load Dell. = 318 in 10x10 = 1.5x4 II 10 28 9 4x10= 6x6= PLATES GRIP MT20 2441190 MT20HS 1871143 Weight 164 lb FT=0 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)107 lb down and 127 lb up at 6-2-0, and 130 lb down and 122 lb up at 7-0-12, and 130 lb down and 122 lb up at 9-0-12 on top chord, and 227 lb down and 1281b up at 6-2-0, 230 lb down at 7-0-12, and 230 lb down at, 9-0-12, and 1088 lb down and 315 lb up at 11-34 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. 15) In the LOAD CASE(S) section, loads applied to the Noe of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead t Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (p1Q Vert: 1-3=70, 3-5=-70, 5-6=70, 7-8=-70, 2-9=20 Concentrated Loads (lb) Vert 3=50(F) 14=227(1`) 7=700 18=-90(F) 19=90(F) 22=36(F) 24=-36(F) 25=-1088(F) x.n.orsn.n..yhn.:.m,uwmtwvsf'a�alm�rnrtuaemrmnonmmnrromlrtuonro7wmk,. mryaey,p,ammaan,rew,.xntm,orupm.,arf�lwm.mnxnnun.ra<,,., se,ae,enon. oa,n,romaxume.mno. ra ern,,,,,,rym,meMnai.m�mon4na.vum"m,y.u(n.vRrspu,piM.elm.uanurmo,ro„r,.,,n.p®.am.rnrt,ann.,P.nrva,non�maurdm,anh.ar,s,rrvu.,e,aranrovmo.h..anm.i.ra,exn„+.rbn�r�w�. MANUEL MAiiINEZ, P.F. „nroah.awond,un,m,nrmaa,v:rnwn.aorvdm.o,n,.m,o.mr„wa„n,e,rw„m,narlomp.,,aan.mnaancnarcn,i.avaa'.vna=„arvi.i. moor ndam<rrona„rraaw,art,ln,rwea�,ra,day.,n,.r,.i,wrnw,.am.a.r,wam, #041132 ,<gnumrryam,ertlanrmdrn.nefwn,ro,. llen,mreU,mowtirwsm.drM,r,non.raa:r[.,nnnm�M'�,�nan„RisOwaum,earmwaa., m„nnaWr.,enio-+�e,�. tni aAnnma,nn,umnr,wm+„uiwun,o,ag,..nunbw.oyu.ona wnuw.m�.,,r.,,.e,,.aria,waM.r.umy„a�..m.,eypmp.n.,aa,.aie,umo.y,i.r+,n:amm,rwywov.,.un,sryviyn„m„rnury 46"M....... m :mi. 10019 fM1arlron or. r,nsuOnnm i rrunm.xmaYai:,pri rgm:.am,e..,n,:nr V.,hnatna.�n.ampamnm,.l,i mr,.,n,.o�de.r,,.r.r. Orlando, f. 3I832 Job Truss Type Oty PN Std. PaC.16811 EI C AO53O9O5 61711 710 Half Hip 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34948, design@attmss.com Run: 7.620 s Apr302015 Print: 7.620 s Apr 30 2015 MiTek mauslnes, Inc. Mon Jun 2214:38:31 2015 Page 1 I D:cS2yUAsdmV4V5ztDIVvWpPzmH46-H7Ac4g=GzlevM DMDHpMvpPTBnySknvo9lhl_4z3j5M 14-24 -v4o 3z-0 sa-1 1za-0 134e l+a 32-0 3H 3]-12 t-2-0 1 4x4 = 44 II 6.00 12 3x<!--� 4 IM 3 29 Sx4 II 2 d 1 3 d 24 12 17 70 27 23143x4 II 25 1.5x4 II 26 3,4 = 3.6 = 3x4= 1.5x411 4x4 = 4x6 11 1424 32-0 ar.4 t2-2-0 1t -t 32-0 344 i]-12 1-242-0 1e4 Dead Load Deb. =118 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0,13 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Veri( I.) -0.28 11-12 >602 240 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2014rFP12007 (Matrix-M) Weight: 84 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP N0.2'Except• B3,135: 2x4 SP No.3 WEBS 2x4SP No.3'Excepl' W4: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or4-9-13 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 7 = 57110-8-0 (min. 0-1-8) 2 = 779/0-8-0 (min. 0-1-8) Max Horz 2 = 406(LC 7) Max Uplift 7 = -271(LC 7) 2 = -333(LC 8) Max Grav 7 = 571(LC 1) 2 = 779(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-106211102, 34=147611468, 4-5=-2581249, 5-6=-113/298 BOTCHORD 2-22=2028/1402, 22-23=-313/183, 14-23=-313/183, 3-24=2021/1625, 13-24=762/605, 13-25=1075[788, 12-25=1 075/788,12-26=1075f788, 11-26=1075n88,11-27=3121209, 10-27=-312/209, 8-10=437/355 WEBS 4-12=52/363, 4-11=-714/902, 9-11=0/283, 5-9=-64/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 271 lb uplift at joint 7 and 333 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nenconcument with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard m.'4lrcm nnsnrmlulmum HIMmrxnon(mlcnrtlAsriumnauaarl..mare,y.p.r..rnnv.er.lw,.m, lrnra,4.u..:lpgwau.amv.c mrd-r.we wln..u. wrunbrm.ama.mlw.rr MANUEL NALTINR, P.E. wu1,,.nanrbmm.Ipwrlwlenoew.mu eauwreny.y,rnp:,Iwo.Allnp.n6rMrraw.gnA,.w.,.mr..,.rnn.rim.r.1.w.m.•wr,grnwnaarnma.eny.aa„y1.un,eAane..mrmA.N,wnnu. re,ewn+••oa•••.a.�rrntmnr ',amG�Ar.e.,.mrinumlwmlmae.AUMn,wna'urvnao..r.m.o..wtmmuaa.u.mmaovwraan�wn,�.mrmm�amrnGm.¢emaatac.e,.de.ram.1.n.oporMdn.mo..e..re.e..nmrn.nrwnl.rasn.rrn..:,mraa..MMaua.a.rbR. #041181 r.y..aecrvnaleXc.leraA.+r..er.m.mr. n.nr,nmi.rtamowmrr.Xn,..Iwxn.neln.1,nn.Ab.A.rnsmrnbMs.rPrsGwir�rn,egmwvu..r.br.,r.lm A.r.nry;ai:u. ini aemrnnn.rA.naA�er.am+.,.nenrmrwae•n.wnoawbob..r.rl 10019 (M1arllon (Ir. Im, W.auiurer,rurumn.h.Irfi.e11p4e0NogrelrryuxNl4rApmin.Ld. bGmbugrlyombXOl Mlritliq Angm nLnrfranlegnrnbrurleOl+G rA [.jrjrJ,dlernu.nladYtll 1. 6rytl911®IDISLIImILnu✓Yv..dY+lun,rl aep.e.u..rim'na®.rns.qb.,Gwdiid.ue.rin.p.rwrt.no,wdlar.,.xvdxn.r, rt. Oalundo, FL 3283E Jab Truss Truss Type Oty Ply Std. Pac./6811 El C 61711 B11 Half Hip 1 1 A053G906 Job Reference (optional) Al Kwr I KUbb=b, ruK I r¢KUU. M aasab, aeslgntmalvuss.com 6.00 12 3 1.5x4 II 2 5 21 23 22 3x6 i 73 3x4 II 3x4 = 1.5x4 II Kun: 1.bZUa Aar3U 201b Pnnt: 1.5x4 Q 24 Us G 1.5x4 = 11 25 3x4 = Inc. Mon Jun 22 14:38:32 2015 20 II m A 27 • IN x6 = 105x10 MT20HSII 3x4 = 1<" Z&a 10.2a 124a 142i 0.3-0 T-0.a I 32-0 1 M1M11� A A Dead Load Dee. = 114 in Plate Offsets (X,Y)- I5:0-1-12,0-1-121 17:0-3-0,0-2-121 18:0-5-00-1-81 f10:Edge 0-1-81 M2:0-1-12 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loci Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Veri(LL) -0.2011-12 >829 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(FL) -0.4311-12 >389 240 MT20HS 1871143 BCLL 0.0 Rep Stress Inv YES WB 0.79 Hoa(TL) 0.11 7 n/a n/a BCDL 10.0 Code FBC2014TrP12007 (Matrix-M) Weight 841b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP N0.2 *Except* B3,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W4: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-6-0 cc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 557/0-8-0 (min. 0-1-8) 2 = 792/0-8-0 (min. 0-1-8) Max Hom 2 = 335(LC 7) Max Uplift 7 = -273(LC 7) 2 = .330(LC 8) Max Grav 7 = 557(LC 1) 2 = 792(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (lb) Or less except when shown. TOPCHORD 2-3=1305/1129, 3-4=1686/1486, 4-5=468/450 BOTCHORD 2-21=-1965/1755, 21-22=256/1, 13-22=256/1, 3-23=196212043, 12-23=851 l733, 12-24=10951731, 11-24=1095031, 11-26=327/241, 10-25=327/241, 8-27=527/398, 7-27=-627/398 WEBS 9-11=182/366, 5-9=159/336, 5-7=-509/579, 4-11=4231690 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed fora 10.0 psf bottom chord live load noncencument with any other live loads. I 7) • 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. 8) Provide mechanical cennection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 7 and 330 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, noncenarrent with any other live loads. 10) "Semi -rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design - of this truss. LOAD CASE(S) Standard e,mat.mnero..vsry,r,..arulowmm[s(snnr7slnmmurravomoM[manflumtlmm�tonnmle�w vvayaniv,po,e"nnudn.arum.en,u,no,w.m.a,lhool.[ma..armcerilde,umuarom,,.a. m,mm,iuuma.naoo,rr �v1a«m,lm rmm�awmal.nimonwacal,.umoapnmm0•.sxaarymm..la.,dw.rno,m..m..w�.,.rim,n.1,d,.a.ria„hr,roaarcryme,eµ,dr..:rxuera.j xloeneme..ry.,,a"ml. u,e„5,.,,..vr .re.r,•aa.,. MANUEL MA9IINEI, P.F. wa. 11W.,.. .... .,m.ulrgeroq..,,i,loam.endn,nGro.ncn.l.aedx.r.a.,,ama. m,arn.ddn.mo..e,ntuna„ramrm,,,lwarr�+a.a,l.armwn,m...emme<,emam. #047182 ,.,ranoarydn+arom�yo.aymaeaa.m. rewa,w.non.mu.mwrmrc.,.,anal„:an.alnnPomnmmxnrymmma..nnpwaiaaarmaavomrim,.root"ommgme..anlamnm.,.,m,aioa,.aem.,a,n,u„,uur.,,h.,:owom.ea,m.a 10019O011103(ir. Im„Ilarum..,..a,,.m,.I,.a.rMur.s.r.ns,d.n.i..,mnbmrmm.:..a,n mh.no.y.r.a.aam,1.l.v�.ro.ny.�.h.nsrv,*rrs+..l.mno^v vo[.r„w.unm,...,lmm:lnl. [,60.01011al Pan..., m..IWni.e,, rr. l.MdmMa dL da Aa.,r lwgn OWW.Awiffn !Wo hemkl lanm,a> amollim ,H. Orlendn, It 32832 Job Tmss Truss Type Qty PN Std. Pac./6811 El C A0530907 61711 B12 Half Hip 1 1 Joh Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek industries, Inc. Mon Jun 22 14:38:32 2015 Page 1 ID:cS2yUAsdnW4V5ztDl W WpPzmH46-IBk—H0xzl Ht? VVWOZn7KbS1 ydiAlwTDwOPRSXWz315L 4-0-0 329 &2-0 1W 142-0 74-0 3-2-0 5-0-0 54-0 n 46 = 3x4 = — - 1.5x4 II 3x4 II Dead Load Deft. = 3116 in az-o S2-0 1 sza 5 _ar0.10Jrr 13d-0 faaa lazy a 12 Plate Offsets (X Y)— [2'0-3-8 Eduel f4'0540-2-01 [6�0-3-0 0-2-121 [7'0-5-00-1-81 [9'Ed0e 0-1-81 111:0-2-00-0-41 LOADING(psQ SPACING- 2-0-0 CSI. DEFL, in (loc) I/de0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.19 10-11 >869 3160 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.3110.11 >536 240 MT20HS 187/143 BCLL 0.0 Rep Stress Inc' YES WEE 0.81 Horz(TL) 0.14 BCDL 10.0 Cade FBC20141TPI2007 (Mabix-M) Weight: 77lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP N0.2 *Except' B3: 2x4 SP No.3 WEBS 2x4 SP No.2 *Except' W3: 2x6 SP No.2, W2: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bacing: MiTek recommends that Stainuzers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 6 = 53910-8-0 (min. 0-1-8) 2 = 81110-8-0 (min. 0-1-8) Max Horz 2 = 263(LC 7) Max Uplift 6 = -254(LC 7) 2 = -345(LC 8) Max Grav 6 = 539(LC 1) 2 = 611(LC 1) FORCES. fib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1409/1506, 3-0=-198712172, 5-6=212/255 BOTCHORD 2-20=2391/1889, 3-22=-3030/2475, 11-22=-441/541, 11-23=588/498, 10-23=-588/498, 10-24=337/299, 9-24=337/299, 7-9=22/257, 8-25=-399/327, 7-25=-399/327, 7-26=736/627, 6-26=-736/627 WEBS 8-10=0/280, 4-8=0/269, 45=-644f717 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf BCDL=S.Opsf; h=25ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • 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. 8) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 254 lb uplift at joint 6 and 345lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.01b five -located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard x..y.r¢nrm.•¢wrr,...¢, Fl roornawnnnllwnlnnm AmrmmumlanrfT+nr7Amonmuulrre. rear a.K.rnn nn,'near,.eruruery.or..yllmlwrmrlmrn r,rr.re,r..wa Mn.m rnr¢n.:ew.alm..v MANOFL MARTINR, RL auFrmre.lulm maknal.m.mDhlr.ruA,.n.n DrulrugmnRrlP=drdyanlrlr,Mwurmompn.m.r.rgle.r/Inr,vbti.rrlml•nelrrwaripr+rtrtrgrd¢r,.lsun,arp:IrasvarmD.rr..renmL nraevp•.r.gmr.lirrr.6e.n. �' ,vnvtiM1lr.dvnvlrA,imrrlm Ml.i¢nli,tlur.pmbtryd¢.nrmr.MD.mivmEu'neCv9rnrt¢rWVmgnnllm,u ArmnprldrllG¢•IILMkdFui6^lydvarEml mrrvPvrdtlMmBnlgr"d•udrFrin,xldnhllnn^n,luRr•Irm0.rWNMry,IvnM¢e #047112 r,wvrvlFrydnrlyllteg Detil•erenl (unmet. Al w4rurvulp Or NDmd Ar yvrMrenl DrWrw,allb1,i44p LnV^rT1vIMIiAumefi^rpnOpoYiJ,ra1r111 mdLllbuelrmxrEln O•emllulk^mJkl 64n¢eru...&,Ip Wd IArlJuu U0,.J. NO, t.... . 1m,Ymm..n,.sr,.a:,.Inee.xlr,Lem.pna.pa..r¢yrymwI:.bwr,¢m,.nayrf7:rr.axma.r:wyomo^n.urrrsromiy:..nm.gna¢y 06016b,11—....dAIM nll. Io019 CAor ron (ir. bmgaomis¢umnmm.¢wdlbni.x rL ur.e.n.d a Am AAiN ^rl.gnwm,r.,. u—dn ,LL Odondq FL32832 Job Truss Type Oty Ply Std. Pac./6811 El C �Tnuss 61711 B13 Half Hip Girder 1 2 A0530908 Job Reference (optionalt At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com 6.00 F12 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MITek Industries, Inc. Mon Jun 22 14:38:33 2015 1SX411 B7 28 2X411 29 Ir 26 27 14 3z4 = a.e 1.5x4 II Sxfi 4x4 = 2x4 I I Deed Load Del. = 1/8 in 5 6 T2 VJ4 J+ B4 3x6= e 3 37 4.6 = B2 5x10 HSII 12 30 31 32 11 33 34 35 10 1.5x4 II 3x4 = 4X6 II 324 r 32-0 1 6-24 3. 36a See Z]-0 I Z]-0 3-7-0 430 =1" 0.1W 0612 Plate Offsets IX l)— 13:0-2-11 Edoel 14:0-1-8 0-1-41 18:0-5-0 0-1-e1 110:0-3-0 0-1-01 113:0-2-0,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. I in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.14 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.23 11-12 >715 240 MT20HS 1871143 BCLL 0.0 Rep Stress Ina NO WB 0.91 Horz(TL) 0.11 7 We n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) I Weight: 155 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except* B3: 2x4 SP No.3 WEBS 2x4 SP No.2 *Except* W4: 2x6 SP No.2, W2,W3: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6.0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7 = 107410-8-0 (min. 0-1-8) 2 = 1130/0-8-0 (min. 0-1-8) Max Horz 2 = 191(LC 5) Max Uplift 7 = -666(LC 5) 2 = -616(LC 6) Max Grav 7 = 1368(LC 30) 2 = 1130(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. TOPCHORD 2-3=-1877/1041, 34=-2726/1596, 4-22=15OW776, 22-23=1509l776, 5-23=15091776 BOTCHORD 2-26=1405/2297, 26-27=253/360, 14-27=-253/360, 13-14=-27/264, 3-28=1684/2765, 13-28=760/1254, 13-29=-991/1557,12-29=991/1557, 12-30=100911597,30-31=-100911597, 31-32=100911597, 11-32=1009/1597, 11-33=-463/926,33-34=463/926, 34-35=-463/926, 10-35=463/926, 8-10=142/629, 9-36=70311268, 36-37=70311268, 37-38=703/1268, 8-38=703/1268, 8-39=116612193, 7-39=1166/2193 WEBS 4-12=309/675, 4-11=-410/285, WEBS 4-12=309/675, 4-11=4101285, 9-11=38/462, 5-9=0/381, 5-7=2191/1153 NOTES- 1) 2-ply truss to be connected together with 12d (CIA 31"X3.25") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc clinched, 2x6 - 2 rows staggered at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 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) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical right exposed, Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 9) • 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 666 lb uplift at joint 7 and 6161b uplift at joint 2. 11) This truss has been designed for a moving concentrated load of 200.O1, live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) "Semi -rigid pttchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 106 lb down and 115lb up at 6-2-0, 72 lb down and 89 Ib up at 7-0-12, 72 lb down and 89 lb up at 9-0-12, and 72 lb down and 89 1b up at 10-10-12, and 72 lb down and 89 lb up at 12-1-12 on top chord, and 244 lb down and 181 lb up at 6-2-0, 241 lb down and 41 lb up at 7-0-12, 241 lb down and 41 lb up at 9-0-12, and 241 Ib down and 41 Ib up at 10-10-12, and 241 lb down and 41 lb up at 12-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert 14=70, 4-6=70, 14-16=20, 10-13=20, 7-8=20 Concentrated Loads (lb) Vert: 4=49(B) 12=244(B) 22=70(B) 23=70(B) 24=70(B) 25=70(13) 30=70(13) 32=70(B) 33=70(13) 35=70(13) x..y.elmean.d4n.dmwu mwnaln(marl®IumurlmionwsrmAulrmnr7lmmnlDurnlrw. rcdrdmprnwemwmlm.ralamnDmp u..:11�1®dwseQleemscer.lanrmurnwew. aaurnv.�swre.eet60.W M,ANUEL MAPIINR, P.L aubr..a.rinnaaa„al.iandnwna e.rm.6Mey'..ofn,srrdapxr:rnd�4,«1m.rmD,mr,r+rn.nrn..dmr,.hh„M1.drrr:.n:d rnn,anhln e.MTdm.,b♦irlm,arr:ela,brmD.ry..lr�mt meeag r.,mymr,wsy,rrrae.� ',Nvetiyv.duvdiM,LVJnmraddlyi,A,rl'{Jr,aSryAibdnn.ArO.en'uo0nurdgmerArM1'ryDnlpen,i,AemnndArlrSi6rilCAehdbuMulMnrdR4l.IM1re6W%vlrlArlDDenEenY6e4uuAAr irr,bk4dnrbvvlAigvkm6r.inbFvti»endNmlryvM1dlbAr #U4I181 ngenLM1rydi6r4iILmlAetlgweNemmu. YvmrvmrpYOurDJeNileprrrunmlp:dJndMldNn1(mnrwL4rylrlmm6nplSpp66,MdhmdY[IvurdnverelM1rW^rnlrM:n IM1I dduvAvreywuimAnrdAonelrtelunpapva,lmnluhnirpneereel 10019 (6orNon (ir.� ImvYeedvrmn, WnrYiNu1d.96retennweeleruinLrlYip"MhMUL M1iinvNyefg+eaiveNhDiYy M,q.nrLnrlpemle¢mbgYiLLy eAryadnedinmm.nlicd Ylnl. oDr"sd+9soul.n.nm,n.lm.dx,narr.rs. r.n.r�.lmi,dx.:we.,i,x.eaaN:n.yin.prm,.imbr.kllrw„n-u..ae.,;rr,ri Odondo, FL 32832 Job Truss Truss Type Dty Ply Std. Pac./6811 El C AO5309O9 61711 B14 Half Hip 2 1 Job Reference o 'onal At ROOF TRUSSES, FORT PIERCE, FL34W,design@a1tmss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Mon Jun 22 14:38:34 2015 Page 1 ID:cS2yUAsdIwV4V5ztDI WWpPzmH461ZskiizgZu7jmpyxuOM3XS118_33xBIEgwybPz3j5J 5.16 1064) 12-0 12 61.6 54=10 1-10.12' 3 J3x43x4 G 4II 2 12 8 13 7 14 6 4.611 1.5x4 II 4x10 = 5,6 — 12-so Dead Load Dell. = W in LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.11 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.18 7-8 >820 240 BCLL 0.0 • Rep Stress Ina NO WB 0.53 Hoa(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight: 85lb FT= 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W3: 2x6 SP 2400F 2.0E W4:2x4 SP No.2 WEDGE Left 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-11-9 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 7-2-7 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, m accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 6791Mechanical 6 = 11371Mechanical Max Horz 1 = 670(LC 8) Max Uplift 1 = -86(LC 8) 6 = -703(LC 8) Max Grav 1 = 679(LC 1) 6 = 1137(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-912/220, 2-3-181/124, 4-7=-239/378 BOTCHORD 1-12=958/691, 8-12=958/691, 8-13=958/691, 7-13=958/691, 7-14=791/678, 6-14=7911678 WEBS 2-8=-03/330, 2-7=457/607, 4-6=119711396 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opst, Standard h=25ft; Cal 11; Exp C; Encl., GCpl=0.18; MWFRS Vert: 4=-700(F) (envelope) and C-C Extenor(2) 0-0-0 to 12-64 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked fora plus or minus 0 degree rotation about its center. 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 3-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86lb uplift at joint 1 and 703 lb uplift at joint 6. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical pudin representation does not depict the sizeor the orientation of the pudin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 13) 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 (plo Vert: 1-3=70, 4-5=-70, 6-9=20 Concentrated Loads (Ib) s..y.nra.m.ygre, ftlImorlmn MUln1am innr(wolpn ma,,.emelr.wdme.rm.rd aANUEL MAi11NE2, F.L r'ruh—.rhl.M4ew 1.NeNo.61oH11.umR,.Firimnre.IpoeArbpmull4„deeverl0oreanmmnaymedYepouvimleepeagre�ry raee;enRe wt um, derhdm IN looedr. Mr. A M} n,q"iew.4arnrsGlo,. 'vinWlrmdnedlMin.Imogl.Weri,IN,epmr31ry4d.Oen.INOnnlnmw'ndryenxdeldFgOngen,kR.wnni0e11C5.11LrteWffvlPmrWao,dint.n.oppntltlMni0m0.g6eH.r.AIF.rrvn,iedePnrfwlFp.mrz5e.lemPa:medhrviier,,AA1.M #047182 mpowb6ry.IINPtitlielprognerM[wlrnrev11meu,ImIMINN�WtbpnrAmm�lpuibNndMeliL+al(mpmmLbMl&rroNgllfl;potNhdlrl11eM9(lmmblenndbgmenlryHeeuJKI d6nr Me nmondi4Gf ad M.M.. unWIII—DWIn lg-t1-d 10019 (harlon Cir. Irm,:®(.m.,,.m.:.ar.,.d.r.dN.wrr.n.dw••�•rrrM.lwm:.4r.r mun,o.N.h'•,er:rme. u;weaeu.aspe..Nwe.rmormrldy nopeeeredma,.ee,wr.d:ml. [.nri1b01d11 Al rmarr.,rw.u..elum:.,.rr. ux.d.waen.ew..et:.rr.nr•ealyd.in.rs.on..l„m6e.a•11.nm,w.u..nr.r.,.ec 0rlaodo, H. 32937 Job Truss Truss Type Dry Ply Std. Pac./6811 El C 61711 B14A Half Hip 1 1 A053O91O Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL34946,design@albuss.omm Run:7.620 s Apr 302015 Pnnb 7.620 s Apr 302015 MTeklndustries;-lnc. Mon Jun 22 14:38:34 2015 Pagel ID:rS2yUAsdrwV4V5ztDl WJVpPzmH46-iZskiizgZu7jmpyxuOM3XS118_33xBIErjwybPz3j5J 51.6 i1pb0 2,4-12 S-1.6 5d-10 1-0-12' Dead Load Deli. = 1/8 in 8.00 Fl2 3x414 O 17 8 18 7 19 6 4x6 II 4x10 = 5x6 - I- s1a 1 6 t2+12 S1E 6a.10 AW Plate Offsets (X Y)— rl:0-3-0 D-0-11 12:0-1-12 0-1-e1 f6:0-3-0 0-3-01 r7:0-2-12 0-2-01 111:0-3-0 0-0-81 rl2:0-1-9.0-1-61, rl2:0-5-1.0-2.61 LOADING(psf) SPACING. 2-0-0 CSI. DEFL, in (loc) I/deg Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(L-) 0.11 7-8 >999 360 MT20 2441190 TCDL 16.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.18 7-8 >820 240 BCLL 0.0 ' Rep Stress Inch NO NB 0.53 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 94 lb FT=0k LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'ExcepC V43: 2x6 SP 2400F 2.0E W4: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-11-9 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 7-2-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. - REACTIONS. (lb/size) 1 = 679/Mechanical 6 = 1137/Mechanical Max Hom 1 = 670(LC 8) Max Uplift 1 = -86(LC 8) 6 = -703(LC 8) Max Gmv 1 = 679(LC 1) 6 = -1137(LC 1) FORCES. (III) Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-9121220,2-3=481/124, 4-7=-239/378 BOTCHORD 1-17=-958/691, 8-17=958/691, 8-18=958/691, 7-18=958/691, 7-19=791/678, 6-19=791/678 WEBS 2-8=43/330, 2-7=457/607, 4-6=1197/1396 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsi; BCDL=5.0psf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0.0.0 to 12-64 zone; cantilever left and right exposed ;C-C for members and forces S MWFRS for reactions shown; Lumber DOL--1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water — pending. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) , 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. 8) Refer to girder(s) for buss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 Ib uplift at joint 1 and 703 lb uplift at joint 6. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12) Graphical pudin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. 13) Hanger(s) or other connection devioe(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 14) 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 (pill Standard Vert: 1-3=70, 4-5=-70, 6-14=20 Concentrated Loads (Ib) Vert 4=700(F) mi,ZN,arvnau6.rnartrmcnha,aa lranwe.y.pr:n6•.sr�aryve.rbkrr+.r.rmorrrrwr.nnp..awr�ar�rrr erwrew,asr�+a.erw.aa,µnm---IrI MANNIL MARINE2, P.E. I aaosea.con.in,u.ninnurnn6earn!=naanaaro..n,mro..erYromNman.n.m.r:innoaye. umrn,n.ramrner4neabd In vurami. mA,., M..Irnnaa.namrhn,�niesnsadr.�a,..s.,�nmr warxn.r.rwser6n #0411A2 nrlwuliip NNlWtlNp6tiyerN4nre0er.11W,beNiiNNJtlprpmp,NgdLimellMlNblrrnpueelL6rylolnmo4oann4loMWEIr In NLflu.rAnrua.C,.d ...... nEonaernpnbtliMrmlEvtlndlM4ntW4pfm•IrunOnipt4g5ue,ed 10NI9 (hodton Dr. un,rdm,n,ra,.rme,ane.6rk.rnemsrw6.Mrrnrm+sane ibun,urw�nmrnireme. r:a.roewrrvonnW,ur^n,=rk�q rlLpa,.f mn,..:.udkm.l. (an,UQImsc.u.nnn.,.umrm,a.,.rr. urrmnr.aa,e®.t..re-.ri+ .A W.,aiw6e.xu.aJt I 01ando,R32932 Job Truss Truss Type Dry Ply Std. Pac./6811 El C A0530911 61711 CO1 Half Hip 1 1 Job Reference o 0ona Al ROOF TRUSSES, FORT PIERCE, FL34946,design@a1truss.wm Run: 7.620 s Apr 302015 Print: 7.620 4x4 i 1.5x4 11 6.00 12 8 9 10 3x4 4 7 1.5x4 1 1.5x4 II 3x4 G 6 45 1.Sx4 I 3 1 0 d �5 2- 14 1$ W6 25 13 26 12 27 28 29 11 4x4 = 4x4 11 6x8 = 4x8 = 5x6 = 3x6 = 3x4 11 3x4 = Mon Jun 22 Dead Load Dell. = 3/8 in LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (too) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.31 14-15 >864 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.5414-15 >497 240 BCLL 0.0 Rep Stress Ina YES VAB 0.94 Hom(TL) 0.13 11 n/a We BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight: 174 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B3,134: 2x4 SP No.3, B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Strudural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 9-11, 7-14, 8-11, BA2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 = 1102/0-3-8 (min. 0-1-8) 2 = 1141/04-0 (min. 0-1-8) Max Horz 2 = 660(LC 8) Max Uplift 11 = -574(LC 8) 2 = 400(LC 8) Max Grav 11 = 1102(LC 1) 2 = 1144(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2477/2221, 34=-1835/1257, 4-5=1509/958, 5-6=1406/972, 6-7=1 51711222,7-8=8231212, 9-11=2471287 BOT CHORD 2-21=3656/3351, 21-22=628/220, 16-22=-628/220, 3-23=-1630/1393, 23-24=1 63011393,15-24=1630/1393. 15-25=196911621, 14-25=1969/1621, 6-14=311/525 WEBS 4-14=372/539, 12-14=720/660, WEBS 4-14=372/539, 12-14=720/660, 7-14=1150/955, 7-12=848/1195, 8-11=848/1007, 8-12=115011037, 3-16=01313 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water poniing. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencument 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, with BCOL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 574 lb uplift at joint 11 and 4001b uplift atjoint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconwrrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard x.q.rlmruaskryrm.rtruwmnorninnrlmew mw[o®non[mrnlfmnllmonrvurprm. rNiery.pm.rra,w».wrmuw�m.;q(nsi®imwNrrn.cnld<rr.,uaerm.r. mrrnr�dr.wa.IM1lm. W Nirl.0gla ad NYM1M•ddbv4ruleYyvLgunpe,fpealryl.�enl Yruda.rmYrtw•wXr°•v.•R••dmrpJn:ndr.jmyrnpa35ry Yf.LYp J6rrg44nvkp'vNvMNJ.Iy.•hrnLl.Ml.opercge.tbermlr.6nv>, aAN11Fl IAA911NFI, P.E �uit&nrNvud,InlmJw FllJ6ntlrCrtrryaub6rydMOvrn.b YwxYNnuJvleamlM1viddiryvnyer,.lArmertnd ArllGMeVCa•IwdAid'nimdrnd1111. Aroppxol dllriJYndryfirldvwallArt,un,6hJvi Aod4rymgv,in6fnb•vl4er�ryJavMM #041182 mptilirydlMI gdupvenifMrmr. IOnvbrXeNIVMVIpYNMIraMnwEpriddbm NVlF Lhlfly lWANN,wwTrpvlkhr Fmva4Yny hWkl AY lerirkidWdrve.lfnkd 6M 1. mMMnudd,dr,o111uirnrgYlvr,LuuvrtiMNlluereel o.wrt.rmwn..awdw,dndeS.iM.wmy,wdynl..rrlkJwmmwra Is,1,mdvi•tynlumwi:a'aguymnwntra..vi•p:rnwergmarg nrgle,wlwe,,..wddndlrmr. 10019 UorHon Cir. 5,iiiiO2115lA INfrnwr.11®.Jwc.r,,u.ugs.n.ais, r., M1pdtiWC%. iNAA,A,l h- 1rt Orlando, Ff. 32932 Job Truss Oty Ply SM. Pac./6811 El C 61711 CO2 Half Hip 1 I 1 A0530912 Job Reference (optional) Ai KUUP1KUbbEb, FUK MEKLE, FLa4 b,aeslgnfmalvuss.com 1.5x4 II 12 LOADING(psf) SPACING- 241-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2014/rP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 'Except* 83,64: 2x4 SP No.3, 32: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Raw at midpt 9-11, 7-14, 8-11, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 = 1102/0-3-8 (min. 0-1-8) 2 = 1141/0-8-0 (min. 0-1-8) Max Horz 2 = 660(LC 8) Max Uplift 11 = -574(LC 8) 2 = -400(LC 8) Max Grdv 11 = 1102(LC 1) 2 = 1144(LC 13) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2477/2221, 34=-1835/1257, 4-5=-1509/958, 5-6=-1406/972, 6-7=-151711222,7-8=-823Al2, 9-11=2471287 BOTCHORD 2-21=3656/3351, 21-22=628/220, 16-22=-628/220, 3-23=1630/1393, 23-24=163011393, 15-24=1630/1393. 15-25=-1969/1621, 14-25=-196911621, 6-14=311/525 WEBS 4-14=372/539, 12-14=720/660, 16 4x4 = 4x4 II 3x6 = 3x4 = Hun: /.52u s Apr 3u 2u15 CSI. TC 0.91 BC 0.94 WB 0.94 (Matrix-M) 4x4 � 1.5x4 II 6.00 12 8 9 10 R )i 13 26 12 27 28 29 11 6x8= 4,0 5x6= 3x4 II DEFL. in (loc) Well L/d Vert(L-) 0.3114-15 >864 360 Vert(rL) -0.54 14-15 >497 240 Hoa(rL) 0.13 11 n/a We WEBS 4-14=-372/539, 12-14=720/660. 7-14=11501955, 7-12=848/1195, 8-11=848/1007, 8-12=1150/1037, 3-16=0/313 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDLm5.Opsf; h=258; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. I 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument 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, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 574 lb uplift at joint 11 and 400 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end rudty, model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mon Jun 2214:36:35 2015 Dead Load Dee. = 318 in PLATES GRIP MT20 2441190 Weight:1741b FT=O% emiy.wme X.nrWu,4.@.•R-1 martaystmu111Rnwlnunmrmnps2slmmrrymrlReopmmmRORl.,. mryewp.p.r,m,w,wrwnm,.wmnoe,;pea..aoPOgwru.elwneN,nrNumueNmM..><. manreoon,.wd.l.m0.wr MANVEE MARTINEZ, P.E. nmrmma, rmn,delkewwlNmDRuwX u.w„edgy'mmD.e,iprimrybde,mllFeudwerymD,enr,.mn.nrm.a@ep,.m,ir,aeel'mm4rre,p.,acry4ram a,yaXe,fi,p,umarpi,ednikm4nlr.wrrml. mrmg..,,.mp:nlee Q"'hdn,, rema%rvdmed@LlmnlnmR bD@g4Mnynu4lpyaXr Oem,@eD.nrbeAx4depenmd,IdimrOnipvyM@enelma@rllq%eltGXelvi6,Mml,deeed Rol.lAevr%o..IdMnIJDndmrfiMmedlFeFm,,ivbtrmrFmnS,y,q,gemMORm.ndMrignFel bAn #O4i187 raMeu3H/el@, WIEe9OeupevrwlmM1me,.nmhvSNeN@@r2OeWdrymduwelpddan,tl XeNiF1'mp[enlemnrLleryleMwtleo PlSppuLI,Md F11%mdLnmpMunndln p<eeNl'akme. MldeGu@enpondilltlerw4Oe,ollYlmr Fti9rn,lrvu4eti9eb9mraml ImvYmbMn,dnveMrau4Futlllelmhvl®w,pimbeylreppmN,NeM1ed IYLm WpdgbnbRpll4r IUM9aNp+,m4m5yY®fmpwv Nrn%4rLam napinlmmrnneauel Yl141. IRRIP (IIOIMDp (If. (.,,tIQNI5A4 9-1 Km .,P1. tepv@eXmJ4 lmwel,iMlugXold115vinmPrm WeshemLlRealn,m-RowlYmfaSrt Orlando, R 32932 Jab Truss Type Oty Ply Std. Pa /6811 EI CJob A0530913 7COs3 Half Hip 1 1 Jab Rare2nr4: o iona At ROOF TRUSSES, FORT PIERCE, FL 34948, aesign@attruss.com nun: r.UU 5 Apr Ju zuiJ ram: r.b2U SApr JU 4x4 = 1.5x4 II 6.00 12 8 9 10 3x4 G 7 LSx4 I 4 3x46 . 15x4Q5 4 3 1.5x4 II 2 md 1 �5 W23 74 25 16 t3 2627 28 12 29 11 4x4 = 4x4 It 6.8 = 4x8 = 5.6 = 318 =. 3x4 11 3x4 = '21 94741 15-3-11 I 2038 1 3.2-0 5108 112 4-11-13 24)-0 li Dead Load Defi. = 3ra in Plate Offsets (X Y)— [2:0-1-0 Edael [3:0-4-2 0-1-81 [8:0-2-0 0-1-121 [1 Y0-3-0 0-3-01 [14:0-2-12 0-2-8][15:0-2-0 0-0-121 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Ltd PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.94 Vert(LL) 0.31 14-15 >866 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(FL) -0.5414-15 >494 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.97 HoaCrL) 0.13 11 n/a n/a BCDL 10.0 Code FBC2014/iP12007 (Matdx-M) Weight 1751b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except* B3,34: 2x4 SP No.3, B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or4-8-6 oc bracing. WEBS 1 Row at midpt 9-11, 7-14, 8-11, 8-12 MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 = 1138/0-3-8 (min. 0-1-8) 2 = 1122/0-8.0 (min. 0-1-8) Max Hoe 2 = 664(LC 8) Max Uplift 11 = -612(LC 7) 2 = -389(LC 8) Max Grav 11 = 1138(LC 1) 2 = 1124(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All tomes 250 (Ib) or less except when shown. TOPCHORD 2-3=-243212171, 3-4=-1785/1196, 4-5=1462/904, 5-6=1359/919, 6-7=1480/1184, 7-8=758/650, 9-11=341/413 BOTCHORD 2-21=-3595/3292, 21-22=619/212, 16-22=-619/212, 3-23=1587/1352, 23-24=-158711352, 15-24=1587/1352, 15-25=-191911675, 14-25=1919/1575, 6-14=327/551 WEBS 12-14=-669/598, 7-14=-1172/976. WEBS 12-14=-669/598, 7-14=1172/975, 7-12=852/1201, 8-11=788/954, 4-14=366/529, 3-16=0/315, 8-12=1163/1040 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extertor(2) -1-4-0 to 24-7-8 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 2-041 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 612 Ib uplift at joint 11 and 389 lb uplift aljoint 2. 8) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9)''Semi-dgid pitdlbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ...y.n.run.rygm:.w•riamnam(mn1avlrumorrognnoeovacrruMlmlrcnaumlrins rmeleK+r•rmwrrarwm.r.mxmwa.,,m.irgVoyrmwnamm,rlwrrm.muom.w. msorrl:r.he,..d.Mw..q MANVFI NAYiIND, P.E. �IEtalwrdnplwndaMMl.lYmnlr,dd I,.uawkvgrr%am....IpuaryarirwlMua..rymorrP.mar.mnp,.dMP+,a.=Inj«nymq.ra�slrl.e.Y,y.ae.,ylrtrmra:nedmlwlw.ry..anml. meddyn,..ld,,rwrr.ce.,, nAoiarndmrdlNlirovlwmr MlanghtxrrymibNrldM1.Om,ll•O..eirmgn'rwlegmnRrlwkyAn'gmr,u Rrwevnd PrI141E.1[GMMdIvifMmdavrllnl. MorPewldrlriMmdr%6NvvdMvimimlederlmd`aW*mnly, i,mladmdYvrlryrMOb Ar #fi(%IN2 mPniE4rytl Or W4u%byvrml4enMer. lAm4ftMMYILN9eJpr FlrlerrwlrylYlxrAlNlriYig4nrrmnLlglnM1rMrmryISI;M1kaJlllgml Y(lmmlmxMlxpweNp,ilm Ihl EMnlAernpvSliMrmldMlellMlnppJgm,lrvnvr,ynt%ivereel 10V19 (M1odton (ir. ImeYrbnn,m4nrWMu Ylndllr MlNyrrtl%mnvl�IyeAprs,6xM1A MlimrA,gvl%'vvn1AIM W'4%bupmrmLvrslrunvf%rerlxrylelErq IYLpImedlnwtmrnldndilnl. LpgnnaOnIS41 r.almul.Ym.dun'vn,rf. ggi5valwlo.n,igbmkPirlid.�ivinmprtlNeErxkl rdlmw.11�lYuvSrL Odnndo, Ft 3113T Job Truss Truss Type QtY Ply Std. Pac./6811 El C 61711 C04 Half Hip 1 1 A0531114 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIEROE, FL 34946, deslgnQaltruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Mon Jun 2214:38:36 2015 Page 1 ID:cS2yUAsdrwV4V5zt01'AWpPzmH46eytV70_45 VvNR176KOgOXct6K3ooPrvXJ1 P3gHz3j5H 21 1 13-6-7 1 1838 I22312�4tiA 32 2s61 b1 615 2' 4x4 � 1.5x4 II 6.00 FIT 7 8 9 3x4 i 6 1.5x4 II Sx6 5 W Va 1.5x4 II 3 2 C 1 1 13 ig 21 23 75 24 12 25 11 26 27 28 10 3x6 = 4x4 11 4x4 _ 6x8 — 4x8 = 5.6 = 3x4 = 2x4 11 Dead Load Deff. = 3/8 in LOADING(pst) SPACING- 2-0-0 CSL DEFL- in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vertal-) 0.3013-14 >885 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.53 13-14 >499 240 BCLL 0.0 • Rep Stress Inc' YES NIB 1.00 Hoa(TL) 0.13 10 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight 164 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP N0.3 *Except* B1: 2x4 SP No.2, B2,B5: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-2-8 oc puffins, except end ver8cals. BOTCHORD Rigid ceiling directly applied or 4-8-12 oc bracing. WEBS 1 Raw at midpl 8-10, 7-11, 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide. REACTIONS. fib/size) 10 = 1138/0-3-8 (min. 0-1-8) 2 - 1122/0-8-0 (min. 0-1-8) Max Harz 2 = 601(LC 8) Max Uplift 10 = -622(LC 7) 2 = 410(LC 8) Max Grav 10 = 1138(LC 1) 2 = 1127(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-2429/2163, 34=-1790/1281, 4-5=-1461/999, 5-6=-1429/1168, 6-7=911r798, 8-10=355/433 BOTCHORD 2-20=3516/3286, 20-21=619/224, 15-21={791224, 3-22=1561/1349, 22-23=1 561/1349,14-23=1561/1349, 14-24=1895/1579, 13-24=1895/1579, 5-13=220/379, 11-26=-353/314, 26-27=353/314, 27-28=353/314, 10-28= 353/314 WEBS 4-13=387/564, 11-13=773/819, WEBS 4-13=387/564, 11.13=773/819, 6-13=-991/822, 6-11=-794/1105, 7-11=1008/945, 7-10=801/924, 3-15=0/312 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf,,BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by ethers) of truss to bearing plate capable of withstanding 622 lb uplift at joint 10 and 410 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any ether live loads. 9) "Semi-dgid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ..wp neuunryWnmror-dnomtumntwnlmlwmnplmunoarpvontmm�7Emonnaunriw.I er,Iperrrvann.rr..derv'.elrumurlprdr.o,NoNre<u.nwuacrr_Idn,a.wah,dr.w.pnnrMr.Iwuere.Mrm,.y MANDILMAYTINE1,1`1 ntel,wenu pLrn,WM1.W InMNpgYeva drrb.uonip.ty�wnM.tpvrldryiymnlde„dwvnxoreonem.m,ery.1C&&rmlerylwvrpprnpn�lry,vpVPd ODW,dd-16eloo W.ovdnmt Mdeapre,wmpmn.Mtruywlmeq f wnodpryeeduudrohlrwvlwwrbreiNhMmpw,a4rytlMd.n,,Md.nlwdndrdrpedndeldkrpnlpnr,NMwmndrorl4LMRUNIndlveigwdvndWL nrvppnddMlpprdrnYGddunald,irwyin4dar Endfu,p.,nnSr.InWenvnmtlhrwlq,,blbrov 1i 041I8I mluvE4ry NlbrddiMddlonvkrtlNa.nNutleNirNNirJNrprrNnvodpi4M1.droeldtlup[wpRUT NUYlrMI.,NIfl poh4rhrdh111rN" rrLrmrdb4ernl YYdew.iFl demndennwrdnW Wdebrd MlunM1ugvn,LenUWlnOperuerd im,dw.M1W.,,rdn,.mrNne,unFro-emyr.,d.p„'.wryryap.enaa�a mrun,orop•iy:rM1lrprtmr urMpo..pnr.uvnt.renuy.rrmedmay wryxredme,,..nddeunl.i. 10UI9 Charlton (ir. rnriF�l®1msdndm,nr-ii..aiiw..,ri. LYn66rrdd'ndumµovvrbm,i,pi3nd.ill.rioupxmi.iu6w41 pvdlmvoYuJYns51t Orlando, fL 3IE3I Job Truss Truss Type Qty Ply Std. Pac./6811 Ell C A0530915 61711 C05 Half Hip 1 1 Job Reference a liana A7 ROOF TRUSSES, FORT PIERCE, FL 34946, deslgnCO.a 1.5x4 Hun: f.6Lu s Apr au Za56 Poor. r.bzu s Apr au zulb mu ex 4x10 � 1.5x4 II boo 4x4 II 4x4 = 3x4 = 6x8 = 4x4 = 5x6 = 3x4 11 3-2-0 9-0-8 I 16J-8 I 22-3b. 32_0 5-10A 7-3-0 6-0-0 me. moo dun d, Id Dead Load Deft. = 3M in Plate Offsets (3(Y)— [2'0-1-0 Edael [3:0-1-12 0-1-81 [4:0-3-00-3-0] [6:05-0 0-1-81 [9:0-3-0 0-3-01 [11 T-2-0 0-0-121 112:0-2-12 0-2-81 173:0-2-0 0-0-121 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.3012-13 >877 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.5312-13 >497 240 BCLL 0.0 Rep Stress Ina YES WB 0.74 Horz(TL) 0.13 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 156 lb FT = 0 LUMBER - TOP CHORD 2x4 SP N0.2 •Except• T2: 2x4 SP M 30 BOT CHORD 2x4 SP N0.2 •Except• B3,134: 2x4 SP No.3, B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-2-5 be pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or4-9-14 oc bracing. WEBS 1 Row at midpt 7-9, 6-12, 6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1138/0-3-8 (min.0-1-8) 2 = 1122/0-8-0 (min. 0-1-8) Max Horz 2 = 539(LC 8) Max Uplift 9 = -631(LC 7) 2 = 424(LC 8) Max Grdv 9 = 1138(LC 1) 2 = 1128(LC 13) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2445/2188,3-4=-1776/1329, 4-5=1480/1104, 5.6= 155111459, 7-9=-401/480 BOTCHORD 2-19=3486/3310, 19-20=597/222, 14-20=-597/222, 3-21=-1501/1332, 21-22=-150111332, 13-22=1501/1332, 13-23=183211563, 12-23=183211563, 5-12=-0171705, 10-25=523/517, 9-25=523/517 WEBS 10-12=-559/511, 6-12=1357/1116, WEBS 10.12=-559/511, 6-12=1 357/1116, 6-10=0/315, 6-9=-877/899, 4-12=326/456, 3-14=0/314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5Dpsf; BCDL=5.Opst, h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedar(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 last bottom chord live load noncencument 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 3S0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 631 lb uplift at joint 9 and 4241b uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard mq.rlrn+ti.ydn,:.m.'4l romrmm(•nllrlanrunmrm.mwnlwael(wrtrldmnnmuemw.r"ara.K.PParnwrmwuc+nnror�ur®nmyrm�rl ftft.rr.unA.mraam..,. mn+ w,d,. umd.mm..p MANUEl NA9iINE1, P.E 6felrvnmpldvrWrkrvllvtrMObMrr6l.IrrlrruNyrry'men0.e,1R�11revLiMvtl.y140repexr<nvrMvrdtrp.hrvr.:ngl M4F.pJ bRd, .JlrroT— d,#H.MrIM.p,vdntlFl.W&u nu per,lnd'q-ft,a, '0OA11 ft.1.1W.-Wm/I0W.6rmpmiad/dXnOrP,6,0.nrtuAm'edq,Tn6r NEAP PON,, be„mrn Oft H,,ern(.MMdkoi6+pdaedlrtl. Aopvad.[UW lmriNnr ditTrn,wv l 1n161 mnlinmMbmd bwl Wlw An #047112 u4rrvMlydRr4kinq J+6P.nd 4mxb,.11®v+srleOYil+NUrd Ar Wv.++Mgtl4gxrrlMnYug4mpwMLlglelnafi,eplfOl+M6+dE11flW5g4murhnmr[MgmNgn2ew lMi6b+6u,ynrt0NrW6ror,olRetu..Lyvv,GonOrtignbpee,nd 10919(horlba Dr. LmYmirbn, Wnav4MUEdueilrr(vvwonndrpunlylreEPrnhN'.d M1l,v+luylq's,vn101 R.4Miypry.inlimfpnlyeevMurkNuy .ALpRredlvmrv,nddnd'm11d1. CoMOO2015 J.1 rdr-4—tlRaftµrJ, ryrd. ddnl®n,:gLv, h p"Idvdl.m.patr twllhtdr .nsJY.4.elt Wanda, R 32832 Job Truss Truss Type -, Qty Ply Std. Pac./6811 El C 61711 C06 Half Hip 1 1 AO530916 Job Reference (optional) A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design9altrumoom Run: 7.620 s 6.00 12 Print: 7.620 s Apr 30 2015 MTek Industries. Inc. Mon Jun 22 14:38:37 2015 4x6 = 3x4 = LSx4 II _ Dead Load Deft. = 118 in 3x4 = 3x8 = 5x6 = 3x4= 1.5x411 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loci I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.95 Vert(LL) -0.23 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.36 9-10 >741 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WET 0.76 Horz(rL) 0.04 9 n/a n/a BCDL 10.0 Code FBC20141-rP12007 (Matrix-M) I Weight 137 lb FT= 0% LUMBER - TOP CHORD 2x4 SP No.2'Except• Tt: 2x4 SP M 30 BOTCHORD 2x4 SP N0.2 *Except* 132: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verOcals. BOTCHORD Rigid ceiling directly applied or 4-8-3 oc bracing. WEBS i Row at midpt 3-1 a, 6-9 MiTek recommends -that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1167/0-3-8 (min. 0-1-8) 2 = 1093/041-0 (min. 0-1-8) Max Harz 2 = 477(LC 8) Max Uplift 9 = -647(LC 7) 2 = 419(LC 8) Max Grav 9 = 1167(LC 1) 2 = 1099(LC 13) FORCES. (Ib) Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1668/1136. 34=-921/578, 4-5=898/612, 5-6=-706/693, 7-9=351/446 BOTCHORD 2-17=157811418, 12-17=1550/1418, 11-12=155011418, 11-18=1550/1418, 10-18=155011418,10-19=-422/436, 19-20=422/436, 20-21=422/436, 9-21=-422/436 WEBS 3-12=01330, 3-10=780/940, 6-1o=tiao/605,6-9�887/878 WEBS 3-12=0/330, 3-10=780/940, 6-10=600/605, 6-9=887/878 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCOL=S.Opsf, BCDL=S.Opsf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All platesare MT20 plates unless otherwise indicated. 1 5) Plates checked for a plus or minus 0 degree rotation about its center. 1 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 647 lb uplift at joint 9 and 419 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard e"an_vo-mromwpryr.ran.1.nomllals¢t�ulrmmnmlmlmlwnmlowlnwnldmonlounllr lmn eeharapepwmnm®Brad.s,.Yremory.on.6lMalml ReYmnwu.netmumwen.w.w. mr vem.wwre.mrvo,ry MANUEL MARTINEZ, P.E. soda."rlap6raddYmalmu,RlYh.oa.d,.ur„pNrr.pi"nGr.sRrldrylepwmlroaanarmorrymrnanrrpm.dlrrmMaaolagl.rr'myrev.,Yahmarhageame;.rkumargrtde.rkao..ry.wavml.m6rym,..gr:a.lmmlrrde.,, ' aaeYlryoamrNrokrronln.RWlim9l,Mrrwrib'LgolMOrwr,RrO.rertrutlwiwlnnlmllrldd'agpngm,hMrr®ngdMlryMrRCtMtadfddunelveedR4l. RreppereldrlvNOonavpfialuuofMlrvrl,hrVmlAwdfywrryr,inMerivnerdprviwq,Ib9bAv #047182 unuulEryN0e1.tiN'n96rYgrusA[MMer. ll®b,rrl W 60rI40eMNrlmho,volpdYlx,aar%illiny(mgnMFleryldnm5apMpol4JApl1%MLGmeeNrruedbrM^mlp'eidema IFlblm,deretpenYLb,H4hnolMlmr0.Ygu,Irmoeugn Operawl Im,Ymdmunr, Wn,e0mdu6bdlYr[weenRreagevu.kyhJlmb,6nhd MLonpWgrin"ru'n WIMIA6nper¢nerLengYwmfginrM1rmdkJly NfeydodYrmmnldeJYR41. IGGI9 (hbrloR Lir. rgpripwO9nSlI1mlLnurYmwl Wwr4lS.Iq.drrfiwaN6loueµOoryWgigoAioLl.AnMwlnmrtiuhoskl lW lnm,�Ymdbri;lt Orlando, FL 32832 Job Truss Truss Type Dry Ply Std. Pac./6811 El C AO530917 61711 CO7 Half Hip Y 1 Job Reference Loptlanall At ROOF TRUSSES, FORT PIERCE, FL34U46, oeslgnCmalVoss.cern Run: 1.b411 s Apr au 1.5x4 4x4 = .ozu sApr Su zuio mi icx Inuu]Y,Ci, inn. miull Jun 22 mY .Siau,., .5x4 II 3x4 = Oeetl Load Defl. = 5/16 in 5 6 7 40 = 3x4= 3x8= 5X6= 1.Sx4 I LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.39 8-9 >677 360 MT20 2441190 TCOL 15.0 Lumber DOL 1.25 BC 0.86 Vert(fL) -0.74 8-9 >358 240 BCLL 0.0 Rep Stress Ina YES NB 0.47 Horz(rL) 0.04 8 ride n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight: 130 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2'Excepl' B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-9-11 oc bracing. WEBS 1 Row at midpt 5-8 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8 = 1162/0-3-8 (min. 0-1-8) 2 = 1098/0.8-0 (min. 0-1-8) Max Horz 2 = 415(LC 8) Max Uplift 8 = -653(LC 7) 2 = 423(LC 8) Max Grav 8 = 1162(LC 1) 2 = 1104(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOPCHORD 2-3=-1579/1214, 34=1065/805, 4-5=-871/813, 6-8=-362/452 BOTCHORD 2-16=1982/1619, 11-16=1386/1319, 10-11=-1386/1319, 10.17=138611319, 9-17=1386/1319, 9-18=-576/601, 18-19=576/601,19-20=-576/601, 8-20=5761601 WEBS 3-11=01288, 3-9=551/702, 5-9=401/465, 5-8=936/929 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate gnp DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 653 lb uplift at joint 8 and 4231b uplift at Joint 2. 8) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcumenl with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used imthe analysis and design of this truss. LOAD CASE(S) Standard e.mrr4men.npr,er:.n rnwnuf$rminlwuutmueMANUEL MARINEI, P.E. Awia,.m,mrun,aawnan,m.roouwmu n.um,Dore,inn.�WSMros�ln.,,a,,.rmo,.w.,,m....r+.am,o�m+a..imr+.�nn�n.�murme.ewaa.,:r�,u.,timem�mmorsdnml. m.�un.�,®em•�.a.rwr,.semn nneuint.a.,,nmi,um,iwmrwus.irem,rv.miuipddeo..cn,a..,n,.mend.amxm,rzrnor<gm�,rim.mnamncmncro.i.a6ae,r,m..,aria,n„mmman.wo.a..ro,u.ndro.rm,.w,r�.to.,aa.r.,am.i„mmw..en.'mr.n,aa,m it 041181 nym:enrmm, uaaMwvtm.mtmn,nw.ummm.wmn,run,.ubw=rum,mw�nrmsananuertmwmmui,ryiawmmm�wbatmmrym meow,,.,anmemp.,mrae=,,. ini ea•rum,,,y..a�smaew,miMun,wao.=d��aenr,oro.,,a 10019 (horllon Cit. rm,r.�,non,m.,,a,�.ive,fi.eN,rwm.rme,ws.MMaw^.,mmn.r nrn.�vb�xemauanw u.,,frm,Fef:.,,mmr�s mr+Padivn,nmew.eLm.i. [>nriraOf01fYl1unmm�YnedYvpeprl Lp6limdlwlawq'umrinm,drnblltl rOnitlmpaniu6m41 rwrlrnvoYudaam{11 0dando, FL 31A31 Job Truss Truss Type Oty Fly Std. Pac.16811 El C 61711 C11 Half Hip 1 1 A0530918 1 Job Reference (pfn O Al mu0F I KUSbt3, rUKI FItHUL, FL zu; 4b, eeslgngaltmss.com Run: 7.620 a Apr 1.5x4 30 2015 MITek Industries. Inc. Mon Jun 2214:38:38 2015 1 NpPzmH46aL5FY3OKd7dgERFj7FR7hlgpbNTtz9pmKuAk/ 4x4 = 3x4 = 4x4= 3x4 = 3x4 = 3x8 = 3x6 II LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vital L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(L-) -0.33 10-12 >819 360 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(rL)i -0.58 10-12 >469 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.63 Horz(I-L) 0.04 9 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) I LUMBER - TOP CHORD 2x4 SP M 30'Except- T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 54-3 oc purins, except end verficals. BOTCHORD- Rigid ceiling directly applied or 5-6-1 cc bracing. WEBS 1 Raw at midpt 7-9, 5-10, 6-10, 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation uitle. REACTIONS. (lb/size) 9 = 1103103-8 (min.0-1-8) 2 = 1117/0-8-0 (min. 0-1-8) Max Horz 2 = 660(LC 8) Max Uplift 9 = -585(LC 8) 2 = -385(LC 8) Max Grav 9 = 1103(LC 1) 2 = 1119(LC 13) FORCES. (Its) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-167311007, 34=-1264/680, 45=-1142f712, 5E=3411124, 7-9=-1159/1185 BOT CHORD 2-17=172911977, 12-17=172911412, 11-1 2=876f732,11-18=8761732, 18-19=876f732, 10-19=-876f732 WEBS 3-12=-507/812, 5-12=-476/643, 5-10=842/1067, 7-10=971/1021 NOTES- 1) Unbalanced roof live loads have been considered for this design. 1 2) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C FF,denor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 M%WRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcumenl with any other live loads. 6) to 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, with BCDL = IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 585 lb uplift at joint 9 and 385 lb uplift at joint 2. 8) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9)''Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard Dead Load Dee. = 114 in PLATES GRIP MT20 244/190 Weight:15411i FT=O% a�ln.rl<mna.mrihnm.n. klroNnmsnlwulaawla9lmwnanlwuNtnN[nANPoNIWdNrinR maraegepww,m.mlewlntnaalmraapernwOminlrmenmmv,rtra..eswae<mm.. mrnenna.metn�.ac.mar MANOR MA911NR, P.L Nld,n.e.d,lnda4nrelmll.loonb.osa.l,.Anus''q.[q'n.rtaspurlrymrnebaermeegmonm<r<mn.,<Aew.dmem<mr:ndnrw.mn�em,trnlnare„inaa. mr�on,e<I;moan'moor.Wnln.l.mkdr.rmep:e,,l.rr®,.an, I rvnotibyneuvAai,LuuingWaSykanngnNYWl.taro.nr,arOneineAminlepenmWload'ng4nipa,ulbaennan,IlCIMnCkelaeld&n.ereeeipVL AvoppmaaMTUOnernrneMmeelMrlrvrr,INuan11na6iq,,prtpe,lahMHeodYe,iq.rMAbAn #047102 rrynYbtn elaeletlLnnetllnerW [Mxm.Also., Wools, lbNIWM 4.Inr rrl1"I.fAM 1.I0IpbmHmp'delylnMnbonnQ lotliadhr In W9n vneM1ree311Ir yrmlNlam.W debts Is.rnlndiWr eelYnnelM tun Wilpn,Irvn Issin 40m111 10019(harlton(ir. 1.1 Wossoot Nato gran 0e11solb•41. 11tooden1..rdin6r ernrar otodw u.nt.y.iyvnarm.I.m4ro.rn.n.l,mipn4p„.4,..Ibay 460dr.11--ors4dWs,ml. oneluOlolAlbdumu,.an.axnm,,rt. bp.mn.darn.4..rI.n,4p.eold.unm.r.Ww.nn.kleWmrw.a.wlu.m,,ri - Orlando, It 32132 Job r usa Truss Type Olt, Ply Std. Pac./6811 El C A0530919 61711 C12 Half Hip 1 1 Job Reference o icnal At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.Wm Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek industries, Inc. Mon Jun 22 14:38:38 2015 Page 1 ID:cS2yUAsdrwV4V5ztDl W WpPzmH46.aL5FY3OKd7d9ERFj7FR7hlCjpbNTtz9pmKuAkAz3j5F 1d0 6.7-10 145A 20,2-1 22-7E7r4111a 60 7-315 588 2S7 1 1,50 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC20147TP12007 LUMBER - TOP CHORD 2x4 SP M 30 *Except- T3: 2x4 SP No.2 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-4-3 oc purins, exceptendverticals. BOTCHORD Rigid ceiling directly applied or 5-6-1 oc bracing. WEBS 1 Row at midpt 7-9, 5-10, 6-10. 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation quide. REACTIONS. (Ib/Size) 9 = 1103/0-3-8 (min. 0-1-8) 2 = 1117/0-8-0 (min. 0-1-8) Max Hoa 2 = 660(LC 8) Max Uplift 9 = -585(LC 8) 2 = -385(LC 8) Max Grav 9 = 1103(LC 1) 2 = 1119(LC 13) 4x4 = 3x4 = 6.001112 6 7 8 .. ._ .. ._ ._ 10 -- 9 4x4 = 3x4 = 3x4 = 3x8 = 3x6 II 1062 20.2-1 122 10.6.2 I 9-7-14 2.5-7 CS1. DEFL. in floc) Well L/d TC 0.69 Vert(LL) -0.33 10-12 >819 360 BC 0.70 Vert(TL) -0.68 10-12 >469 240 WB 0.63 Horz(TL) 0.04 9 n/a n/a (Matrix-M) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOPCHORD 2-3=-1673/1007, 34=-12641680, 45=-1142f712, 5E=341/124, 7-9=-1159/1185 BOTCHORD 2-17=1729/1977, 12-17=1729/1412, 11-1 2=-876f732,11-18=876f732, 18-19=-876f732, 10-19=876Z732 WEBS 3-12=-507/812, 5-12=476/643, 5-10=842/1067, 7.40=971/1021 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVH2; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; CaL 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencument 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, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 585 lb uplift at joint 9 and 385 Ib uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Dead Load DeB. = 114 in PLATES GRIP MT20 244/190 Weight15411h FT=O% mm®a.mme4mmpInoornamt>oln1aK'pulnaAmAmmnwourlmmlAmonmuu.+cram marEr yep,nn.,,nE,r.tlna,.moon,nupmeArno4mEnrreewmnnsrp. Aeu,en.waam..n. amam*.vm imomca rr NAINB BAPTINEZ,P.L Ylrlmeanplan AdYktlim OmIa0bhldl.Inarn+,L,TrYmn O'S'ad,E".1arndm area mma.mm�,prtaaelMpMnuNnpnn grrymipry mamGy.dM,FIM1 Im1E�pik1eaM Inmlrmdr, 111. IMktipe„mmemxa4np,mddmy Iuna4aryodand,n,lira,Irm01dim1hmrnmmuxOrydMOnm,pmU.m4nmmOdepmlmMiarirpnNnn,NM...ONIAAkanCIIIlmn4daldennM.aammmddtlenandmpWa,edAal,o,r,IvW:nrAadFiy,aep,WgRo6.wdbvlry,lAMme #047182 mpaavlYryollAa{utlE'mgneugavmd[WMov 10.1.1.014TODM 6a,r5a dpdtleM,AMa IeiN'mpfempengldgln!nmMnelfQpotllaullyIn N YOerneNueiellupnmlpsidema.IFl tlefinn0rtn{enATtlnmlRdm elmJruv q,'q+n,Imn Unite OpM,euN 10019 Charlton Cil. rmnr.ad,m,1.,aon„eam,.drreh.(m^ml.m..dr,.l.nr{Mmw�nn:,dnn rmum,wupalep:,nhnarnl:lagonq.,.lmnsranmp:lnlmmrmmy laup.wallnmr..nl.rd�ln.l. (W,WQSI5611mrrmm,.nmad Maim,fl, b,"flm It l imma.,6,am,4,6oadm1nmMnpmmmu. ha M idtn,— xamel Ymwm, Pt Orlando, It 37832 Job Tmss Truss Type _ Oty Ply Std. Pac./6811 El C 61711 C13 Half Hip 1 1 I A0530920 Job Reference (optionail Al Ruur Rubbtb, ruKi rlt=Rot, I LI_ M ab, aeslgn(m_atwss.com 1.5x4 Run: 7.620a Apr 302015 Print: 7.620 4x4 = 3x4 = 6.b0r .. ._ .. ._ ._ 10 __ 9 44 — 3x4 = 3x4 = 3x8 = 3x6 II Inc. Mon Jun 2214:38:38 2015 Dead Load Dell. = 114 in LOADING(psf) SPACING- 2-0-0 CST. DEFL in (hoc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Ven(LL) -0.3310-12 >819 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Ved(TI.) -0.5810-12 >469 240 BCLL 0.0 Rep Stress Ina YES VJB 0.63 Horz(rL) 0.04 9 We n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 154 lb FT= 0 LUMBER - TOP CHORD 20 SP M 30'Except- T& 2x4 SP No.2 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 54-3 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 1 Row at midpl 7-9, 5-10, 6-10, 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1103/0-3-8 (min. 0-1-8) 2 = 1117/0-8-0 (min. 0-1-8) Max Horz 2 = 660(LC 8) Max Uplift 9 = -585(LC 8) 2 = -385(LC8) Max Grav 9 = 1103(LC 1) 2 = 1119(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1673/1007, 34=-1264/680, 4-5=1142A72, 5-6=341/124, 7.9=1159/1185 BOTCHORD 2-17=1729/1977, 12-17=172911412. 11-12=876A32, 11-18=8761732, 18-19=876f732, 10-19=876f732 WEBS 3-12=5071812, 5-12=4761643, 5-10=84211067, 7 10=971/1021 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuM=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Pxp C; Encl., GCpi=0.18;'MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with SCOT. = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 685 lb uplift at joint 9 and 386 lb uplift at joint 2. 8) This truss has been designed fora moving concentrated load of 200.01b live boated at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard en.��m,enn.MM'm:.mr•rnoarnsmsfmlrrlwnrunm rmlmnorrtrmonlrrmntemanrpawrix=rrriyowrpnxraxenmrmdenl.mroexayroa+xrPml.ddnem„iramxcn.lnxexrurnernrrw.Imhn.hMvume e.memp. rr MANUEL MARTINEZ, P.E. eidr.extn plemdatreudlxitrmontr,md.lseuenhMernarx6e,epeaalr.paxldeuarrMmpr=re,rm®enrex.rrdltrpMrm:anpixnryrnpmru�ryrwtr Fry.a¢e,:lIran,erpertem,hmorcom.m.t nr Mipn n,e�nr:.,,bGJ r.eee,, �nnr4iM.aundtMArmingruMnlhanvmu4Snelaeamr.Ma.wrirrMr'vAv➢MnAvrNGn Onioner,oiArrwnnd0rl14rlrllLtblatl4Jirlre4ore1141. mvvppv..IdMmamdvgfiegmeal Rrtrvn,ivrLlnperdfrquxne,irnvAoAmod lreun,trgb Re #047133 nyaYliryrllblulMMar-0p"+reverMrMr.11x.,uroulb Oe No W drWwneoalradeNndMlrtldN34npowMGrtyldxmol'unrolSlipolGOedllwnMMllUvnreNrmndbpnenlp,itleu. MI drM,ArmpmLAM,mddMnelArlm,WYper,IrunOni9eh4rrer W mnp.Mrarr,mx.atone.A.db.mmm�r..d.p.i..,uprymrr„M1nira.lmun,ernnyarnnxmn.rwe�no.rq.rxu„nrwarep.nmmrtr'nd�map,eAnunm,.rndrudM1nn. 10019 (horlton Cir. Lprigh0fale LI ImlLmu. YmxlMafmgPl, repnBaOmdaiedamwa,iamrlwgispoliataxianittmpxminbnFpnMl reddm,nv.YvmJYrr'rr,LL Odando, FL 32831 1 IC14 Half Hip I1 @altrussmm Run: 7.620 a Apr 30 2015 P1 ID:cS2yt 1 7MAAS 7-0 Z 8 7-15 6.00 12 3x4 i 3x8 MUGHS4 5 .53 O/4 3 1.5x4 II � t 2 d 17 4x4 = 12 11 18 19 20 3x6 = 3.4 = 4x4 = 3x4 = 6 7 9 1027 9 3x8 = 3.6 II LOADING(psf) SPACING- 2-0-0 CSL DEFL, in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.37 10-12 >733 360 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(FL) -0.66 10-12 >407 240 BCLL 0.0 ' Rep Stress Ines YES NIB 0.71 HOR(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 *Except- T3: 2x4 SP No.2 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Simctural wood sheathing directly applied or 5-5-15 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-7-15 oc bracing. WEBS 1 Row at midpt 7-9, 5-10, 6-10, 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1152/0-3-8 (min. 0-1-8) 2 = 1115/0-8-0 (min. 0-1-8) Max Hom 2 = 656(LC 8) MaxUplift 9 = -598(LC 7) 2 = -388(LC 8) Max Grav 9 = 1152(LC 1) 2 = 1119(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-164511036, 34=1311/760, 4-5=-1203f782, 5-6=352/118, 7-9=1206/1245 BOTCHORD 2-17=1970N 963, 12-17=162811368, 11-12=-8871746, 11-18=-887/746, 18-19=887[746, 19-20=-887/746, 10-20=887f746 WEBS 3-12=-452f728, 5-12=531/681, 5-1O=822/1044, 7-1 0=-943/1 018 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 4, 6, 7, 9, 2, 12, 3, 5, 10 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. 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, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 598 lb uplift at joint 9 and 388 to uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard A0530921 Dead Load DeO. = 5116 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight 154lb FT= 0 ..®v.n..n..r`vnr..w�rrvmnams(wurlearumnummmetmowrttonrlea'+'�reha,y.p�mm,+rw.mr.x„unrwapa,a,rt�I.emr�a+w.err_rnaw.ummm.w. wr,n!„a,.u+,r.e.w.W MANUILMAPLINEI,P.L nmw.e•da.aam.uemo.moam.ab v,.u,.kq.yemkafrnaryi+a•.Im„a.nrme�.pH*®..or®.am.mr.,mr..d..�A,rv®,asTm¢,6wae.v,Y,e.,eraure.mmoM.aaemi. ro/�n.,r®rrmr.n.rw�.rmm. 'aa�sFn.ep.arn,r�, ..re.ray,vam,r.w.�a.b=Ieao.m.m.on.t.,a.r;,a.ga.rm.wravoayw,am..mraa.nen.ncaaaraaar�.a.dm....di mamnopa,ve,ao.amn.r,.mu.e.,dra�rnm,.�aso" "o.'e.r.m.rmmr #OIi182 .nwnea,ramrwc.vo.q...aanMx.uwun.a.�n,coo.rim,m.nrn.revee.w,an.mu;.ro.o.+nmi.nia.nn,.Pnpwvnxurrn..evu.rva.�..,er,�n.vay,�a..ra mrem.,m.r.p.>s�mm.aawmrm.umway..,u�rromenoanerma IOAH (horlton (Ir. un.n.a.�u.r..a.,..a�a„eewb.un..p..ewanrrnr+w�m•�e rmu.,,m.prm.•amrn xrwomr.�.umsrmry».n,..raaM .akwaadm.,r...ea.renmr. umigBO]OISLIL(Lna�YmalWagll.Iep.Yrr+tlnklnma,aenb.,updfird.:nnMnpn®,w+6wL11WrmmoYmdY.r;.r,r1 Orlando, FL 32832 Job Truss Truss Type City Ply Std. Pac./6811 El C 61711 C15 Half Hip 1 1 A0530922 Job Reference (optional) nr ROOF TRUSSES, FORT Piercce, FL:r b, aesign(m_aimiss.cam 1.5x4 Kun: /.520 5 Apr 30 2015 Pnnh 7.620 5 Apr 30 2015 40 = 6.00 12 3x4 = 4x4 = 3x4 3x8 = 3x6 II 3x4 = Mon; Jun 22 14:38:39 2015 Dead Load Den. = 3/16 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Veri(LL) -0.27 12-16 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.47 12-16 >595 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.55 Horz(rL) 0.04 9 n/a n/a BCOL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weighb15211a FT=O% LUMBER - TOP CHORD 2x4 SP M 30'Except- T3: 2x4 SP No.2 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-3-11 oc bracing. WEBS 1 Row at midpt 7-9, 5-10, 6-10, 7-10 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. fib/size) 9 = 1201/1-3-8 (min. 0-1.8) 2 = 1156/0-8-0 (min. 0-1-8) Max Horz 2 = 594(LC 8) Max Uplift 9 = -634(LC 7) 2 = -424(LC 8) Max Grav 9 = 1206(LC 2) 2 = 1156(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=180011266, 34=-13981884, 4-5=-1283/914, M=-624/459, 6-7=-475/491, 7-9=1161/1271 BOTCHORD 2-17=1880/1799, 12-17=188011553, 11-12=1074/933, 11-18=1074/933, 18-1 9=-1 0741933, 10-1 9=1 074/933 WEBS 3-12=487f778, 5-12=-375/551, 5-10=751 /948, 7-10=-967/935 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrenl 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (b chy others) of buss to bearing plate capable of withstanding 634 lb uplift at joint 9 and 424 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.0I1D live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard MinMANOE(NADINEI,P.E#04IIB3 arm®rohsa�u.iru,r<.u®,u.:.,,rf. upebn.ae:,eeo.,ae,;,,.rh,.,:psaiw..a.��n.p,m�a.6o.wu,.tw,u,.u..uron:,,,rt Orlando, EE 3183I Job Truss Truss Type Orly PIY Std. Pac./6811 El C AO53O923 61711 C16 Half Hip 1 1 Job Reference (optonall At ROOF TRUSSES, FORT PIERCE, FL 34946, deslgnaa 4x4 = rtun: t.ozu s Apr au zulo enm: r.uzu s Apr au '10x10= 1.5x4 11 Mon Jun 22 14:38:40 2015 Page 1 EgTTmjH2rP_xLOR6EeNHp2.z3j5D 6.00 12 4x4 � 3x4 = 1.5x4 II Dead Load Defl. = 1/4 in 2.4 II 1.5x4 II 3x8 = 6x8 = 5x6 = 10 13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.72 Vert(L-) 0.28 15-16 >999 360 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.39 15-16 >726 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.90 Horz(TL) 0.14 11 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight 173 lb FT=O% LUMBER - TOP CHORD 2x4 SP N0.2 *Except' T1: 2x4 SP M 30 BOTCHORD 2x4 SP N0.2 'Except* B3,B4: 2x4 SP No.3, 132: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 20 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-7 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 9-11, 7-14, 8-11 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 11 = 1176/038 (min. 0-1-8) 2 = 118010-8-0 (min. 0-1-8) Max Horz 2 = 532(LC 8) Max Uplift 11 = -630(LC 7) 2 = -452(LC 8) Max Grav 11 = 1176(LC 1) 2 = 1184(LC 13) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-259112565, 3-4=1932/1407, 45=11041760, 543=9911787, 6-7=1032/1023. 7-8=632/626, 8-11=-3031373 BOTCHORD 2-22=3662/3152, 22-23=743/501, 17-23=743/501, 3-24=1425/1319, 24-25=-1425/1319, 1&25=1425/1319, 16-26=-184811678,15-26=1848/1678, 15-27=-184811678, 14-27=-1848/1678, 6-14=334/557, 12-29=394/395, BOTCHORD 2-22=3662/3152, 22-23=743/501, 17-23=-743/501, 3-24=1425/1319, 24-25=-1425/1319; 16-25=1425/1319, 16-26=-184811678,15-26=1848/1678, 15-27=-1848/1678. 14-27=184811678, 6-14=3341557, 12-29=394/395, 29-30=394/395, 30-31=-394/395, 11-31=3941395 WEBS 4-15=64/407, 4-14=87511010, 12-14=4561631, 7-14=1129/934, 7-12=5871763, 8-12=-589/607, &11=920/935, 3-17=151/334 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsh, BCDL=S.Opsf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenof(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 chard and any other members, with BCDL= 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 630 lb uplift at joint 11 and 452 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this inks. LOAD CASE(S) Standard xe,.iy ma4.,gn,en.rz, umarnamMnrlunru rmumramanouuarmtrlrcponrou.nrrrn. r.ara,y,p.m,adnamr.a,ae„ay.m..:iliatlramerla.,m.,,umrn..waea...,.. war,:,.x.aw.nrno.ey MANUEL MAIIINB, KE xm,®r,.rumaaxe,arammonr..aa a,.r..ao�y.y',rr,b.rsraanr•i••,4m,d...mmonv„rme..nPd.dm.ca.,v.mr,w��fmo•aerr.¢.er4ram.,:M1u.,a,p,na.itrmoar..a„mr. n»eyaa,.r+.+a.r.aasee,,, 1 .n,urn.wa.aru,lea,m,.,rrar�mxmnw�srmdlxo.e,,.lwo.�,ern,:d.rrnr,ma.:c,aorg,,,.�,m„e,o-.�aa,ncn.�n.nrl.aaaar�=:r.wmr. nrn..adn.too.a.msaa,.an,n.,�.r,aerie.dum,�w.s..w.a,a.e,ona:r.aasrar #U4lIB1 emwaaunanerm foe:o.er.mwmme,.n«mu...... woumA.'ann,.mauewrme.uaeoumoe.rim,nima..owprs0eaan+akm.rlfwamm.nm,r.e,wa4beu mraam,aen,ne>rnd,waame,ermaw,wue,a.u.,,orvwnam,eie.a 14019(hadlon Or. r.swarm..�,w„en.,.was.dgeo.eme¢.earrer:.,eypup.r;,mr,.n nhm,oanry:.:xonar:wnwy..I,mfAnryear•mr�^f ,aupd,diar,,.enea.dr,m.r. unumv®msa.r redh=n,-,. .uen:,,,o. r,,d d64m.,:egb.,: J1 Orlando, 1132132 Job Truss Truss Type CRY Ply Std. Pac./6611 El C 61711 C17 Half Hip 1 1 AO530924 I Jab Reference (optional) Al RUUF RUba=b, FURNERCE, FL_: e, aeslgnLaJaluuss.com 1.5x4 Run: /.aZU s Apr JU Z015 Pnm: 7.620 s Apr 30 2015 MRek Indusmes, ID:cS2yUAsdrwV4VSztDI WvVpP=H46-WIDOzl2b9kttUl 14-0-8 18-11-7 23-7 8 25 6-0-3 4101s 4- 2 z s nnr,—, 4x6= 3x8= 1.5x411 mxlo= - 5x6 4x4 = 2x4 II 4z4 = 6x8 = 12-0 7-6-5 I 14-0-e I 18-11-7 I 23-7-e 3-2-0 4�-4 6bd 410.14 4-8-2 Inc. Mon Jun 2214:38:40 2015 R Dead Load Dee. =1/4 in Plate Offsets (X,Y)— 12:0-2-0,0-1-101, 13:0-1-0,0-1-81, 14:0A-0,0.3411. r9:0-3-0,0.3-01, r11:0.2-0.0.1-01 112:0.2-00.2-121 114:Edge 0.3-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.27 13-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.38 13-14 >736 240 BCLL 0.0 Rep Stress Ina YES WB 0.91 Horz(TL) 0.13 9 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight 161 lb FT=0% LUMBER - TOP CHORD 2x4 SP M 30 •Except` T3: 2x4 SP No.2 BOTCHORD 2x4 SP N0.2 *Except* B3,B4: 2x4 SP No.3, B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or4-2-13 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-9 M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1177/0-3-8 (min. 0-1-8) 2 - 1180/0-8-0 (min. 0-1-8) Max Harz 2 = 469(LC 8) Max Uplift 9 = -638(LC 7) 2 = -455(LC 8) Max Grav 9 = 1177(LC 1) 2 = 1180(LC 1) FORCES. (lb) Max. Comp -/Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2569/2518, 34=-1922/1459, 4-5=1090/834, 5-8=866/862, 7-9=313/388 BOTCHORD 2-20=353613123, 20-21=728/506, 15-21=728/506, 3-22=1380/1308, 22-23=1380/1308, 14-23=138011308, 14-24=-1795/1669, 13-24=-1795/1669, 13-25=-1795/1668, 12-25=-1795/1668, 10-27=-493/528, 9-27=493/528 WEBS 4-13=59/406, 4-12=88211023, WEBS 4-13=59/406, 4-12=88211023, 10-12=-382/468, 6-12=624/567, 6-10=01252, 6-9=-980/916, 3-15=154/326 NOTES- 1) Mend: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water pending. 3) Plate,) atjoint(s) 5, 7, 9, 2, 14, 3, 11, 13, 10, 12, 6 and 1 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 4 checked for a plus or minus 3 degree rotation about its center. 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 638 lb uplift at joint 9 and 455 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard .x®q.rhmasxnrmlm.n,1.lmanmmrswnymilulnmlmrmonrmamr1nn71mmvwwwrlerm rmarew,w=ANmr.wlWmxlmhNlminunma.hDllagWMwdm imcrr.mmmnmrNerlmrv. smN.mdmWdmMnD,xr� MANTEL MARTINEZ, P.L. nlrler,nNreymrnih Mlm MNDnMN4IUL.udniie6glaxem.lpro:ry6pax{M,NnrgNDnpeumumeexomeellkirdrximduq'mninq,npmtiiry M@rdwyrde<mplmvaegima.r MlDDrmr. Weeml. m, eedp.m.ep:mi.ri �.�m,, ' mNYllryoednNldiarwln oggdtllnillMngrruhLrydMD.nbinrOn.iw.,,'vdgmreldr1i16gDn'grin,4MmmodMlrylMllGldrhdlJdmimiendlrvL MoppnrldXVlDDminrfiddvmalldrlrvu,IvWBnllntlSrryrMpginMlerbrenldrminr,JeA6%v #047112 eepw5Nye16eWtlIMOrtipneeedfMnmr. ImrYdunrpdnuMrdu4fin11rraeplrlOwMhnnNirapNrUimIMNYyDWirepDrppmmtluluh,xmhdepl. rMLirrrrelntlN,1 rLxJOQIN Mrybr'06'1a@Ln�nYI'MEn1pns1M9annWhn A[ gW.d x+1-nlR4.dMN14m,rynhGNe®Itluni,NllrLmnilgv,IrmtOruAlMrrnW 11019 (har ton Cir. 4ynAN®Ma411a11mvf �4olxmhu.lr.leprbfindlmlo.qh®rlxRisrmald.inna.Dr,®ma.6o.0 ralhnm.u®dx.rn,rt Odondo, F132832 Jab Truss Truss Type Qly Ply td. Pac./6811 EFC A0530925 61711 C18 Half Hip 1 1 Job Reference o clonal Al KUUY IKueICJ, run rimmum, rLJaO.la, mmyulwamuaa.wni n.".,.vaoa nYr evwuruur.r...n+.+rY.+.r..+.+...�..........+........., •••+. •••+••--••� ^-^.. 3x4 = 5x6= Dead Load Dell. = 3/16 in 2x4 11 3x4 = 3,8 = 3x8 MT20HS-- 3x4 II 5 6 7 8 9 10 11 6.00 12 1.5x4 11 We 4 J� d � u1 1.5x4112 3 o 7 a 45 1. 41146 72 47 IQ + 1 5 x6= d 263xA 1 37 %� - 38 22 39 21 40 2019 4142 18 43 16 44 15 2x4- 11 6x8 = 4x8 = 3x6 = 1.5x4 = 1.5x4 11 2x4 11 Us = 2x4 11 3x6 11 3z4= 3x4 11 3x8 - 32-0 7-0-5 12-20 18-0-1 225-12 28-0.1 31-11-5 1 �8 114-081 I 1 32-0 41S 410.11 1-10A 439 I 1 41-17 6-0-5 35-4 3J-15 0.70-0 Plate Offsets (X Y)- 120-5-4 Edoel (3'0.7-5 0-0-91 15:0-3-0 0-2-0] 19'0.3-13 0.1-81 111:0-2-0 0-1-01 115:0-2-0 0-0-81 123:0.2-4 0-2-121 125:0-1-12 0.0-81 LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.18 23-24 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.35 23-24 >780 240 MT20HS 1871143 BCLL 0.0 Rep Stress Inv YES WB 0.88 Horz(TL) 0.06 20 n/a n/a BCOL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight: 2481b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2'Except• B3,B4,B8:2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W11: Zx6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Stmctuml wood sheathing directly applied or 3-11-10 Oc pudins, except end venicals. BOTCHORD Rigid ceiling directly applied or 4-11-1 oc bracing. WEBS 1 Row at midpt 8-21, 8-20. 8-18, 10-12 JOINTS 1 Brace at Ale): 17.14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 12 = 30710-7-4 (min. 0-1-8) 2 = 979/0-8-0 (min. 0-1-8) 20 = 2038/0-3-8 (min. 0-2-6) Max Horz 2 = 406(LC 7) Max Uplift 12 = -190(LC 6) 2 = -434(LC 8) 20 = -1010(LC 7) Max Grav 12 = 378(LC 40) 2 = 979(LC 1) 20 = 2038(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=1505/1479, 3-4=-2093/2025, 45=-1274/1343, 5-0=-448/631, 6-7=447/634, 7-8=-160/266, 8-9=162/259, 9-10=162/259, 11-12=-237/275 BOTCHORD- 2-34=248011988, 34-35=302/201, BOTCHORD 2-34=2480/1988, 34-35=3021201, 26-35=-302/201, 3-36=2680/2369, 25-36=-8961857,25-37=119811059. 24-37=-1198/1059, 2438=631/543, 2338=-631 /543, 21-40=-6121589, 2040=-612/589, 19-20=-6121589, 19-41=-612/589,41-42=-612/589, 18-42=-612/589,13-15=0/254 WEBS 4-24=405/652, 5-23=273/461, 7-23=7677725, 7-21=858/939, 8-21=1063/1104, 8-20=191711876, 8-18=8331917, 17-18=542/674, 10-17=5311678. 5-24=851 /774 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; CaL 11; Exp C; End.,-GCpi-0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) • 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, with BCDL= 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 lb uplift at joint 12, 4341b uplift at joint 2 and 1010lb uplift at joint 20. 9) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel paints along the Bottom Chord, nonconcurtenl with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xvq-rwndwpry,e...a•4l mmuaystmnn�lamuremalmarmenrymrluamnuuvrle�n rwreednln®a=,w,emM,,.mursskdnm..:rli®I.rad..dra.eeild<,.,,woe.m. w. rn.mdawa.erao..y gANNELYAITINEI,P.E em,wm,µo-rdak.wl.lknomk..0 e.urss'ley,unW,W�drl.yrr.11kndn..rmonm+rd,nn,rp...aW.m.,m.lep.e,:r,r,r.,�irykrt.err..d¢r,:ryua,arpindmeemo r.ry.wnml. memnn,®,wer,,wrwr.un,, f,dlvtiiynlmrdlffitrvnlmm�l.dRerhlkngvnihlrrddr0ewr,A•O.eatrvMil,l vpMnbldl'mrOnlprn,YtMwn.nd ArllGlkeGOtlrdfd6.ymleeea1141. nevppnddlkrJUmle�ryfiellvvdd4naicW lwaSy,Fege,inM1perh-h*tna. tl,r 047132 nyn,AFyilM IWY'w@%,nua4tlre,lo,. 11n4ntlrtlil4NheNMpM,nnlpri4YnsdXr4iILr0[,nPn^rkpryldeieaSeePl'1 ro16N11r1i1 mELnuuN,ennOlarpnr,JO'+ikeu lFlleAendue4ee,idtln®l A�p,olMLvn kYBeeprnnlNPtepinv,nE 100I9 (horton (r. rn,Ildrm.n.w.re.er,.weseeunrneMn�ne.r.i..,mrrydlwmaenm. mhw,uyelw:r"iermlau�dyw,qn.un,r.w.1.�nrmareeay.ek'I,meamo,,..neeed:m.p. oa�gloaw�ndm,n,.d..nuM:etrf. kne41isd4'nd®d,kwrbm,:naltiN.dlni0nrnn„iaYw411drn,u,�LurlYma;r1 Orlando, FL 32832 Job Truss Truss Type OtY PIY Std. Pac./6811 El C 61711 C19 Half Hip 1 1 A0530926 Job Reference (optional) 5x6 5 6,00 12 1.Sx4 O 4 1.5x4 II 2 3 36 d 1 5 d 34 24 38 263.4 II 37 3x4 = 3x6 = 2x4 11 3x8 = IE;IZ6AsdtwV4V5ztl 1 18-7-13 I 22112 4 75 3915 2x4 II 3x8 = 1.5x4 11 6 7 8 zmn MI I ex mousmes, Inc. Mon Jun 2214:38:42 2015 Page 1 �zmH46-T6LmOR3rgM7bj2ZUM5VxseMNbCglpisPhysNt ¢3j5B -1-10 3 t 38-1,8 7-14 1 61-10 0. 64 3x6= 3x8= galPad Deft. =1/4 in 9 10 11 22 39 21 40 7019 41 6's = 4x4 = 316 = 2x4 II 5x8 = 1 „y 2 � 17 44 1. 4II 45 46 qq ry 18 42 16 43 x6 = 15 1.5x4= 1.5x411 2x411 1.5x4 11 20 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL)I -0.20 24-25 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Ved(fL)I.-0.4524-25 >598 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.91 Haz(TL) 0.07 20 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) I Weight: 233 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP N0.2 *Except* B3,B4,B8: 2x4 SP No.3 WEBS 2x4 SP No.3'Except' W11: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-10-3 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 1 Row at midpt 10-20 JOINTS 1 Brace at Jt(s): 17.14 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 12 = 25710-7-4 (min. 0-1-8) 2 = 956/0-8-0 (min.0-1-8) 20 = 2111/0-3-8 (min. 0-2-8) Max Harz 2 = 335(LC 7) Max Uplift 12 = -151(LC 6) 2 = -404(LC 8) 20 = -1028(LC 7) Max Grav 12 = 348(LC 40) 2 = 956(LC 1) 20 = 2111(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1622/1422, 3-4=-2215/1960, 4-5=7951779, 5-6=-4521582, 6-7=-451/581, 7-8=-891/854, 8-9=-891/854, 9-10=891/854 BOTCHORD 2-34=2313/2165, 34-35=278/50, 26-35=278/50, 3-36=-2579/2623, BOTCHORD 2-34=2313/2165, 34-35=278/50, 26-35=-278/50, 3-36=-2579/2623, 25-36=-793/841, 25-37=1071/891, 24-37=-1071/891, 24-38=706/663, 23-38=706/663, 6-23=334/387 WEBS 4-24=333/519, 5-24= 324/456, 5-23=324/363, 7-23=840/844, 7-21=01272, 7-20=117711072. 8-20=380/438, 10-20=1093/954, 17-18=0/318, 10-17=0/325 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) V isd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0,18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencumenl 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 151 lb uplift at joint 12, 404 lb uplift at joint 2 and 1028 lb uplift at joint 20. 8) This truss has been designed for a moving concentrated load of 200.0I1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xseireIx.em.wQurv.+.mr�uromlgmmlmn}mnru m+f Qmemnorslgvarngrrmrl¢nnnloamrm. reararoppwrmadrwwr.erlxnor,�.on.iplllmlmlMxmnmmw,rimrrxr Mnersnx. manrm.ivumq.mlw. W •Idr..em, rlernddknNly MNnbMrdL Pdsfr.u6igrfryxn Qr,fRnJry4gnrn6MrNxerylnrcOrtumwwnrmmitMpdnl Imol l(oill MIL Prtry.JQ<u¢ImsdrgrtdnkrNDedr.oder R11.M4eryrmsuyren,loafiryee:dmvey MAIIOEL M47182 P.E. 1 rrtAl ryedundrASFminwlgdEirynMrryon3Tpdgr Arrrr.QrO.^eisroiMrudryemvrtlnrd(mq Pnlpnn,Irmenmed Qrr IICMIICArbdtxMngmlvmtiM1l. AralnwdrlMn9wd nlldonh. aoftlaqlerl4y,ss,rye,ImnPelluoM6rarl^p.M1vnb%e #0971Bi ngmD&ryelMWlkiry N-0gneroMod bxbr.l.,.d., 6 "eMMperYmenlpuiNT-h4rF".11.01 ft dVI&Walllfppn Sol Ar^dNpM1pr.IFl tlrMnMenrueLilMr®ILriarelMlnu Gugex,rrunnniph0.emrel )0019 (Aor run Cir. ImJedrmrn,eMreMrduknxllYrbrmnrxlrpnunmgPYdMmr�r1. Mlrmd MrgdlgirvlrrOlMbYgdgwalrn6N°.1^¢^vingkB4b In[rpa4¢Ileemvmdxldur1Y161. ferpipll®NISEI rmllntfo-YmdYVlinr, rf. rdyrbGod Qelmrrr,uurylv4nnd31d.iQniXurer®rilxM1omLl lootlm,vo YmudbrLn,rt Odondo, It 32832 Job rru55 TmasType cry Pry Std. Pac.16611 EI-C gO530927 61711 C20 Half Hip 1 1 Job Reference o tional Al KUUF I KUbSLS, YUK I YH,KUL, rt J4a0. UC51ynLa 1vU55.wn1 1.5x4 518 = 4 Dead Load Den: = 3/16 in 3x4 = 3x4 11 6.00 12 9 10 1 n rM1 1 V r 4 16 O 111 2 3 4 x4=43 1. 41144 45 a 23 x6 3525 36 37 21 20 19 17 Is- 14 2x4 11 30 = 3x8 = 3x6 = 5 6 7 8 33 34 1.5x411 38 39 18 40 41 42 3x6 = 2x4 II 6x8 — 410 = = 3x4 = 1.5x4 II 2x4 II 3x6 2x4 II 3x4 II 3x89 3x411 3x611 3-2-0 e-2-0 14-0-8 18-0-12 22-5-12 28-113 32-2-1 353.4 36-118 " „ Lqr �s7 I azta 3-13 atoa Plate Offsets (X Y)— 12:0-5-4 Edcel I4:0-6-0 0-2-81 I14:0-2-00-0-81 122:0-2-4 0-2-121 (24:D-2-00-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) uden L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.16 23-24 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.29 23-24 >932 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.69 Hor4(TL) 0.07 19 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight: 2141b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 20 SP No.2'Except' B3,114,138: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' W10: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-1-1 oc bracing. WEBS 1 Row at midpt 7-17 JOINTS 1 Brace at Jt(s): 16, 13 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. REACTIONS. (lb/size) 11 = 29010-7-4 (min. 0-1-8) 2 = 97710-8-0 (min. 0-1-8) 19 = 2057/0-3-8 (min. 0-2-7) Max Hom 2 = 263(LC 7) Max Uplift 11 = -146(LC 6) 2 = 393(LC 8) 19 = -986(LC 7) Max Gmv 11 = 365(LC40) 2 = 977(LC 1) 19 = 2057(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=162011539, 3-4=-227512217, 4-5=-683/678, 5.6=-660/659, 10-11=-221/256 BOTCHORD 233= 2386/2154, 33-34=253/144, 25-34=-253/144, 3-35=2933/2701, 24-35=-018r751, 24-36=-870/895, BOTCHORD 2-33=2386/2154, 33-34=-2531144, 25-34=-253/144, 3-35=2933/2701, 2435=-6181751, 24-36=-870/895, 23-36=-870/895, 23-37=870/902, 22-37=-870/902, 5-22=-410/453, 20-39=950/827,19-39=-950/827, 18-19=950/827, 18A0= 950/827, 1740=-950/827,12-14=0/251 WEBS 4-23=0/352, 4-22=293/309, 6-22=838/932, 6-20=-824/806, 7-20=107211256, 7-19=1929/1754, 7-17=997/1182, 16-17=527/618, 9-16=518/622 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; CaL II; Fxp C; Encl., GCpi=0.18; MIAFRS (envelope) and C-C Exterior(2) zone; canfilever left and right exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 11, 393 It, uplift at joint 2 and 986 lb uplift at joint 19. 8) This truss has been designed for a moving concentrated load of 200.011, live located at all mid panels and at all panel points along the Bottom Chord, noncencurre"th any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard evoin flrmxamnp@trim@ewmonmm�mm1aYIm111u1mYmnogmlolalnWnllmonl[wnurlrrn rnhlrwepewmdlminm.m,;nn NJA.wnirrllrolwwwnlmru.r,runnr..mnerbr..u. oJre,rrm...ewe.e.lw..ry kANURNAPTINEZ,1`1 blAevmeelu plelr4ilelNrW Iwtk NOleNNu1. NOlroulti0"rq'meer(m,SptlrM1Yfnjmel@exile^mrN9u1mN4nnupurJMpMntlminpveyrnpmdyryHeubige Jerm164n4 deptrin MNYd/,nhrlM1l.3deugnxempMn,bofole.5Ama, �I 4YntinYminnllfiirinnLrglud@ngir@vrwme'tilihAbOrwc@rOnutrv@nNryeelol@ebifmpOngm,^@rweM1JIEN14@rltG@ehihdd"rudrved1141, pro0wreJJdrN4ml.ryfie4w......,IvNnIfiNFrp.wnpr,4.n0.:mNbuq,41JIN@r #04111D nyaeN@ryelM q�4N-0Am NGMrorlev OnNftrl W hlhelVJeNrhryerlmoolAviWnsolMldNinA[rmP^uublerylrrMnaYmplSil WhArAelpylflNllnmrtlrremrlM1gmrnlquikeu IRI4Mn@erxOrr,AifbrNMrml,b Lnr Nti1^v,GuvOrJ9nhgieraml 10019 (AotBo@ Or. Im4Ycdvmx,nlmr@xdukM1wllYrfuhulegnd.pmirxrbvglyelpmNab,Jn1 MlroxAniyfngieevltP9MNNIryOnipvrY4n,SltlmlrymurlveeYbi6eq IALp&rrllnnlnnldarlilnl. 6mrgAlOr41f 411mI1mubY®edYuriuLrL lgriO.dAhdwvJ,ymYLv,n flo!'SnbYlnilrmpxeiuimM1wl l lmllmtu✓Y®dtlNar,ll Od@ndo, FL 3ID32 Job Truss Truss Type ON Std. Pac./6811 El C 61711 C21 HALF HIP GIRDER 1 ['Y 1 AO53O928 Job Reference (optional) Al KUUr! musses, rUK I VMKUe,rL39 b,wmgn(malwss.CAm 5x6 i 1.Sx4 11 6.00 12 I w 1.Sx4-II 2 3 d 1 4 d 3125 42 23 43 22 44 40 1.5x4 II 3.8 3x6 = 2x4 II 3x6 = 3x4 II KUn: f.b2U a Apr 3U 2Ulb Hnm: f.b20 s Apr 3U 201b MI I ex ID:cS2yUAsdrwV4V5nDlWWpP=H46-xlu1 184215 22812 29-2-0 4-0-7 44-13 1 6-8 4 4x4 = 4x6 = 3.8 = 4,6 = 1 6 7 89 IIJ 20 45 79 46 18 17 47 4849 2x4 II 44 = 3z5 = 6x8 = 4x6 II Dead Load Dell. = 1/8 in 3x6 11 4x4 — 46 = 10 11 12 3 13 1,26 q 55 �N 2x4 II 5016 51 52 53 54 15 5x8 = 46 11 Sxe = 3-2-0 1 t261 1 10-3-7 14-0-8 18-0-15 22512 I 2&2-0 3� 3-2-0 3-0-0 4-1-7 &9.1 4�7 4-1-13 6.84 6-14 Q704 Plate Offsets (X.Y)— 13:0-7-2.0-1-01 T4:0-1-12 0-1-121 18:0-3-0 Edoel [9:0-1-12 0-2-0] 114:0-2-0 0-3d1 f15:0-3-0 0-1-01 E16:0-4-0 O-3-01 f21:0-5-8 0-0-01 LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.29 16-18 >554 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 VertfrL) -0.3716-18 >431 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.85 Horzf l-) 0.07 18 n/a n/a SCOT. 10.0 Code FBC2014rrP12007 (Matrix-M) Weight 213 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T3: 2x4 SP M 30 BOTCHORD 2x4 SP No.2 *Except' B3: 2x4 SP No.3, 136: 2x4 SP M 30 WEBS 2x4 SP N0.3 *Except' W12,W8: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-5 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or4-10-11 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, irr accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 636/0-74 (min. 0-1-8) 2 = 937/0-8-0 (min. 0-1-8) 18 = 2504/0-3-8 (min. 0-2-15) Max Hom 2 = 191(LC40) Max Uplift 13 = -394(LC 4) 2 = -350(LC 41) 98 = -1246(LC 5) Max Grav 13 = 1158(LC 38) 2 = 937(LC 1) is = 2504(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1372/575, 3-4=19111802, 4-5= 1210/588, 5-0=1210/588, 6-7=-8501475, 7-8=.66011383, 8-9=-660/1383, 9-33=1286/418, 33-34=1286/418, 34-35=1286/418, 10-35=-1286/418, 10-36=774/471, 36-37=-774/471, 37-38=-774/471, 11-38=774/471, 11-12=726/377, 12-13=9101293 BOTCHORD 2-39=876/1811, 341=96212115, BOTCHORD 2-39=876/1811, 341=962/2115, 24-41=-386/fl21, 24d2=-519/104fi, 2342=-519/1046, 2343=518/1054. 22-43=518/1054, 22-44=485/867. 21-44=484/868, 6-21=5001311, 1946=272/130, 1846=272/130, 17-18=1383/630, 1747=13831630, 4748=1383/630, 4849=1383/630, 49-50=-1383/630,16-50=13831630, 14-15=01560, 11-14=5841527 WEBS 4-23=01321, 4-22=205/271, 5-22=295/226, 6-22=184/483, 19-21>301/127, 7-21=554/1142, 7-18=15377738, 9-18=1434/903, 9-16=1083/2419, 10-16=786170fi, 14-16=42611206, 10-14=-572/82, 12-14=-587/1145 NOTES- 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf, BCDL=S.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical rightexposed; Lumber DOL--1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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-" 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 394lb uplift at joint 13, 350 lb uplift at joint 2 and 12461b uplift at joint 18. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, noncencument with any other live loads. 9)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 lb down and-122 lb up at 24-5-12, 90 lb down and 122 lb up at 26-5.12, 90 lb down and 122 lb up at 28-5-12 , 90 lb down and 122 lb up at 30-5-12, and 90 lb down and 122 Ito up at 32-5-12. and 90 Ito down and 122 Ito up at 34-0-12 on top chord, and 230 lb down at 24-5-12, 230 lb down at 26-5-12, 230 lb down at 28-5-12, 230 lb down at 30-5-12, and 230 lb down at 32-5-12, and 230 lb down at 34-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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 14=70, 4-12=70, 25-27=20, 21-24=20, 15-20=20, 13-14=20 Concentrated Loads (lb) Vert, 33=90(1`) 34=90(F) 35=90(F) 36=90(F) 37=90(F) 38=90(F) 47=-36(F) 49=-36(F) 50=-36(F) 51=36(F) 53=-36(F) 54=-36(F) e..ur.rtmdmprynY..a•lamwllmmlmRlmnrmm�r<mmnoamucwrrwm7lmmmoulrvrm.lrrere.pet.rmam»Irml.m.mron,nryo,..:Mum,.Ime.edr,e.r.npemr..uene.Mrn.. ®I.uererra.wdaaloo..y MABIIEE ldAR11NFI, P.E. �elamnm.pLmurk»al.Il.moxYmw. b.lr.uoe,lr cry-runt».fpumrinp»ndlle,»I»»rluurrum.l+»»reYlm..nlGpNnseml»a'.erlp,npee,aisryl.¢r[nga?e,yrrmerpaklmtrmu.7.M^uVl. mrkup»rmy:.r,be0pr»tin»,, un,xlnYoaoudrd,imnlwgluOdlnp6Mnya 94rydM0»v,p,•Prei»ulMnedepennMeldl4g4nlpner,leXnmmnd Trn4lhllGdelndldPpmleerdR4l, aroppMahlelp4enlnY6ddmdiFrtron,l»Wrirlmd0.ry Ynvpv,inM4rlmonl Lelp.rblblAv #04)l 87 urree4lirlNMlatlGpOrvywwe[Mab.mM,MMi WIr9rJ0rprM»r NpdiperrdMlWreOlmPrr^IlaMlebrr"Neop159plII✓,NlrrtlNLgxne6rnml M1rlmmllmm iRl lrbndvre,pnlWY,MLdnd@rLmrpipw,IrvuOeilnbgfwoN 10019(herllan Cit. rm,.®w.rre„er,.w»rvra„as.IMerw.r..r..l.p.r..rmyryap„n.,bwN rp.lr.,orp.lp:r.krmrb lwuywp.r.I,m,sYu.,lel:a»o».Yeme. mrdwmmM..e,eeu,Nlrnl. mrrdlaomina rJr,.ru,.u:.ax,r art ap.a.n.ad:,w�.r,LepL.,M1paara:.d.,m.rn®ns,nA�u.lrr»»,.ua.lm.,,n. Orlando, F131P32 Job Truss Truss Type Oty Ply A0530929 61711 C25 Half Hip 1 1 =PacElC Al ROOF TRUSSES, FORT PIERGt, FL 34 td, aesign(manNss.com nun: f.obu s 5x8 = 6.00 F12 4 3 1.5x4 11 2 �( 8 29 18 2526 20 4x4 II 3x4 = 3x4 = 1.5x4 It 3x4 = 5x6 = 3x4 = 6 3x8 MT20HS= T 7x6 � 9 5 8 70 16 30 77 31 7x8= 3x8 = 15 2x4 II Dead Load Defl. = 318 in 4x8 = 1.5x4 II 11 12 32 74 33 73 4x4 = 5x6 = 32-0 4fiA 933 14-0-8 1837 22-5 2 39-0 1341 4421 49-0 4-2-15 47-9 Plate Offsets (X,Y)— [2:0-0.0,0-0-4), [3:0-1-0,0-1-8], [4:0-6-0,0-2-8], [5:0-3-15,0-3-0], 113:0-3-0 0-3-01 115.0-2-0 0-1-01 It6'0-5-12 0-4-81 119:0-2-0 0-0-81 [6:0-2-O,Edge]; [7:0-0-0,0-2-0], [9:0-1-12,0-1-8], [10:0-3-12,0-1-8], [11:0-2-8,0-2-0], LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.3216-17 >847 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.54 16-17 >494 240 MT20HS 187/143 BOLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.18 13 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 128 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except* 133,134: 2x4 SP No.3, E32: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2A 0-2 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or4-2-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. (lb/size) 13 = 9721Mechanical 2 = 1126/0-8-0 (min. 0-1-8) Max Horz 2 = 193(LC 8) Max Uplift 13 = -451(LC 9) 2 = -410(LC 8) Max Grav 13 = 972(LC 1) 2 = 1126(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=1881/1643, 3-4=2194/1892, 4-5=3061/2693, 5-7=-2668/2525, 7-8=2868/2525, 8-9=-306112693, 9-10=316712707, 10-11=3167/2707 BOTCHORD 2-25=2317/2473, 25-26=�677/633, 20-26=-677/633, 19-20=-124/268, 3-27=1474/1623, 27-28=1474/1623, 19-28=1474/1623, 19-29=-1776/1936, 18-29=1776/1936, 1830=1790/1960, 17-30=1790/1960, 17-31=2867/3355, 16-31=-286613357,9-16=210/301, 15-32=-2651311, 14-32=265/311, 14-33=117711412, 13-33=-1177/1412 BOTCHORD 2-25=2317/2473. 25-26=677/633, 20-26=-677/633,19-20=124/268, 3-27=1474/1623, 27-28=1474/1623, 19-28=147411623, 19-29=M6/1936, 18-29=1776/1936,18-30=-1790/1960, 17-30=1790/1960,17.31=-2867/3355, 16-31=2866/3357, 9-16=2101301, 15-32=265/311, 14-32=2651311. 14-33=117711412, 13-33=117711412 WEBS 4-18=160/416, 4-17=-964/1175, 7-17=3211434, 9-17=464/194, 14-16=-9311..23, 11-16=162811868. 11-14=-1511251. 11-13=160511338. 3-20=342/400 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates am MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 7) • 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. 8) Refer to girders) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 451 lb uplift at joint 13 and 410lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcumenl with any other live loads. 11) "Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard x..y�rlmee.vgN,ew.oe tlmmnamtnnr1lmwnml(olmnoanvawpimolrmonmlu+ri.,. rmla,y,p,,,.,m,^,e,,,a.s,.w,umo-,q,or..inOnl.re,m,a+wmyei.wn,umnpro.,u. osu,ra,.;wum.�l.m.my N.ANOILYANIND, P.E wnImiyptiY1o1"4IdM„.r,1N61m11m.W1M.1n GMfmKlvlpri,RfmsymnmWMryqel .M1euOnmYn,NllA0—Pa-en.bd,varn�a vn+Iliufpnpmg6lvyvn,vpin,Y0i1AblWYyledGMuepxnGvI1,QmC1G1v,c.vdafeg#a.npdaapvd4v11.pm,mnM,vO.ndvs,MeMsled As soI 04]IA3 IMA4uMprt,J0.p10o.0eso A 10019(horlfon (ir.lan. f.rri¢i9rm11.urlow—is..awsuR.1.es.u.aei,ma,:,LanpAlilanunimp,a,u.eh-11 rw.rt 0dondo, it 33837 Job Truss Truss Type Qty Ply Slid. Pac./6811 El C' A0530930 61711 C26 Roof Special Girder 1 1 I Jab Reference o ono Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com 6.00 12 5x6 = 5x6 = 1.5x4 II 2 Run:7.620s Apr 302015 Print:7.620 sADr302015 MTek Industries. Inc. Mon Jun2214:38:452015 Sxfi = Dead Load Defl. = 7/16 in 5 516= 4 a 4x10= a A 3x411 "1 23 74 24 13 25 12 11 26 27 10 28 29 30 9 4x4 = 3x4 = 3 r8 = 5x10 MT20HS W8= 3x6 II 5x10 MT20HS= 3x4 = 1 I 2-1-8 I I 22-5-041045382288 211 E Plate Offsets (X Y)— 12:0-1-12 Edgel (3:0-3-0 0-2-01 rl2:0-3-0 O-0-OI LOADING(psQ SPACING- 2-0-0 CSI. DEFL, in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.89 Vert(LL) -0.44 10-11 >605 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(rL) -0.86 10-11 >309 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina NO WEE 0.92 Hom(TL) 0.13 9 n/a We BCDL 10.0 Code FBC20141-FP12007 (Matrix-M) I Weight: 113lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP M 30 *Except* 132: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or 1-11-10 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-9-3 oc bracing. WEBS T-Brace: 2x4 SYPNo.3 - 6-13 2x6 SYP No.2 - 7-9 Fasten (2X) T and -I braces to narrow edge of web with 10d (0.131"x3") nails, bin o.Q.% ith 3in minimum end distance. Brace must cover 90 % of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, m accordance with Stabilizer Installation aide. REACTIONS. (lb/size) 9 = 950/Mechanical 2 = 1063/0-8-0 (min. 0-1-8) Max Harz 2 = 154(LC 6) Max Uplift 9 = -434(LC 7) 2 = 433(LC 6) Max Grav 9 = 1448(LC 27) 2 = 1279(LC 15) FORCES.- (Up) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2046/617, 34=18591491, 4-5=20771723, 5E=2076/702, 6.19=-4860/1596, 19-20=4860/1596, 7-20�4860/1596, 7-21=261172, 21-22=26.1172, 8-22=261(72 BOTCHORD 2-23=878/2654,14-23=-512/1757, 14-24=-993/2819, 13-24=993/2819, BOTCHORD 2-23=878/2654, 14-23=512/1757, 14-24=993/2819,13-24=-993/2819, 13-25=161014844, 12-25=-161014844, 11 -1 2=161014844, 11-26=135414350. 26-27=135414350, 10-27=1354/4350, 10-28=1337/4559, 28-29=-1337/4559, 29-30=1337/4559, 9-30=-1337/4559 WEBS 3-14=182/933, 4-13=-1114/469, 5-13=465/1692, 6-13=3276/1109, 7-11=299/861, 7-10=0/864, 7-9=4466/1302, 4-14=1320/549 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wmd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and fight exposed; Lumber DOL=1.25 plate grip DOL--1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked fora plus or minus 0 degree rotation about its center. 6) This truss has been designed -for a 10.0 pat bottom chord live load nonconcument with any other live loads. 7) • 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 lb uplift at joint 9 and 433 lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 lb down and 37 lb up at 2-6-8, 30 lb down and 27 lb up at 14-9-12, 30 lb down and 27 Ib up at 16-5-12, and 30 lb down and 27 lb up at 18-5-12, and 30 lb dawn and 27 lb up at 2D-6-12 on top chord, and 266 lb down and 30 lb up at 2-6-8, 200 lb down and 2lb up at 14-9-12, 200 lb down and 2 lb up at 16-5-12, and 200 lb down and 2lb up at 185-12, and 200 lb down and 21b up at 20.5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) 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 Inaease=1.25 , Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=-70, 34=70, 4-5=70, 5-6=70, 6-8=70, 9-16=20 Concentrated Loads (Ib) Vert: 3=37(F) 14=19(F) 19=10(Fj 20=10(F) 21=10(F) 22-10(F) 26=3(1`) 27=-3(F) 28=-3(F) 30=-3(F) rwM1r_rhmvnmprymm�.ah roarnmmisahhrlm'awnuor mfmhpeskwmefkmkrhemonpufurlu. mares.pmn+,ee,conu,.mi,hm+dy.a...rrygrmxnmarn.er,ef.fnne..faeueem.n. oaneoemuwdaamo.re OAnerem,rb¢vdWkeullwaeIDnM10.n'a l�ir."nngeagun Qe,SFntlrylerue4MndeeegA4rmexmuonMmadlNpAnd,Mnpnn.yn0u>a&ryb Pea,ilyYRe+vfieim+6•pvkloorten9eelY.®anWLID,leagm,mrren, na,u6tiny MANIIEI �M7P.E. uaoNlyodundrn+4onle, oMrdairyi,M1myod4redao0„ubMnunbuAo,luaryminMrilaryaeagnn,:mnamdM1dgM,eaCtLba6eh4Pdnd1lFl.II„apPueldrle NamaeMG,aarzdrt+irvn,Inleanf Gnearry+p�ne,imMiapuodArnlry.,0.n0.rGe #0471821A1 ,ew,d&ytl0errtlw9neae•u W pmnM,. fI W+w,ah MNo W m yeao+oeepmf..anefeaGeauxwda'�enira..nGoPkunoaM1dhinmevuueMenveaMo,nNxna+n cal e.Gmrtempndr3w,dene� eta. 0.,g,n,haooeu5n:srrvn®e hm+Yne,bn,edn+en"duet kh.r ev=.p..aye.:.,yhunmm wt Dean,ankeief:,.+wnaf.u'.fw. .u.uffae,r.;..w.rwW mup,uden+..nw.d:m h. 100Italian (it. rerrM1a•�oioo..lr,dinnu.a®aa.rn.ri.f.r.mmaae.n.et:rvrh•neras�d•aknm•v�+��+M1h r,drnu,.uOehu.m,.rt � Odanondo,r13783E Job Truss Truss Type ON Ply Std. Pac./6811 El C AO53O931 61711 C27 Hip 1 1 Job Reference loptionaft Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aibuss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Mon Jun 2214:38:45 2015 Page 1 ID:cS2yUAsdmV4V5ztDIWWpPzmH46-th0vOT5jzHV9avN31 D3eTmydOnKOGerNw42UGz3j58 4-10-8 { 7-5-8124-0 4-108 2-7-0 4-IG-8 5x6 = 5x6 = 1.5x4 11 1.50 11 3x4 = 3x4 = LOADING(pst) SPACING- 2-0-0 CSI. DEFL, in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.06 5-12 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.10 6-12 >999 240 BCLL 0.0 • Rep Stress Ina YES NB 0.07 Horz(TL) 0.01 4 n/a We BCDL 10.0 Code FBC2014rrPI2007 (Matrix-M) Weight: 45 to FT=O% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structuml wood sheathing directly applied or 6.0-0 oc purins. BOTCHORD Rigid ceiling directly applied or 8-6-2 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation 0uide. REACTIONS. (Ib/size) 1 = 555/0-8-0 (min. 0-1-8) 4 = 555/0-8-0 (min. 0-1-e) Max Hoa 1 = -61(LC 6) Max Uplift 1 = -210(LC 8) 4 = -210(LC 9) Max Grav 1 = 555(LC 1) 4 = 555(LC 1) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 Fb) or less except when shown. TOPCHORD 1-2=-872f799, 2-3=-61 V714, 3-4=8721799 BOTCHORD 1-13=106511091, 6-13= 447/607, 6-14= 447/611, 5-14=-4471611, 5-15=447/607. 4-15=-1065/1091 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=S.Opsf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exledor(2) zone; cantilever left and right exposed ;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-5-0 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 210 lb uplift at joint 1 and 210 to uplift at joint 4. 8) This truss has been designed for a moving concentrated load of 200.OI1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) "SemFrigid pitchbreaks with fixed heels" Member end Fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard mq.rM.a.,pre,,.:.wxtmoma�Mnr>,anronrueemmroerrur erremnixmm�umr�x. r.araee,.p.rn.rw..mmr�.,,nyea.,:ePmlrwu.nr..yelrw.,.wawr�. o-a«w:,,.ra.a,(m.W MANUR MARTINB, P.E. Qao4m.n,psinaaeeewr.wmueeeaa e.o.,,w:rtN.,n...fraMrnr lmrdeeenroo�mHn.vp..amep+re..rem:r,.n.+ermwte,baa.+yermre,r*eur:roo.+r..h,tn.r. maAve.+e.reM.rn,.ae.e rosureeewarInnmrr«wetaa'meonenme�asndwo..,.m.o..... Ma.Ana.aex«rteeu,eo«�e.,,.:wa,nnaaenCnanea.i.+easeemar.amr. n..ax.uawmoede.aerie...imrtna�.aa,reeeary.yua�e.u,mmu.r:e,aa,Naaa. #0411B7 .evmieanaroerae.aroiae«rr.m.�nr.ee.eunmuiumorawpwn.aoa3.raa.wim,rr..n«muipmM.nrePmlo.aaro°ebm.avae,e,.x,e.�eer«e,.,Ne=�amennr e<Nnrtuew.mamn.,amamm�eu.,.ay.r.wnoe,�noye,e,ma 10019 [harNoe Or. rm,w.ur.,,w„ea,M,ee,ueaN•u.e.rT,.a,ve•^^a^trvmpmaur. wu,.o«g.(^w,«nnmwoaunga^5e.�.u.,,sw„r�e,r«..reaN moMd'.di.,,....aa,d:nor. Lne9�Qra114r eWlmupYmdxali,pf. Lpdoeedanlm,q:verlwynpdffird.;nninmreu,im6a41ewlinmoamltlmar,rl Orlando, FA 32832 Job Truss Truss Type Oty Ply IStd. Pac./6811 El C 61711 C28 Hip Girder 1 1 A0530932 Job Reference o tiona Al ROOF TRUSSES, FORT PIERCE, FL 34946, design(@altmss.com Run:7.620s Apr 302015 Print:7.620 s Apr 302015 MTek Industries, Inc. Mon Jun2214:38:452015 Pagel ID:cS2yUAsdrwV4V5zIDI VJ WpPzmH46-thOvOT5jzH V9aW131 D3eTm_AOhpOC?rNw42UGz3j58 3x4 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 10.0 Code FBC2014/fPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wcod sheathing directly applied or 3-7-0 oc purins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and requiretl aoss bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 565/0-8-0 (min. 0-1-8) 5 = 565/0-8-0 (min. 0-1-8) Max Horz 1 = 38(LC 5) Max Uplift 1 = -303(LC 6) 5 = -278(LC 7) Max Gmv 1 = 1064(LC 15) 5 = 1064(LC 25) FORCES. (lb) Max. Comp./Max. Ten. -AIL forces 250 (Ib) or less except whenshown. TOPCHORD 1-2=2223/474, 2-14=-2032/457, 3-14=2032/457, 3-15=2032/416, 4-15=2032/418, 4-5=-2223/447 BOTCHORD 1-16=-451/1942, 7-16=395/1942, 7-17=598/2200,17-18=-598/2200, 18-19=598/2200, 6-19=598/2200, 6-20=376/1942, 5-20=39711942 WEBS 2-7=65/972, 3-7=3161287, 3-6=292/246, 4-6=-48/972 NOTES- 1) Unbalanced root live loads have been considered for this design. CSI. DEFL. in (loc) I/deft L/d TC 0.43 Vert(LL) -0.31 6-7 >475 360 BC 0.91 Vert(TL) -0.39 6-7 >383 240 WB 0.37 Hom(rL) 0.03 5 ma n/a (Matrix-M) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss t0 bearing plate capable of withstanding 303 Ib uplift at joint 1 and 278 lb uplift at joint 5. 1 8) This truss has been designed for a moving concentrated load of 200.0I6 live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) ''Semi -rigid pitchbreaks with fixed heels'.' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)18 lb down and 67lb up at 3-0-0, 18 Ito down and 39 lb up at 5-0-12, 18 to down and 39 It, up at-6-2-0, and 18 lb down and 39 lb up at 7-3-4; and 48 lb down and 71 lb up at 94-0 on top chord, and 204 lb down and 6 lb up at 3-0.0, 204 lb down at 5-0-12, 204 lb down at 6-2-0, and 204 lb down at 7-3-4, and 204 lb down and 6 Ib up at 9-34 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied t0 the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): lumber Increase=1.25 , Plate-Increase=1.25 Uniform Loads (plf) Vert: 1-2=70, 24=70, 4-5=70.8-11=20 n.= III. In 3x4 = PLATES GRIP MT20 2441190 Weight: 51 lb FT=O% Standard Concentrated Loads (Ib) Vert: 2=9(F) 4=9(F) 7=2(1`) 6=2(1`) 3=3(F) 14=3(F) 15=3(F) 17=8(F) 18=8(F) 19=8(F) eup—..rl. plNndp,nap.Nmpup,.,r".u.�np.ry Ivor. .sx�.gtep:rnL wJnonmonrrrnnnnnrm�Nn,l,mrnamnd.e;wrnp.,uryr.m.tr�N¢rr:roan:ee,�eEme<mo.ry.„E,mh me.:'•.�I:.,,r�tr�sa.,, r MANOEL MARINEZ, P.E ' wnvtiery.amnanhhmingr.lElnpi,Nr,wnatirysld,pmm,N',pmrt,ulAn'volt.pm,rNldngpnpnr,NN,nngdt,nGR,IILIhk0oalmlra,nEUP, N.pr.NNNnnpnleghNlpwvlro,lip,ulnhrmp. n.,lnnalnNMranvah;mipaa66, #047182 n,ryuD&ry N11, IW1E'm90eJp,neN(Wener. nmMulaNYdvI00,NN,prmbrvnlpuiYFnvINWN'ml[,mp„enblrrylAnmofmn611 pv66JMIr IfluELavnrtlmmllupmrJpim.11411eNnNnnpveuNylMfW bYrollEvhmgJq., huup,upnnginrmW rmnr.e.a;.r,,dn,mnd,eeannnt..m�re.p.i,.,mrWanr+,hrN,a n,un,o,y,ry.nupmrl:Nyp,.y,n.un,fw,..1^rmmm�rv+W ,p[,pemrtlnm..nEer.,tl,m r. 10019 (horlthn Cir. umipuelprshrr.din,n,.s..arml..,.rt u..olion,.aa,aw.tio nN,o,4 .+rna,.prra,w,hm4l u,nr,nn.mmlu.fan.It. Orlandh,EL32837 Hip 4x4 = ,3x4= 5 1.5x4 II Dead Load Defl.= 7/16 in 3x4 = 1.5x4 II 3x8 MT20HS= 516 = LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Inns YES BCDL 10.0 Code FBC2014rrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2'Except* B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-5 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-8-6 oc bracing. WEBS 1 Row at midpt 5-7 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 98310-3-8 (min. 0-1-8) 2 = 1103/0-8-0 (min. 0-1-8) Max Horz 2 = 391(LC 8) Max Uplift 7 = -443(LC 7) 2 = 420(LC 8) Max Grav 7 = 983(LC 1) 2 = 1103(LC 1) FORCES. (Ib) Max-Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1671/1238, 3-4=1170/885, 4-5=-965/900 BOTCHORD 2-15=1520/1420. 10-15=150711420. 10-1 6=1 607/1420, 9-16=150711420. 8-9=1507/1420, 8-17=-687/698, 17-18=-687/698, 18-19=-687/698, 7-19=-687/698 WEBS 3-10=01267, 3-8=524/693, 5-8=322/434, 5-7=-995/1003 318 = CSI. DEFL. in (loc) Well L/d TC 0.86 Vert(LL) -0.49 7-8 >537 360 BC 0.84 Vert(TL) -0.95 7-8 >280 240 INS 0.40 HOrz(TL) 0.05 7 n/a n/a (Matrix-M) NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.0psf, h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL-1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation abom its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 443 lb uplift at joint 7 and 420 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 MT20HS 1871143 Weight: 124 lb FT=0 e.uy mmm.g+y,,,..¢.:rmwnam(mlul�mm�rormrsroa�nurfmnrlrmmnroi�rw.r.qe„y.pmn,ee,,:em.m:r..utu,.:nnN.rd¢..n�.cu.rn„ma,ae,r.,.�.. aa.,n..mwdwmm.W gANIIEL MARTINEZ, P.E. xm,...a.Ym.ma4..aam,rvoxa..u. e.u,.a..i.arv..AafRdmrai..6h,d..rmo�m,.sr.M,rti.am.r:,:.w..r:..�w,,,rwab�. ¢.++w+na+:Ax.,.e,im.ro,mo W..mmi. n, e:s,.,..rs•,.b[,r,.sm. l uitJ : lurn M,rgomlleldMO.m,p.0.n M.GgOn'q.n,l,d, mnnd P,n(,A,it4MIai6Aiq mdvvdllrl.11, orpmoldn,nOdn,N.;'mW[�Mig vMeS,,inmken Mbuq.1041117 ,wI'dm.Dx,0a,...dw'.1.1y46mwn,UV" mmymn.irs., m.I&U.a..,ronanweuu".W 10019 Charlton (ir. rM,reavm.,.:.,.m�.we,s..nr.rwen�.e,w�,•,ayrymwmea,e nu..onr"r:•=name. wa'uro,.waumrrv••mr:.m.rkw.y.00Ps,dmm,...,ea.a:m i. [.r�[uormr� � r.lmw..u®dxmnurr.lap.4nwanns...,a.m®r�«gnrmetiid.�ro:m.r.,:.»,se.kl wr,,,,...u®du.u.e.rt Odond¢, EL 32132 L5x4 Common 4x6 = 3z4 = 3x4 = 3x4 = 3x4 = 4x4 = Dead Load Deg. - 114 in Ib LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.30 7-9 >896 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.57 7-9 >473 240 BCLL 0.0 Rep Stress Ina YES WS 0.51 Horz(rL) 0.06 6 n/a n1a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight: 104 lb FT=0% LUMBER - TOP CHORD 2z4 SP M 30 BOTCHORD 2x4 SP M 30 •Except• B1: 20 SP No.2 WEBS 20 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or4-11-15 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (fib/size) 6 = 995/0-3-8 (min. 0-1-8) 2 = 110510-8-0 (min. 0-1-8) Max Horz 2 = 170(LC 8) Max Uplift 6 = -385(LC 9) 2 = 446(LC 8) Max Grav 6 = 995(LC 1) 2 = 1105(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1812/1619, 3-0=1583/1488, 4-5=154911452, 5-6=1771/1577 BOTCHORD 2-17=1350/1573, 9-17=1350/1573, 8-9=630/973, 8-18=630/973, 18-19=630/973, 19-20=-630/973, 7-20=-630/973, 7-21=1304/1525, 6-21 =1 304/1525 WEBS 4-7=-446/572, 5-7=-374/606, 4-9= 495/605, 3-9=3981630 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wmd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0,18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL--1.25 plate grip DOL-1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other rive loads. 5) n This truss has been designed for a live load of 20.Opsf on the bottom chard 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 385 lb uplift at joint 6 and 446 lb uplift at joint 2. 1 7) This truss has been designed for a moving wncentrated load of 200.0I1a live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r.my�nrxem.xgramar�a.fromrlmus[s¢laAaelatnmrrtaa�mnaumafraMammuoumrinn rrryle,RrPor®tin,xlrm..r.m,unre.opmx:lf�INsuxnmmsrtlwxrrwnbM..x. mnrm.Mwa.e.m..ry MANN[L NAiiINEI, P.E. I,vrivu Ednlgnn(�e,furor%rinpoevA6e,dwgNOnFrrt6rnuepwrrlPrpMn,l.relrgl.ngreyrnMry4nrdrapedEriv.frhmlrp4lrieeMlaPWI,Nn MI.lAr6oPon,wrb.tbGlrx[ie.t �MhluarlolYlndabrullmfrsldnbbrdd ' woo:hyxlmraltiiPmingNJMgi,Mnrponipardnravq,Mranei rrnlninlmm�xrruldoganlpner,banmmnallvllg1ltlaCllelvtllvdlntWdreedtnLnevppWadtlenamdtnybddvwelxrLe,fibJedlnland0vp.,Mxe,inhh4xNhnlh4doabdr #NC91LI rtrlxulYryel6rtatlrmpavtlxvNfwrmfi al wnxtmYW100NIErWe2mxlryWlrntlb4Y'mp[mpwmbnMl°�nrmfirep157WLIardlrlBmd9UmmMmnlMlerenll w.IM1l tleMn@ern{orFalgr NAufrulM �m,GilPs,lmoaNPohp'nnrra 10019 Charlton Co. im, tld.can,xw,.MmxwNMrtxeayxdy.:nyNal.rn:rma ronn,nry.hq:..;rmerl.iry oey.�.hrnip.+hp..be.ramM muparrab..rnea.duwa. [.pgnfa®mnl�irxnx,x,.xmrdxm:m,rt.rgvd.unanal®n,h..lb.,hrJJyd.�nnm.rr�,;.ht.ulwrmrn.xrdx.n.rr,rt Odando, FL 37832 A0530935 61711 3x4 = 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = Dead Load Den. = 1/4 in 1.5x4-11 Id LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/den ' Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.29 8-10 >933 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.55 8-10 >495 240 - BCLL 0.0 Rep Stress Ina YES WB 0.51 Hoa(TL) 0.05 6 rue n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight 1101b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4 SP M 30 -Except' B1: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-1-11 oc puffins. BOTCHORD Rigid ceiling directly applied or 5-1-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 1113/0-8-0 (min. 0-1-8) 6 = 1113/0-8-0 (min. 0-1-8) Max Horn 2 = -145(LC 9) Max Uplift 2 = -449(LC 8) 6 = 449(LC 9) Max Grav 2 = 1113(LC. 1) 6 = 1113(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 260 (Ib) or less except when shown. TOPCHORD 2-3=-182911633, 3-4=160011501, 4-5=-1603/1499, 5-6=-1832/1631 BOTCHORD 2-19=128111589, 10-19=128111589, 9-10=567/990, 9-20=-567/990, 20-21=-567/990, 21-22=-567/990, 8.22=-567/990, 8-23=1287/1592, 6-23=1287/1592 WEBS 4-8=-490/607, 5-8=400/632, 4-10=493/603, 3-10=-399/631 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ;'TCDL=5.0psf, BCDL=5.Opsf, h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 4491b uplift at joint 2 and 449 Ib uplift at joint 6. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. ' 8) "Semi-ngidpitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard n,rLm.anuwu„o,Fndx..Yrlsr,issqw.fi.aed,OmYnaoM.nnr.. mnneaal,sad,n.unlm.nw.l,xmµlreauyery.d.Ew�noennwl.Mniww.nn.mwrl..eemwfixlaMn.rJa.l'�."roly.uaXrluomlY.,mmUmw..rm.e,i.u,.a.mnwuolon.J+r.ovm�pwf*„.lur.lwnXneurbee..nHnm.aRoaXxaX.imnnuanl.n.n,wnlbWomyd�o,mmwurAu<.Yi,xoerteE«(4o.ap.aCoopr,Mrms.,nuRmanonl�.Mmvi+.Lan�.[rF..lmna.lJYrvda. MwnwR.,..xgn.1n,.Ltyi.vmmsoemr.,wa,En.mP..iunge(lY..dnlu..;.Xm.rwioiam"l[avwo.ur4a.wwnoXxanN,mrnvIMxwi+.,a�1m.<uwn.. tlanvli+.a.x.m9aet0rl.ax.auanM�g.Yi..o.n.•Inl npvwl.s'LN=nIexwNl�nmaxXnf„mry:,.Nm.em.a-aw.rF.e,.l.grn.ai.o.®..dnnnewiub,,ayxrofi,e..yawyiMn.vmm.Yt.i. e,r.qCo.aIoAse,mLm.ipe=tINn.A'n•y.<on.I0ldteXnX.,mm1n,�.,^ mnx+y.nne.lnxu6=mi.6n,are.JlwrYpLm.,,xtlm�.al..Ier..n nIMoo.l.losao�yiw,.nr...muea,„nevIeenr„m.Im.eIn.neKrelJaom,gr,onn.nu,mae.n.aN,;n„n.,m,l.oN,ne.�.egnrmo..¢eaanxo..rm..ev MA1N0UAEIL9 (hol1lton (iPr..E n.wrxonymwWWI. n...wnnt 047182 Orlando, FL 31831L1Conun,.,. Job Tws Tnass Truss Type qly EI CJob Hip 1 =StdPac./6811 A0530936 (optional) n. rtwr,rtwo rt, r,ert..q rumun. r.om s npr au zuio rnm: r.o<u 4.4 = 4 44 5 me. Men Jun ZZ 14:M.*4/ ZU1b 3x6 = 3x8 MT20HS= 3x6 = 3x4 = 3.4 = Dead Load Deft. = 1/4 in n LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Ildell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.83 Ved(LL) -0.34 11-16 >801 360 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC ` 0.71 Verl(TL) -0.61 it-16 >448 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) 0.05 7 me n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight: 109 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structuml wood sheathing directly applied or4-2-13 oc puriins. BOTCHORD Rigid ceiling directly applied or 7-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 2 = 111310-8-0 (min. 0-1-8) 7 = 1113/0-8-0 (min. 0-1-8) Max Horz 2 = -132(LC 9) Max Uplift 2 = 443(LC 8) 7 = 443(LC 9) Max Grav 2 = 1113(LC 1) 7 = 1113(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1631/1456, 34=1262/1189, 4-5=1066/1148, 5-6=-1262/1189, 6-7=-1631/1456 BOTCHORD 2-20=-106812148, 11-20=106811367, 10-11=-589/1066, 10-21=589/1066, 9-21=589/1066, 9-22=-1071/1367, 7-22=109312148 WEBS 3-11=394/598, 4-11=-288/348, 5-9=-287/348, 6-9=-394/598 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. i 7)' 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. 8) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 443 lb uplift at joint 2 and 443 lb uplift at joint 7. 1 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xm�.nwonnmmyernamm, I I IOU nMOBIMUn aeful HIM. NRmno.[cmlawrinarolumonnurarimm rmiha,aonw,mnn,,..a,,.amm,mm,umo,uV+a.mrMnlmanvn.mxlmmm.,r>_m.m,.ume,w. m..mm.m,aro vxM.m Ab.Mino,mr MANUEI MAPIINE2, P.E. xnA,mm,m,promawe,.,ulm,aroose,.sa. ,.nr.a.....0 .S,fln, m,ertft mwmo„v„mmmm,nw,..am.eakw.m..v�mny,.�v®rmiihme.6nemm.mprm,a,rv+.Amw,moW.,M.,nul. m.e<anm,.mp;nimsov,manm,, ' ,.romiirmam.miro.umlmmr Am>Ro9i,m,,,,vmistti.lm.o.m,m.o.mn..m.,adwmmm.uaaina.q.w,roro,=mnaw.nc�roircaimaAarm9.vu.seni.I.mwwmuam.ruo..a,.rraa.roam.umximro4.rA=aM1a,mmr..imaros...aro.ri,,i,aam. #047102 r.•��a�gxn.warogomvm,.,er.mmn,.mm�mmmm.mo.aro.w=rim+=up,.imAmmn,rnuaor.mwmmmimi.m.mn.enlfiv=on.ekrnwe¢uen,a„nnaro,r•entr��m a.wssm.nnmxa�nn„u.a.,mmu.aaay,m.tm:,o«iy.ov+m,m 10019 Charlton 0r. M1m.y,,,,,dmm.,e.,�y. xgw.h uor m IW, W,.,.um, Sy<.. roe,..rewy muP.n,di.�m,.,neama:ni.l. repr,iaNOrn13611mfLnmr-Ymwlnwlan,Pt. rep.ao,linolAkawngi.up Mm, i,pdib�d.inmiPmpvminimM1em Ml lootrm.w�Nomd Nmfm;l! Orlando, R 32832 A0530937 61711 4x6 = 4x8 = 4x4 = 3x8= 'x� — 3x4 = 4x4 = Dead Load Defl. = 1/8 in 1.5x4 11 it LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.19 9-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.34 9-19 >789 240 BCLL 0.0 Rep Stress Incr YES VJB 0.16 Horz(TL) 0.06 7 We n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 1121b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (lb/size) 2 = 1113/0-8-0 (min. 0-1-8) 7 = 111310-8-0 (min. 0-1-8) Max Harz 2 = -109(LC 9) Max Uplift 2 = -417(LC 8) 7 = -417(LC 9) Max Gmv 2 = 1113(LC 1) 7 = 1113(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=169811483, 3-4=-1448/1298, 4-5=1262/1246, 5-6=-1447/1298, 6-7=-1698/1483 BOTCHORD 2.20=1116/1532, 11-20=111611454, 10-11=-786/1261, 10-21=786/1261, 9-21=786/1261, 9-22=1122/1453, 7-22=1122/1536 WEBS 3-11=247/416, 4-11 =-1 671337, 5-9=168/392, 6-9=247/415 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)and C-C Extenor(2) zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plate(s) atjoint(s) 1, 4, 5, 8, 2, 11. 3, 9, 6 and 7 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 10 checked fora plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7) • 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 417 lb uplift at joint 2 and 417 lb uplift at joint 7. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xa,.y.wm.n,rc,penmv.nruvoolnmm(muquwulnwrmvmnartrwolulrymnPmavuosurxrm�w lemre,enr.,eAa.,.,d,e.d.mn.ni,Im,o.K.x..�elOpol�Y��eetmmeeeu.lele,Ui,uenlm,.me. wm,ene�d,.wme.ronoo.oar MANNEL MAYTINEZ, P.E. Y'elnn,etla rme,ann,,,edlwlklookYm6e. N.nu„oednrrgl,en....sn^anmm�Lnuae.,vmo mp,¢mmvrtrlem<dm.p h+,fi.a.yi,rziyin u,misnbneae,'poel a.ulfeuw,e,rykae.IMIW,eN.uaoimL m.Mipu,umpb„J.ennpmdnrn. 'wnoaslr,4m,ala,w„luorrrddalmm,rcwPo+aonam.o.en.m.o.,er,m #U41187 mPe,oumaaed.+a.lo,vo,e,.edr.ene,n�.aan,me,mm�,mo..em,rersu,.mnlay.zdmaria�.luo,r<n<mulervnrt�mci4epcm,rmm�,ohm.oasBuen,ne,e.�me,e,•,nlpndnu lo-1 mm„me,.,nnaamnmlavna=Ineu.,,aaa.rc,umoeay.uyn.e,..a 10019 (hodton (ir. Inn WAm+e,,nM,uMiNua,fiMN,4.emren,ed9mirni^IEr oaperm, Md,d ID,4ena.upagaenkanm,laYlnpp.ogmvlrx,tlWnrngYnebro,rinlAg N4pldoedtnmmeJdnelinm 1. 6,m,402015 bl 1.0lmm.0—.1Yenne,, P1.lep,dwlindnn do .O. u, la,µ i, pd&,,d.i h Hmpnmisvon f—k1loatl,omr-YomelYRm, P.E. 6dY0EoPL 3z83z , Job Truss Truss Type QtY Plv Std. Pac./6811 El C 61711 C34 Hip Girder 1 1 A0530938 Job Reference (optional) n, rcuur f rcuaaea, rurcI riercuc, rf.:wsao, aesigniGalrmss.com t.5X4 9 1 6x6 Hun: '.ti2U s Apr Ju LU15 Print: /.e2U s Apr 3U Mon 4x4.= 1.5X4 11 314 = 3x8 MT20HS= 4X6 II 1.5x4 11 3x6 = 5x8 = 6-2-0 I 1-0 -92-3 2241-0 32614I 652-O 243 Dead Load Den. = 114 in 1.5x4 II li Id Plate Offsets (X,Y)- 12:0-1-12,Edcel, [4:04-12,Edce] r6:04-12 Edael r8:0-5-12 Edael r12:04-0 0-3-01 LOADING(psQ SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL -0.25 11-12 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Veri(TL) -0.45 11-12 >604 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina NO We 0.58 Hom(TL) 0.10 8 n/a n/a ` BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 121 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2X4 SP M 30 `Except' B2: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 24-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 6-3-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed dudng truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1730/0-8-0 (min. 0-2-1) 8 = 1875/0-8-0 (min. 0-1-14) Max Horz 2 = -86(LC 35) Max Uplift 2 = -877(LC 6) 8 = -961(LC 7) Max Grav 2 = 1730(LC 1) 8 = 2260(LC 31) FORCES. fib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3087/1511, 34=-3176/1581, 4-24=406611841, 24-25=4066/1841, 5-25=4066/1841, 5-26=4066/1841, 26-27=4066/1841, 6-27=4066/1841, 6-7=-3838/1596, 7-8=4301/1715 BOTCHORD 2-28=133112714, 15-28=1331/2714, 15-29=-1331/2714, 14-29=-1331/2714, 14-30=136012863, 30-31=-1360/2863, 13-31 =-1 360/2863, 12-13=-1360/2863, 12-32=-1310/3489, 32.33=-131013489, 33-34=-131013489, 11-34=-131013489, 11-35=-1446/3788, 35-36=-144613788, 10-36=-144613788, 10-37=-1446/3788, 8-37=1446/3788 BOTCHORD 2-28=1331/2714, 15-28=1331/2714, 15-29=-1331/2714, 14-29=133112714, 14-30=-1360/2863, 30-31=1360/2863, 13-31=1360/2863, 12-13=136012863, 12-32=1310/3489, 32-33=-131013489, 33-34=-1310/3489,11-34=131013489, 11-35=-1446/3788, 35-36=-144613788, 10-36=-1446/3788,10-37=-144613788, 8-37=1446/3788 WEBS 3-14=140/253,4-14=-1261586, 4-12=507/1518, 5-12=-676/604, 6-12=501/824, 6-11=-134/1216, 7-11=556/246, 7-1 0=-1 06/584 NOTES- 1) Unbalancedrooflive loads have been considered for this design. 2) V,And: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf,,. BCDL=5.Opsf; h=2511; Cat II; Exp C; Encl., GCpi-0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 1.4, 6, 9, 2, 3, 15, 14, 12, 51 111 7, 10 and 8 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 13 checked fora plus or minus 5 degree rotation about its center. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 877 lb uplift at joint 2 and 961 Ito uplift at joint 8. 10) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 107 lb down and 132 Ito up at 6-2-0, 90 lb down and 122 lb up at 7-0-12, 90 lb down and 122 to up at 9-0-12, 90 lb down and 122 lb up at 11-0-12, 90 lb down and 122 to up at 13.0-12, and 90 lb down and 122 lb up at 15-0-12, and 130lb down and 141 lb up at 16-6-0 on top chord, and 227 lb down and 128 lb up at 6-2-0, ' 230 Ib down at 7-0-12, 230 lb down at 9-0-12, 230 to down at 11-0-12, 230 lb down at 13-0-12, 230 lb down at 15-0-12, and 230 lb down at 16-74, and 697 lb down and 2231b up at 18-7-4 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. 13) 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 (plq Vert: 14=70, 4-6=70, 6-9=-70, 18-21=-20 Concentrated Loads (Ib) Vert 4=50(13) 6= 90(B) 14=-227(B) 12=-36(B) 5=90(13) 11=36(B) 24=-90(B) 25=-90(B) 26=90(8) 27=90(B) 30=-36(B) 31=36(B) 32=36(13) 34=36(8) 36=-348(B) wm.�.A.wmmm.,nhmn.mr•al loornmusl"alirl.nnivafnntlmronioaseunwlrrmfrla<mmllmconmimm vmevewaeAemmneneeam,e.,urmmi,tm,orue,a..,nOrelmen,A..wew'�mr,rr.lamrmeuene:M..u. mm,searaummw.,mmo.mry wia,rm,m,PnmmaPo.,aMiMaoomx,m•�a.e.u.,,nmy.G'mmf.rpn.i7mrmm4ianaw.gmorrPn,ml,n.ren.x..uerPmir,mmimAMmuarmP.e,aA�nMrt.ewArdnr,i,ai,r,m,e:pmam,nemAwr.marrni.t mraeepn,rrm�P�bo6.A,meinmr, MANOEI MAIiINfl, P.L ',amdiiir.,e,mdmr„e:,mrmnamiarAiliaermrm,iswrniwomrr.mromenl.amr <eArw,rnrrtax.AAaoMr,nmewrnelamrnem.uen.imamar„rmr..ami.m..rammamnomeerrMr.,.mmearmeiwrrlmewq.w.a.,,mmaea®mdr,.,�,,asaPoPoe #047122 a, mnibidne W, bia^rtma I.... Alm6,nl .1111. TRIM bymdn O,Lld,len die R.M.,6mpnrmaleryLG hnrmdirna4Pw'neaErinwl mrMmredMAruwgiem.. inf tle6nnMmpnBSdnmlbnadnrrynrgtlgen,ImuOeipfegiumonl rm„Amw.rn,.,.wm,m,,.imes,mMa.immra,r..u.rayarmPmmaeiae serum,x.na•I,ywmxlnan.lme�gomy.,mwnsii.+r.yn.rrnrmrwie.r Aoop,.wamm,.emenimax,nf. 10019 (hodton (ir. reprnAH010u41 Podlmu✓dmudnwxm,ll.IgeMWrdO'neea+nn,iennrlxm, i,pobiE'ned.ironMmpminlon M1.m Ll PoeOmn.oYemd Wn>r,PE Orlando, it 32832 Job Truss Truss Type Oty Ply Std. Pac./6811 EI C A0630939 61711 CJ1 Corner Jack 12 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL34946, design@altmss.cem Run: 7.620 s Apr 302015 Print: 7.620 s Apr 302015 MTek Industries, Inc. Mon Jun 2214:38:492015 Page i ID:cS2yUAsdrwV4V5ztDIWvVpPzmH46-ISGPsg9E1VOb37bgG37aec9gg1 H5y5mRIY2Fdlz3j54 -1-0-0 0-11-11 1�-0 all-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.00 8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 8 >999 240 BCLL 0.0 ' Rep Stress Inca YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matnx-M) Weight: 7 to FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 0-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 3/Mechanical 2 = 187/0-8-0 (min. 0-1-8) 4 = -10/Mechanical Max Horz 2 = 63(LC 8) Max Uplift 3 = -7(LC 8) 2 = -95(LC 8) 4 = -10(LC 1) Max Gmv 3 = 47(LC 14) 2 = 286(LC 13) 4 = 199(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wlnd: ASCE 7-10, Vult=170mph (3-second gust) Vasd=132mph; HVH2; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonwncurrent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 3, 951b uplift at joint 2 and 10 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, noncenwmenI with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard emmy.Bu.mm.pry,rr:.rtrallBonrmytfanul Q+ImmnlmBmwnavweBryortBVmoellDuwl'Ina BMreeuppmmnfe.e,Mm.rnu.uwapl Du.:IOWlmraumdwv.crf.wr,,.rmraXm.w. uanmmemmr.erralw,sq aAFIU[I NAAIINEI, P.L ,Albl,am. don o ed Xf .'elluNnfXn§nXftrcm Xy.By'".rn9r-tpAnf X9snt,a.parmarsonr�inrm...nym..dwadr,n.elnpen�yn,em�tulfrs.4,pde.;.¢uafe.rner m ,.,,W ka 1dak:milm. <mob4ryedfydOiJnnlamrlaDlnfM1Arnym�ryd ArBln,ArOnn',uRn,MryedndtldAn Dninn,ierwel,ntl0r1141XyLM1lnAlAAgMudm�l. Mrpxn.IdMnUnlnrDABfmdd.LntXMylrkAyry,gr,'mI.DYbvrAXnryJidXAr 1t 047132 nyxvlF/elMn WIEe1Bri1'umE(aeb�n.IDUYUMaNYLLlppee111r MeynrelpibinntllX4Yllnl[mBm.°ISdrrylAmliwPtlBI�IBde111lnmd BrnntMnemEl,rpmnd4+i@y Ihll.Mudrnnp.vbliH,mlbX,olMLmn DrJA^..Oun Xnilnalleeennl 10019 Charlton (Jr. Imf Bmamm,.annr,.Imes.rlr•f.m.Asrdrr...wyerar•XIr�eM.IBruennafyf IeB:,mAmlrtrl:Imyl.uo.nsumfrye. tynwmrean.B .afrpmerinm.rnrd.d�m i. LerigXGlrllfLl tdlmm�Y®4Wm.u,Itlq.Yn®dlurlan,uwrbn,n�dyM.iOnMmpwNminhm 4l Dullnnuf-YodYu6n,rL Orlando, FL 32832 Job Truss Truss Type Oty Ply Std. Pacn'wW11 El C 61711 CJ1G Corner Jack 2 1 A0530940 Job Reference (optional) AT ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run:7.620 s Apr 302015 Print:7.620 s Apr 302015 MITek Industries, Inc. Mon Jun 22 14:38:49 2015 Pagel ID:cS2yUAsdrwV4V5z1Dl W WpPzmH46-ISGPsg9E1 VOb37bq G37aec9gU1 H7y5mRIY2Fd iz3j54 4-4-0 0-11-11 0-11-11 r 0 LOADING(pso SPACING- 2-043 CSI. DEFL I in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(L-) -0.00 8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(rL)r -0.00 8 >999 240 BCLL 0.0 Rep Stress Ina YES WET 0.00 Horz(rL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20141-rP12007 (Matrix-M) I. Weight: B ID FT= O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 0-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -3/Mechanical 2 = 201/0-8-0 (min. 0-1-8) 4 = -18/Mechanical Max Horz 2 = 84(LC 8) Max Uplift 3 = -9(LC 8) 2 = -94(LC 8) 4 = -18(LC 1) Max Grew 3 = 43(LC 14) 2 = 292(LC 13) 4 = 196(LC 17) FORCES. Qb) Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wlnd: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S:Opsf, BCDL=S.Opsf, h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; M WFRS (envelope) and C-C Ededor(2) zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9lb uplift at joint 3, 941b uplift at joint 2 and 18 lb uplift at joint4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard e.ey.n..aomptynv.ne ki mvneutf}nrn1�fnmulrwmmo[uvaafrlomllmolnmuuprrnn rvareriy r.mo,r,wrml.nr.mrmsspyem..nllmol,ammrlm,v.eeile.mr,urnmb.ev, mapem.l„wa.mm. W �aonn.pm,dnrrarbpabmenome,.cal,.lr.reurin[n�.rr6•.spr;arursrv6lu,b,.�rmor.>rrrmrm,rrrvr®..rwlae,a®1„r:rry,r,r.,asryl.m.e.y.art:,:rpu,r,ml�:almurionmry,..a"m.t mre,rip.rr.y.r.t.mrr.r�l:.,. AfAINEL MAYIINR, P.E. wile4FryW.wdlpisirunlwmr kddmhprrawonih➢rdMnrm,Rro.ni rrcAm'udepeol ernrlrnfwrinlp.er,nRr,vetraJRvn4melKtl,4it,P6erre4pO1r4r. rmvpn.a.tMlJomdnrrdduredd,inrr,In4FrbNlvnawvp,imkll,amvNbwurn,bllNne #041132 nywtil4ry N0rbllGymtllrvaA[MrrRr. ll mb,ulmblb1OO.NdW�n,pNndlrlweltl, 44apinpnmrwrylnlvmtlx0154pv14Je11rinptlL4wNenmlLrpwvtly Mew 1141 erbnnertrpIsaNAA,WM..1141m,rM1unvr,Mn NrynFpwrW 18O19 Charlton (Ir. Im,Ymrw,r,Nw,AxareeAneer.ununvg..equbn4rlrvtl Wrir Frtiv,6 Mum,ayvrvry,rl,tlol Mf Wigoe4rwr.Irnrlry,.mbymrrrxrMkq mmpL„almunp4firre:mr. (enrila0mlSLl loaL..... .IY.fwq 11.1,proI1W*d,lwm.1,swrl.o,npeA4M.ilEvinmpniruml,vm 411NInms WulllNsr, rt Odondo, H. 32832 Jab Truss Truss Type Oity Ply Std. Pac./6811 EI C AO53O941 61711 CJ3 Corner Jack 6 1 Job Reference o iana At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 1.5x4 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Industnes, Inc. Man Jun 22 14:38.49 2015 Page 1 ID:cS2yUAsdrwV4V5ztDMNJpPzmH46-ISGPsg9E1VOb37bgG37aec9ggl E7y5mRIY2Fdlz3j54 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) NdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Ven(LL) -0.01 4-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Veff(TL) -0.01 4-8 >999 240 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 Horz(TL) 0.00 2 n/a We BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight: 14 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-11 oc puffins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 73/Mechanical 2 = 255/0-8-0 (min. 0-1-8) 4 = 26/Mechanical Max Horz 2 = 123(LC 8) Max Uplift 3 = -68(LC 8) 2 = -109(LC 8) Max Grav 3 = 73(LC 1) 2 = 328(LC 13) 4 = 224(LC 17) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=270125 BOTCHORD 2-9=201/328 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.OpsF h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcument 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 3 and 109 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, noncencument with any other live loads. 8)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard x..r.m,.e..gry,,.:.¢,•ummnamLmnRmimnmewmmaauwgmtrl.mnnmurari.. r.ho-w.r.wmw,ws.,.exu.uwy+run,rlmlwm,unwe...rtum,..mnnr,... m,.,mw,.,ew.e,rtv.W NAIIOFL NANINU, P.L •urnmm.rrYe,J.P.Owl.N,4%,.. a. u.uo.w.rw'.m....tnuerr�mtMua,e.Imo,.n.,.m,,."rb.amrc,aud.w..�b,ro.+uham,'�^nae,wNu".a,ner.m,imW.o.e.mi. m. eNve++�ar.tuwr,.te.. Ll ,.nosmr=+o,.am:um.i..ruaa�.r:n.,.I atnan.o..,.m.a.,.n.ned�na.a.n•.rt.ruarroMaM.:m.a,nnamnero.nen.bIdMWma..,emi. m..va.=inn.run.,e.comps..iropnd:w.rrwr„m,.,.m.:,no.e®.d::.r......en 9(horh7 nwaaarnm,u+a.ro.ur..,wem,m.,.eow„npm:�Now m.e.,em.arvIda mmmuumruAo��.n:�.n�m�.w.R�s,r=rsmeh�n.auu.,nau.eneinpmomr;�aw ieu e,smnmunr..��m�.uvnnnn.u.,,wan.,dNooxo.oym,.,p.a 10019 Charhon (it. a.eaq.r.e..y�.e.r.:.:aq.or.a..:.n.s iwu..rip.ia:.ermn.r+rwW..�.u.,fN..M...�n,.nwM mr p�a,dmrm....e d:mi. - r.oanse4 rdm.uvu.Wus'.u.rt ua,run.aa.e®n,:.rb.,nrimd.A.an.r.,,.nand..41 rwrn..r-u..au.,:.yrl Odondo, FL 37831 Job Truss Truss Type city Ply Pac./6811 El C 61711 CJ5 Corner Jack 4 1 F. A053O942 Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, designQaitruss.com Run: 7.620 s Apr 302015 Print: 7.620 s Apr 30 2015 MITek Industries, Inc. Mon Jun 2214:38:50 2015 3x4 = LOADING(pso SPACING- 2-M CSI. DEFL I' in Doc) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.05 4-8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Ved(TL)• -0.08 4-8 >710 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a nla BCOL 10.0 Code FBC20141TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or4-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 128M1echanical 2 = 36110-8-0 (min. 0-1-8) 4 = 46/Mechanical Max Harz 2 = 185(LC 8) Max Uplift 3 = -120(LC 8) 2 = -146(LC 8) Max Gmv 3 = 128(LC 1) 2 = 388(LC 13) 4 = 241(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=683/591 BOTCHORD 2-9=11381881 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencumentwith 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) Provide mechanical connection (Gy others) of truss to bearing plate capable of withstanding 120 lb uplift at joint 3 and 146 lb uplift at joint 2. I 7) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, noncencument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard f� PLATES GRIP MT20 2441190 Weight: 20lb FT=O°/ ...y_m,.u.npery,n..ml'Iamwnmmrmull�wlmlmlmlrosemoMlLwm7lmanlwmrl.n mare,y:p.roaam,.ea,e.ten,.enlmw,genrnlllim)dmrmenru.ertlnueeowaeenrew. wanlmAn,mAnnem0.nq MANVEL MAi11XE1, P.E. efellmemnlnne.rpv,AiNamlOppMnfl IvalnuRyc[q'amru.spdtlrylep,eLMndn.nlppnluuMnu,eelu+velmeprMuie..leeP�er"Am.nesqYB<ey.ameig6lrmaepAloMNpedr.mdn In 1. meeyre„wp'en,IwLepwad=n. ',.ietilnyedendmnlrenivnaee'rliMnann,pnigTnvlMOmn,,IMO.en'aurae,vAepeelnXnrilSsppngiu,,4grnnaaOeliCOellCMladEAPnluenlR4l.nuppndddeNpmleeYadauuAdeinginbivlanlRq,vronpe,innEv5uedbnmrdNlbMv #047132 mpuelbryAM 1� IbtlrenmEfa»e0et IlnM1uueNYl4Npe4mepu4vmolpvl6lu:dllelodllepnmplpYkbrylnMwl'anpfSbpolaJeA1r111eMLUuuelmmlbynmlp;Mew Inl eenG.ertauWle:nlEvS,tllYlnppJgv,Irva WupnU9bev W rr.np.a mn,.n4neaM,seen.aM.ammTnl.wl.nl.pgapmnne.leea aaeuvna,rnfelaenn,Nawemuaro„yn.un,Ipnlmr.enwenbA+n for rwir.nmer,nner,eielll.l. Eir. on,iruoanru r.dunn,.w.allaie.e,u. up.re.dra,a.n..el,:.nl.v,npdtitdvimnillnpneaNvmhn4l lnlan,nnYneeltlmtim;ly Orlando, fl. 32832 Jab Truss Truss Type Oty Ply - Std. Pac./6811 El C AO53O943 61711 CJSC Corner Jack 2 1 Job Reference Loptionall At ROOF TRUSSES, FORT PIERCE, FL 34946, design@aluuss.com 1.5x4 2x4 = Run:7.620s Apr3U20l5Pnnt:7.6205Apr311201b MileK Inc. Mon Jan Z LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (Too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.04 6 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.05 6 >999 240 BCLL 0.0 ' Rep Stress Inc' YES WB 0.00 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/-rP12007 (Matrix-M) Weight: 22 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' B2: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-11-11 oc purins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation aide. REACTIONS. (lb/size) 4 = 105110echanical 2 = 34310-8-0 (min. 0-1-8) 5 = 88/Mechanical Max Horz 2 = 185(LC 8) Max Uplift 4 = -84(LC 8) 2 = -134(LC 8) 5 = -41(LC 8) Max Grav 4 = 105(LC 1) 2 = 378(LC 13) 5 = 256(LC 21) FORCES. fib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=418/278 BOTCHORD 2-12=623/525, 7-12=-254/192 NOTES- 1) Wlnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 20.0psf 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84lb uplift at joint 4, 134 lb uplift aljoinl2 and 41 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. e)''Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard e..n rlm.X.pryura.m Xl nanasntnnrlrmwlrmlmmma[p4mltna1n11100w5a1a1'Im¢r.rymy.l.rum.,.ama.n.m,Im,uy.u..:nlmlrwr.Xmdm,n.m.,r..mao-s..m. msnem:,ewdwn.lu..H MAINEL MARTINEZ, P.L �nar®mwpummdlrMl.mmol.lrau 1,.Ire„64r•w'.m0.r.spdehl.y.mLXrwlw..rmor.ym.n..mpm.raarmu,rlreZmmyrmp.afimn.errganrryaum,arrnremnrloo.ry..erml. nemrr.,..�4r.mul�m,, pbAlrymdmealrpi,bmlamp.ddNrly Aam+pnti6rydXr0.m,b0.mrbAr"'vdolmlmMldfigOnlpm,LArnenn�Xe XCXeIlLl6ahiLMgn4edMl.MgpmJdllemnargLHewdnrinn,im4ArlloaGgrnrzSr.mmb[vedbmq.J.Alrnr ti U411N1 mpnR&rytlnelnil[m10eJprzrul4me,ler. lleeYu,laM1INN0ee10eprMnnEpvL{and XeldOiep Lml•uellelMllmm4epl5rfplF,blljlrymaLflmne6renna M1rymnly@em. IRl aeNnXmrpnrti614rWWnamlrpelnnpn9,er,IrussOMpbglnexeel u.r,X.ire.m,ee4r,m,mmur.ahe[..nnrmaelar..myhapra,amrm nrtrmraegely:e.M1mlaodlcelo,ymrmmrsN®Im."w•vmay mop.lydmm,.."edrd:ula. mrprgl®ms14 r.11mm,.u..elulae,,u:1,pedeu.da,lmmn,:mnb,nr,dmM.X.rlm.prdnb.6e.41 W rmw-11®.IYnlenJy Orlando, ft32832 Jab Truss Truss Type Oty PN Std. Pac./6811 El C 61711 D01 Common 1 1 I A0530W Job Reference (optional) Al KUU1- I KUSSbS, I-URI PIERUE, FL 34945, deslgn@altrussAOm Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek 4x4 = Inc. Mon Jun 22 14:38:50 2015 3x6 = 7x10 MT20H5= 3x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL in floc) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.36 8-16 >628 360 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL)' -0.38 8-13 >595 240 BCLL 0.0 ' Rep Stress Incr YES NB 0.69 Hoag TL) -0.04 6 n/a n/a SCOT. 10.0 Code FBC2014rTP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or 6-0-0 oc purins. BOTCHORD Rigid ceiling directly applied or4-0-11 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 9441D-8-0 (min. 0-1-8) 6 = 94410-8-0 (min. 0-1-8) Max Hors 2 = -123(LC 9) Max Uplift 2 = -525(LC 6) 6 = -593(LC 6) Max Grav 2 = 944(LC 1) 6 = 9"ft-C 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=1357/2901, 34=1007/2135, 4-5=1007/2135, 5-6=1357/2908 BOTCHORD 2-17=3275/1556, 8-17=2057/1159, 8-18=2061/1159,6-18=-3312/1556 WEBS 4-8=-1526/533, 5-8=383/650, 3-8-383/(551 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wmd: ASCE 7-10; Vult=170mph 6-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpl=0;18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent 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 525 Ib uplift at joint 2 and 593 lb uplift at joint 6. 8) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Dead Load Dell. = 1/e in PLATES GRIP MT20 2441190 MT20HS 1871143 Weight: 89111 FT=O% e.wr.erm.nnyry,m.n.xl omne,N,dww,/wnen4..ir MARINE NAYIINES, P.L nranewe.puNwt koaklkmukw�d iwrm,p,inuA'®en(e.fpA.inu®neblM„dw.gmo,ro,.ago.mono...rmp.k,dwmeesnn4y,e,pw�tianl.m6,ydse,:Itr4.na,y:4lmmemoeery,wee,mt Md.iPe+wym.boecn.tmw,, mti1,ml vlAir4ml W,Md'i.,i,Aw..._W'dIII new4Aennei vvmlie,4,lvpdn NNW'OniPeyNMewennddJlC%.IICMId EidMrubnnlVL RevpyvmldXurvpmEnll10i-W NTmnln4fg WE, Wnp.inb9v4mvMknignklkAr jA 047I82 ! Ie,leeWN/dA.1�00eYl.nuerwwtlleo4„elediOelWeellA.pmlmwep10,4ndlMldbup[mlewMWeryldnm6ee11fOWNiAedlrind9nve„MwIM1,r,veNpihu. 1141 deRw,N,rywediXnwl YRna10e1,n,kJpen,ImoWu9n L9inwea IAAIP (AOrIIOn (Ir. LenYWem,eAneOndulhdkeLmmegndegeunbtif6rdpHv6NrA M11,n+dey,leguni,Y4141WLy W,ywu4m Sry+.afgFunlvoryleiWr N4r14n11nawen4luJYtlll. Ln,ig901nI1Ll W immAmalWM1e,, D. kp.e.u.aal.m.x,i..a.r.gnpolld.i5ninmpr®vJu6n41 rW Imrm�uwe.lrlaan,rl Orlando, FL 32432 A0530945 3x6 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Inc' YES BCOL 10.0 Code FBC2014/TPI2OO7 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 3-11-5 oc bracing. MiTek recommends that Stabilizers and require tl cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 1 = 85010.8-0 (min. 0-1-e) 5 = 850/0-8-0 (min. 0-1-8) Max Harz 1 = -117(LC 6) Max Uplift 1 = 472(LC 6) 5 = -564(LC 6) Max Grav 1 = 85(1 1) 5 = 850(LC 1) FORCES. Ila) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=1365/2783, 2-3=1012/2144, 3-4=1012/2144,45=-1365/2783 BOTCHORD 1-13=3629/1653, 6-13=-2126/1168, 6-14=2126/1168, 5-14=-3629/1653 WEBS 3-6=-1536/536, 4-6=387/651, 2-6=387/651 NOTES- 1) Unbalanced roof live loads have been considered for this design. 414 = 7x10 M720H8= CSI. DEFL. in Qoc) Well TC 0.96 Vert(LL) 0.38 6-9 >601 BC 0.81 Vert(TL) -0.39 6-9 >577 WB 0.70 Horz(fL) -0.04 5 n/a (Matrix-M) - 2) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf BCDL=5.Opsf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 472 lb uplift at joint 1 and 6641b uplift at joint 5. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9)''Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Dead Load Deft. =118 in 3x6 = Ud PLATES GRIP 360 MT20 2441190 240 MT20HS 1871143 fie Weight 81 1b FT = 0% xmmp.rem<e.eyarnrb.M-elrovrnmwsrmurlrmwmnlraXDmorsrwmrrmrrlDrrXanroonrrmm rvrya.Jyepe.mm�edrwnx+am+Imro.rlpDre.brmyrMM,rlennecrt re.w..vreera..n. osn.a..lnwsnam.rr MANUEL MAPIINEI,P.L NeF,e.nMYlnr+,DnkessdhnmlDDn4.era e.Ir.weary.ul'.m6e-spJarylya.nLrre,+englboremnrnm.,.ra,.de.1,Jenlnr6nrw,rvn,meryMMdy.am.,brbun+d:!�rtdurkmo W.rnml. mkdpnnrrar.MMr,.dln,, �I wXeebrrnlmrulrMlronlnorrruDd'wplMnynnlLrdMDrm,M•D.en'rnMndepmndere'rpy0np,n.bAewhniM1JlGfn"biAw41M[ it."4avAnlPmel4ph—Imr&NeualRgrmQvMnrbnl4q+b5piemlekreMFwlryvbAbArt #A471B7 nymip0irytlaervalnDOeugnrob4ne0n.ambv+NepiMlDDenrYgrmerneNloiG4F... N'nlfemleermbrple!,uaMeplY lolMFtlhYlgmlYnarereM1remAM1rpnerdpdErw IflA leNerMmMnilfi@rmlNMrolWIm+WJner,Irun Dnirr Ogtrnxnl 10AI9 (harNan(r. 1rnvYwM1renr,edn+e0erdu 46niNere^xmennMpeenMrbYeryoNrbWed. Iblrnv0rnglry'vrahXDlrlr, MlEiry DnDnsLm+lrWafejwelwnrylrJtiy NfepltlM1ellnevnn MverYmt fenriB401DI0411mi1nm+�MnnlYNnn. q. LpMIIndTblmsgboflwm,bneblild.ip.dXwpernininbem4l lmrlwmtAr,lxmlbe5rl Oil, it FL 77B3I Job Truss Truss Type ON Ply Std. Pac./6811 El C 61711 EO1 Common 4 1 AO53O946 Job Reference (optional) Al KUUr I KUNbtb, YUKI PILKUL, 1-134a45, eeslgmgaimu5 .com Run: 7.620 s Apr 30 2015 Print: 7.620 sApr 30 2015 MiTek Industries, Inc. ,Mon Jun 22 14:38:512015 5xG = 4- 8.00 12 3x4 i 3x4 3 5 3a6 3x6 1 10 6 1,5x4 II 213 d d 5 16 2x411 4x612 11 S.00 22- 98 4x611 7 2x4 11 3x4 = 3x4 = 2-1-0 2r5r0 5-11-0 S-5-0 9r9-0 11-10-0 , 2-1-0 DdO 3S0 1I 3b-0 OL" 2-1-0 Plate Offsets(X,Y)—r2:0-2-8,0-1-81.f3:0-1-12,0-1-81.15:0-1-12,0-1-81.16:0-2-8,0-1-81.19:0-2-0,0-0-131. r10:0-0-0,0-2-127 it 1:0-2-8.Edoel LOADING(pso SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES 'GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.45 Vert(L-) 0.03 10-11 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.26 BC 0.46 Vert(TL)i -0.0310-11 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.20 Horz(TL) 0.01 8 n/a n/a BCOL 10.0 Code FBC20141TP12007 (Matrix-M) Weight 74111 FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* Wl: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oo pudins, except end verticals. BOTCHORD- Rigidwiling directly applied orb-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss eclion, in accordancewilh Stabilizer lnstalla8on uide. REACTIONS. All bearings 0-8-0. (lb) - Max Horz 12= 303(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 8=-193(LC 9), 12=280(LC 8), 11=285(LC 6), 9=-221(LC 6) Max Grav All reactions 250 lb or less at joint(s) except 8=582(LC 22), 12=644(LC 17), 11=397(LC 19), 9=370(LC 20) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=429/364, 34=250/197, 4-5=250/197, 5-6=-1631293 . BOT CHORD 11-12=-281/466, 11-17=-354/724, 10-17=-3371733, 10-18=-265/434, 9-18=282/425 WEBS 5-8=-U2/465, 3-12=424/528, 2-12=2471317, 3-10=194/281 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-sewnd gust) Vasd=132mph; HVHZ; TCDL=S.OpsT; BCDL=S.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed, porch left exposed;C-C for members and forces & MWFRS for reactions Shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 an the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical wnnection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 8, 2801b uplift at joint 12, 285 to uplift at joint 11 and 221 Ito uplift at joint 9. 7)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonwnwrrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ewd.n•rero.yyr.rir.M rl mmnmsnr>nda7,mautmulmwnonnmmrrrum7d¢mnmvurr.. rrtalenyew�xr•+x•!•rr,r.s~rwaww,ew.y�lrMd.namm•,yu.rew.ewenk.... eirn.mxxuere.rno,.ui MANUEL MARTINEZ, LL Wlbromri riun:ndkeudWMmnknrd lwl,.u,feu'gek!^rnhe.lpurlryMpxeLMudwag100irrrurh e. mgMeANrpmleuie.leepameyrtbmrtiY7ba<lnydMeulbimr d d OftT.,W,undo On.nr4 ..i,pigl•eiloprvd5en, ' 1•YllryuoduodmnlrmWowldI.., +pni..,A W.4s. 41.Wft MM.bgOrilpn,nArnxrft ii(q,bW4IN W•k...YLl. nroppwd Iip P InYkidmedMLndxxdnrlwd4grprtye,lnull•hnwdkui^inkrkM #04R92 rrynuMrydik ee4gWag+na.![aenwr.lB•er,ur•mYMrvOrNde Murex+nl piW-0,6,m. hwr1161. dnwnw PlSgpelkJrElrineN Ytlwrrrineurelnymrrrlwllue. IN) ErhngernpueriklnalYurolYe4mkYrnrtrice NYnirlarxee! 10019 (M1orOon Cir. wrrli.drru.r.���r.M�.were.dkAwem..xev.i..ayrrmwe,.s.d«s nlrw.o.y.I.wrtxYorMwyo.,yr.,.uMirye.,rywm..ruy.•opim,amnr..narmai.m 1. Gppi5NO1Elf 1-Ildlmve�pwvdWrtirn,K.reprb4edlwd®Y,uarbgnpe6SYdrtiawgspurvrbm Lllwllnms�YmxAYoEwr,r1 Orlando, FL 3IN31 61711 EG5 Monopitch Girder 1 1 _ - A0530947 1.6x4 2x4 11 4 3x4 = 46 = LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in Qoc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Ver L) -0.02 6-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 - Vert(TL) -0.03 6-9 >999 240 BCLL 0.0 ' Rep Stress Ina NO W6 0.58 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight 34 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x6 SP No.2 WEBS 2x4 SP No.3'Except' W3: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or4-7-10 cc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and requited cross bracing be installed during truss erection, in accordance with Stahilizer Installation guide. REACTIONS. Qb/size) 5 = 1692/0-5-8 (min. 0-2-3) 2 = 724/0-8-0 (min. 0-1-8) Max Horz 2 = 185(LC 6) Max Uplift 5 = -849(LC 6) 2 = -318(LC 6) Max Grav 5 = 1855(LC 17) 2 = 979(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=1582/422 BOTCHORD 2-10=-474/1378, 2-11=475/1382, 6-11=-475/1382, 6-12=475/1382, 5-12=-475/1382 WEBS 3-5=1646/566, 3-6=-084/1522 NOTES- 1) Wnd: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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) Provide mechanical connection (by others) of Truss to bearing plate capable of withstanding 849 lb uplift at joinl5 and 318 lb uplift at joint 2. 6) This truss has been designed for a moving concenhaled load of 200.OI1h live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live toads. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1428 Ib down and 448 lb up at 2-7-4, and 952 Ib down and 461 lb up at 4-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead t Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=70, 2-5=-20 Concentrated Loads (Ib) Vert: 5=952(B) 6=-930(B) r«.y rmwn. pst„a.m•u nmhw,vslmnrl WiturnUrmriohion(mayrrom7rmnruouuxrhan toga,y.pme.n«,o,e«a.n�awtouonq.me.mrliimlrm.m.,oaax.itarea.uummu,. w. wm,,.e«a. ma„mrto.�y MAIIUEt MARTINEZ, P.E. muss.«n«rin„maevmai.hsnomm.aa. r,.u..o.�s,rgm«,R•.swaarr.m*.Ira.,dn„rmr,rn..m«.,Kw,am.n.xwnn„rv.,w,«m�uc7imrt.6enae.mrsu.,a,ind..amomcwm,mh. m,e„ir.,+ws.*«.m.r.r,.tm.. 1 waobsw+d.�.am,tm,h,,.nr.annsn,mwv.«immam,o..,.m,a..n,.n„i«e.r...,rt,uuro,nr«,.ram.,,,mnaa,ncMncaaasarr.e..,emt n..ra«aan.ruo.:a,wNaw.ram,u.,,,imse.rtwauy,mm,.i.mr,s.,,,as,.maa.oaaw #OOi181 ,ew,nsawehmsunmmoems..,.:aomm.,. nromuneaamemo.ram,v.n.,,ma,wt:,,oienmiamoumn^�«hn,rvi+u..rneprsilo�sr�m,abm«evu«nn,�.«,era[...do�dw.m.u.M„n.,«n,�mism,aMrwnehm,mnwus„p«.o,ey.ua�+,«.a 10019 Charhen (Ir. rm,m,.aw,.i,,a,n.m,.x,era.nr.r«.,n.p«a.pam.,mwsr=ap.m,ina.a. hmumo«�nMn,,,meormrewno.,y.�.u.,bnmhn'.,,,u,.wmnay m[waa�,am.,.,.,mu,rua+. onnsehmms[i rrm„„�m�asmu«,ri epbmdmJ,1.®n,iorl«m,nyibd.:n.in.pmhilnM1wAh rulrmmoYodYvmn,rl Orlando, F131831 Job Truss Truss Type Oty Ply Std. Pac,/6811 El C 61711 EG7 Jack -Open Girder 1 I 1 A0530948 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 302015 Print: 7.620 s Apr 302015 MITI Industries, Inc. Mon Jun 2214:38:52 2015 Page 1 ID:cS2yUAsdmV4V5z1DlNMrpPzmH46-A1xYUsB6KO0AmKPxBhIGEnEKE6GSMet NMvEMz3j51 3-0-6 6-2-0 3415 3.1-10 1.5x4 II 3 2x4 = 3x6 It 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.03 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL)i -0.08 4-5 >864 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.44 Horz(fl-) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight. 301b FT=O% LUMBER - TOP CHORD 21 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 20 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied br4-e-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITI recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1 = 141210-8-0 (min. 0-1-11) 4 = 1108/Mechaniral Max Hom 1 = 187(LC 6) Max Uplift 1 = -249(LC 6) 4 = -294(LC 6) Max Gmv 1 = 1412(LC 1) 4 = 1108(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=1517/258 BOTCHORD 1-9=437/1473, 9-10=347/1340, 5-1O=347/1340, 5-11=347/1340, 4-11=347/1340 WEBS 2-4=15111391, 2-5=128/1157 NOTES- 1) Wind: ASCE 7-10; VuN=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 249 Ib uplift at joint 1 and 2941b uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 659 lb down and 96 Ito up at 0-8-12. and 659 Ib down and 96 lb up at 2-8-12, and 659 Ib dowmand 96 Ib up at 4.8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss am noted as front (F) or bark (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 4-6=20 Concentrated Loads.(Ib) Vert: 81 10=659(F) 11=-659(F) xv"op M1uvMvmpllrrm M.IIIDOr110xfrxMa1 WlnunruPiwonoaanoulfwlmllYanmuuxrlm.Y„iYd„'npmmuv+.M,mlm,.munmm'ry.oadaPMDlrmaYm,IP.e.,, Paw,+n.waom+m.. mnn.MmMw/.mrw. rf MAR I MA311NEI, P.E 41el,mmn plalnddl+uedlxM, l4DnM.Nd Pu4eu Dngalgleev(iglpuAY4pnotMutlauryrDO¢prtrtmleameYhn INC&II IutlmehJIgIompmiEry MOdngo(Oo DDrblm,depnedmM104 Nf,wdninl, AMgiie„ueyenleeGap.di6eq 'nn+NiiYodeuolMe4n+ImogN9dinphM,+pom...IoNm,MO.w iroMmud.ymerM.rwNyanpen,InbmmedMrIILMIlU6alwtllaiF+Palloedp4l:p,opprvtldROIDDondmYliddvuAM+tnn,InWQnPIMIiry,Nmrv,inh@fm,oalMAryrbYblAe #043182 nWvliryolMPetlogOvugarmlfMURr.IPmMzflmlYllf IODeJMMtlu+mlpei4YafdlNldbuP[InleuMtdv/IdnomAaertlfllNl6dedlrlPli Yapdvinm,IM,ymnl P"Meas Inl MN++A,nyv,d6MmIMndM,Lnlpdgev,LuvOaLIn 09Y+ne4 10019 (horlton (it. rm YmMrti, Wn+JndvddalYy+(m"NvpaedgvinbylYdlpH,ImFad MIrvnB,aplTmnhPNMOiItiy Mupn.lianSymvle¢,v MegNWy dap,dW �nmrnu4rvd Ylnl. f.*'u(92)15 14 Md lnmrxrd blun. U. LpdmdmdMi+Imam,u'Im, po611dolMninmpmiNn ha41 hol lrmv✓ Yomd YoMr5 PL Orlando, EL 32837 Job Truss Truss Type OtY PIY Std. Pac.16811 El C 61711 EG7A Jack -Open Girder 1 1 A0530949 ' Job Reference (oM'ona8 Al ROOF TRUSSES, FORT PIERCE, FL 34946, designoattmss.com Run: 7.620 s Apr 302015 Pnnt: 7.620 s Apr 30 2015 MiTek Industries, Inc. Man Jun 2214:38:52 2015 P49e ID:cS2yUAsdrwV4V5zI01VMpPzmH4&A7zY- 86KO0Aw KPzBhIGEnDgE9b9NMl_NMvEMz3j5' a uu o-z� 3-1-10 1.5x4 it 3 20 = 3x6 II 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vart(LL) -0.03 4-5 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.06 4-5 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.33 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/-rP12007 (Matrix-M) Weight: 30 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-8-6 oc pudins. BOTCHORD Rigid ceiling directly applied or 9-5-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. Ob/size) 1 = 71110-8-0 (min. 0-1-8) 4 = 731/hlechanical Max Horz 1 = 187(LC 6) Max Uplift 1 = -317(LC 6) 4 = -484(LC 6) Max Grav 1 = 864(LC 11) 4 = 862(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=1063/461 BOTCHORD 1-9=544/999, 9-10=544/941, 5-10=544/941. 5.11=544/941, 11-12=544/941, 4-12=544/941 WEBS 24=-1060/613, 2-5=340/869 NOTES- 1) Wind: ASCE 7-10; VuM=170mph (3-second gust) Vasd=132mph; HVH2; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcoment with any other rive 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 317 lb uplift at joint 1 and 484 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcomen t with any other live loads. 8) "Sernkrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 282 lb down and 831b up at 0-10-12, and 371 lb down and 232 lb up at 2-10-12, and 371 lb down and 232 lb up at 4-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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: 1-3=70, 4-6=20 Concentrated Loads Ob) Vert: 5=340(13) 9=-221(13) 12=340(B) x.m.r.r:.,.a,spq,m.m.kim.rmnnsrmnnainrunmramomonovamrtonrlurmnnucxrm.r,mrninp�a.,am,w.n,,.ee,�m,acnm.arf�l.ear..wiae..,rara<,..,umun..e. w,o.n„wua+waao,.ry MANUR MARTINEZ, P.E. zM,.„n.pl,e,mar„wla m, maim,.sa.r,.r.uu,rs•y+•6,.rpaer�.a=+.1w,,,qmn,m.,m,..,�.Mnae;M.+s.n.,tl+•�:r,.wa.prune.,bas..Hrm,e,a+.emro,mo.b..e,.nu. m,t„v,,,m' �n,•�•e Q,m.srn„eunamnu,,,I..nrme'.rim,,,w..�w...4.0.....au„enM,m,uahn,�e�.,eroew.,manncm.oca.Masu',n,=e,amt n..ra.,md,:no„e.re.a..am.u.,.m+ne„ar.om,m.mmmm,dm.:e,woam, #041h. nwnunmro,rmcnr,er�w.m<«.m.,.n132 m„a,m:roam,maw..,,,,.enun.amro,ruumru.o,..n,n�m..nan�snMummryln.muw,.nn�,mmlwa,.m4ee.... rn�iau„mu.,on,amm�.ewnnmau„mar,.J�.no,arnpomm,w 10019 CM1arhon Dr. r,.,,u.a.m,.,.:,,w,aae.a.ary.r.mmn� im,�•nanFmr.n,x.,t.d.any..may.xsa,•agal m,u4no<romsnmfN,..a,qs,.e,.rsws,00Ma,ai.,,,...eadtnn. ondaMOnuwi redMv✓ma IgWi,rt, r.p.nn.day.ew..n,umrlo-.,�,rw�m,d.�n.�n.p,m,ue.k.al r.dw„n.u..,u.,an,rt OrlandgR 31833 Job Truss Truss Type Oty Ply Std. Pac./6811 El C 61711 EG7B Half Hip Girder 1 1 A053O950 Job Reference (optional) Al KUUr IKU55t5,1-UKI HtKUt,FL34945,aeslgnnallruss.com Run: 7.620a 2015 Print: 7.620 s Apr 30 2015 MiT IUAsdrwV4V5zt[NV0ftPzmH46-eD' 6-2-0 2-2-0 4.4 = 1.5x4 II Inc. Mon Jun 22 14:38:53 2015 Dead Load Dell. = 1/8 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL)' -0.20 4-7 >369 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(TL)' -0.29 4-7 >248 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.06 Hoa(rL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight 26 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-2-11 oc pufins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc brcing. MTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, m accordance with Stabilizer Installation uide. REACTIONS. (Iblsize) 1 = 48710-8-0 (min. 0-1-8) 4 = 368/Mechanical Max Harz 1 = 125(LC 6) Max Uplift 1 = -225(LC 6) 4 = -213(LC 6) Max Grav 1 = 753(LC 11) 4 = 717(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=1950/556 BOTCHORD 1-9=842/2529 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsh BCDL=S.Opsf; h=25ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center.- 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 membeis. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 225 lb uplift at joint 1 and 213 lb uplift at joint 4. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, noncencument with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 32 lb down and 66lb up at 5-7-4 on top chord, and 273 lb down and 73lb up at 1-7-4, and 256 to down and 98 lb up at 3-7-4, and 213 lb down at 5.7.4 on bottom chord. The design/selection of such'connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bark (B). LOAD CASE(5) Standard- 1) Dead + Roof Live (balanced): Lumber Inaease=1.25 Plate Increase=1.25 Unifonnioads (pIQ Vert: 1-2=70, 2-3=70, 4-5=20 Concentrated Loads (to) Vert: 8=32(B) 9=148(8) 11=116(B) 12=-18(B) .wyro..n,,.pryua.n,xuownmmC>nln1uaramarrmwmneoouanonrlrtdonauwri.. mNxy.I.®u.,nnn..,.e„rm,ovy.w..ma0o%eearwirmmr,ri.ra.n,.mne.m,.�.. mi,nnm.mumdwn,mo.W MANOEL MARTINEI, P.E. •m,®.,mrnmade,,,dlwixmoax.mu n.w„mp,iqa•N.Ixa,Nxp,4ix,ww.rmono��x,•w,oti,rim.rnsn�mdnl�n�w<e®,aa�nmm,t.,'w•de.aser,,,,e,ia.e.m.mowu.anm.I, m,e.ep,,,wxn.m,mruue.,, u. o..,.m,a.... 1,.n,god.e,a.,n.laensa�ow,:m„mnnaa,nc,Nrtcmi.anaa,r,.e,<=erel.c m,.ra.daa.coo.e,mrda.,,dmn.niwr,aa„ar,o,�mn.i„w,a,vex,u,a,wax�x #041181 n„mneapnn,rmaMowl,e,me[un.m. nnn,n,em'.m,mo,rim,rim.,,=eamxxnan,uw,lxmo,,,nw,ni..,,.r.NNo.s uwNlnmavuu.,annnamo,xny,w,...m141511,6,,,,n,wnn.een.I'M4,noeonn,u..DW1xI.IrW 10019(horiton (jr. u.rim..nmi.,,..a,,,r,ndnxa.eh,o.emy.e.r,.e.mrhmnro,e„me M1u.,,xypl,w.nroamllemon,y.,•u,,,sru,.r.�..,x,.sxero [.�suaomsuro,nmv,.Il®v,Ilwo.,,r3. r,p.run.erHe,.a.xwM.nrdmnd•;ro.�m,.o,�„a,a®4umm,,.,.x®IIIms..ri Orlando, H. 32832 Job Truss Truss Type Ory Ply Std. Pac./6811 El C AO53O951 61711 G01 Half Hip 1 1 Job Reference (optimal At ROOF TRUSSES, FORT PIERCE, FL 34946, design@albuss.mm Run: 7.620 s 4x8 II Inc. man dun 2214:Ja:Da gum II A 5 Dead Load Deb. = V8 in 43-9 117-11112AO 7-12 Plate Offsets NY)— 12:0-2-10 Edgel r2:0-2-11 0-1-91 r3:0-2-14,0-2-01 r4:0-4-12 0-2-01 15:0-4-4.0-1-81. 16:Edge.0-3-01 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) Eldefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ved(LL) -0.17 6-7 >827 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(FL) -0.31 6-7 >458 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina NO WB 0.64 Hom(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matil Weight: 70lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 *Except' T2: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W3:2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or4-10-1 oc bracing. WEBS 1 Row at midpl 4-6 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 195710-8-0 (min. 0-2-5) 6 = 2508/0-8-0 (min. 0-2-15) Max Horz 2 = 219(LC 8) Max Uplift 2 = -663(LC 6) 6 = -1417(LC 6) Max Grav 2 = 1957(LC 1) 6 = 2508(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOPCHORD 2-12=2767/2517, 3-12=-2574r2434, 34=2163/2124, 5-0=-679/705 BOTCHORD 2-13=2109/2142,7-13=-2109/2142, 7-14=2248/2239, 6-14=-2248/2239 WEBS 3-7=70/266, 4-7=173/271, 4-6=280812847 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opst h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5). Plates checked fora plus or minus 0 degree rotation about its center. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 7) • 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 863 lb uplift at joint 2 and 1417 Ib uplift at joint 6. 1 9) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead - Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert 1-12=70, 3-12=420, 3-5=420, 6-9=20 umrlvmo..prrne:.ik �l mmlmmflonl1�wmnr(anlmecmwerf>omlurmnl➢uun'm•rnga,wep+man,M,Mmm.mlr,,,ay.(miyryyrer®..irri.cYr.lw®.aaeem..r.. w,nmm.wd.rl.mo.rr MANOEL MAl11NN,1`1 kln,e..e,kd,rv, ddk.,,eMrkmol.5e,rid.k.rrmeey.ul�nn6e,5puryly:en6hpd.emYlmnne,m,nnr.qo..dmpan,imineAma..r,nE.,arirym¢.tey,rime,y6um,kl:elnmmneery.Mnlni.mm�penrvpee,,I,.rteg,Mdm. 'wnoa4rYedmed,Y+Irmlmvrl nl6ngM1b,vymaliryvlMO.m,A•0.mrteoami,edv➢nlnMerdd'vgOnryee,,nRemmndanlCrMrtC¢ekdkddiqudeodp4l, ReoppndelMmOmlenytedovelPO,en,hW+11ee1Giy,vprtge,imie4viamdOrnigeM9Mde #047182 ,eyuuMrrytlOeluJLgOeugmeel[emeaer.pmb MCOiAeIPJeMWepvemmlgdLbndtlelMig(mgnnwegldmn5x Pn4YtlP,Ae1111flmdendmhrmvEM1rlmnJquNem. IRI Ee4e,¢vngeSdA4,MN,ul Yelunktipm,lw Mlreleq enenl. )PPIf (AOd10¢6r. Im,Ydemee,,odenebrd,elEellre(mheOyrMyuunbrylydp,u,YN,e! Iklrw Myelyhevnml W ImYykyw v4m5ryevlepen W aikAly eA(vprdvlPrn,venbn1Y11,1. lenn¢r®1vISbI1W InwbYmnl Y,asv.rE IepeLliwd AeNaelpglvSapeLlydrRniXeop,ei,tim6u Ll W Ln,wYudIY11511 Orlando, FL 32832 Job Truss Truss Type Oty PIY Std. Pac./6611 EI C 61711 G02 Common 5 1 A0530952 Joh Reference o Tonal nT ROOF TRUSSES, FORT PIERCE, FL34996,eesigngalnlrss.com Run: r.e2Us Apr 302015 46 = 3-0-15 8-11-1 12-0A Inc. Mon Jun 22 14:38:53 2015 1.5x4 II d 1W 3.0-15 1SAGA I 30-15 Plate Offsets (_X Y)— r2:0-2-13 0-0-41 f3:0-3-00-1-121 r4:0-2-13.0-0d1 I. LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) 1/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.11 6-7 >999 360 MT20 2441190 TCOL 15.0 Lumber DOL 1.25 BC 0.66 Vert(FL) -0.16 6-7 >886 240 BCLL 0.0 Rep Stress Ina YES WB 0.14 Hoa(FL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight 64 to FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 Ste No.3 OTHERS 2x4 SP No.3 WEDGE Leg: 2x4 SP No.3, Right: 20 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling direly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 633/0-8-0 (min. 0-1-8) 4 = 633/0-8-0 (min. 0-1-8) Max Ho¢ 2 = -218(LC 6) Max Uplift 2 = -255(LC 6) 4 = -255(LC 9) Max Grav 2 = 633(LC 1) 4 = 633(LC 1) FORCES. Qb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-699/504, 3-4=-699/504 BOTCHORD 2-16=124/488,7-16=-124/488, 7-17=89/383, 6-17=89/383, 6-18=1401488. 4-18=-140/488 WEBS 3-6=88/366, 3-7=88/366 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0;18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 255 to uplift at joint 2 and 255 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chard, nonconcument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard x""y.nm.nm.pA�emmT�ra rwnrmafM1sxR®mrtm RmmoernlonrfuMl[aonTwrarm. rwreww.mwna�.a.wvmsTmuwepm.ugp[ywmxm..imn.,,n.ra.�..,Twoe<w.... msnxTn.mwa.n,ao..ry MANUEL fAAP11NEZ, P.E. man."mg�nnaars.dwa"mgv�.au[,.rn„oxa=rN.<.4..Tr�nuw.dn.va.mrmo"g,kn."�.mw.dn.p.wm.m..r..�xr,.w,awrw�e"'wde.+:A,u,,,e.w.e.�mo®k�.e�,mT. m,aarowww".wr.gnrm.,, ' ,.msrnr..eo,.an,uv<d""n ursornw�.anima,an.a....m,a..aon"i,d.gem,mwarrig„y., d�a,amnam.ncm.rtcmwarawr�w.••em..m..rn"=TaTwmu..e.mem.,eam.w�,,�du.�ort..uw.,+ ge.rTnom...am«ryeTmuin. #04ZI82 .v.mnrmm.r,rcwm:rv,®er.n.m,.n®n,m=Ta�dino.mrt,won",rNir.Tnn.rw.ir.r,..Taun�e..n.OTsugou�a,ehmoodvu":,.way.eu,n•.mwmie,m„u.,ow..�a�ca.T.newTmmumads>•,rN"omroug.,e,om 10019 (hodton Elr. eplagn®mir.l rmlimv,.Yswl Y,nin. N. LplpsdNnbs,µiaryWw,T,ttlliM.imn6uprvmiuhoLl ldrmu,.tlmaYna;lE Orlando, FL 32832 Job Truss Truss Type qty Ply Std. Pac./6811 El G A0530953 61711 G03 Hip 1 1 JOD Reference Loptionaft At ROOF TRUSSES, FORT PIERCE, FL34946,design@altruss.com Run: 7.620 s Apr 302015,, Print: 7.620a 3x8 II 5x6 4x4 = I 7-0-0 I 12-0-0 rX2-0-0 5-0-0 Mon Jun 2214:30:54 2015 1.5x4 II la Plate Offsets (X Y)— 12'0-2-10 Edeel 12:0-2-11 0-1-11 13:0-4-12 Edgel 15:0-2-11 0-1-11 15:0-2-10 Edgel LOADING(psQ SPACING- 2-0-0 CSI. DEFL, in ([cc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.05 8-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(rL) -0.08 8-13 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.10 Horz(rL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 641b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left 2x4 SP No.3, Right 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 633/0-8-0 (min. 0-1-8) 5 = 63310-8-0 (min. 0-1-8) Max Hom 2 = -184(LC 6) Max Uplift 2 = -248(LC 8) 5 = -248(LC 9) Max Grav 2 = 633(LC 1) 5 = 633(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. -All farces 250 (lb) or lessexcepl when shown. TOPCHORD 2-3=627/495, 34=449/528, 4-5=-628/495 BOTCHORD 2-17=155/445, 8-17=155/445, 8-18=154/449, 7-18=154/449, 7-19=163/446, 5-19=-163/446 WEBS 3-8=-38/260 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minds 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) v 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 248 lb uplift at joint 2 and 248 lb uplift at joint 5. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along, the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard eny.m"env.µun.w�ktmulre5¢rminlaawmurmrmlmnmlcelf>enrluaonmumrlp. rxarar�y.pmeml.prwwl.n+Im,o.epm.;lOmlrmrrrlp+v.r,!>.Ynnr..waal...r.. eanw,dnase.e.eo.:y MAINEI MADINEI, P.L xm,n..n.lYnlaaYMlvlm¢amle.diX x.u.xeniaefninnW,spulrfp..11lrndn.Ylooxpe.a,nw,elm..Im Pwm..IxnrvY:trey.,aaM1urdbydrte+:¢umaplrinlumo.p,�rml. mekdyn,.lwnserrr.rm.+, IuiXtiuYndond2ntminnlldRernOm1%.l10.1.1mM,M1e O.nru.M'v Iddul A. RIM,, lm,lelMwnnJAr nCReYUlelvd ldGelmlenEfi 1, ileoppxdAXon4ndey0Neua0elm+,ieJrfniteM4iry+Imye, inhMXewdbaiy,rM1YbOe $Nt/183 mleNlMreIM IJIiiel�rdpnpuE(ammer. lOnebnlombMOpenl Xe PenmeelpeAefentl Xelviklel[vegrmOlvbXlelmmlinXnlpWllAd FllnveiLUuueM1imndNr OreeN9uNeue.11Fl LMxrnrmpoeSlYMlndAniprvlAJmr Mil9^n, Imn Oniln4pexeel IOOH (Norlton (4. Im,YmGnMn,adeysX!rd+t M4rlyef WnlegeeEeW Xnb11YaP�Mr4whel b4enby,4pYmnY0IIM1dYiy0mpn,v4m5YnafyunMnYXay N4pvFellnntven4lnJh611. r.ppiyloronu r�m,n+.pmeadamr,rr. opswaae®n,i..pr.,nlwua.aln�e.p.ia.bEnaurw,m.rdua'�r.rt Orlando, F131A31 Job Truss Truss Type ON PIY Std...Pac./6811 El C 61711 G04 Hip Girder 1 I 1 A0530954 Job Reference o 'on At ROOF TRUSSES, FORT PIERCE, FL34946,design@a1tmss.com Run:7.620 s Apr 302015 Print:7.620 s Apr 302015 MTek Industries, Inc. Mon Jun 22 14:38:54 2015 SxG arm II 3.6 If Plate Offsets (X r)— 12:0-2-10 Edge] [2:Edge 0-0-81 [3:04-12 Edgel [4:0440-2-41 15:0-2-12 0-031 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. II, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.76 Vert(LL) -0.22 6-7 >664 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.28 6-7 >516 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.27 Horz(TL) 0.02 5 n/a ma BCDL 10.0 Code FBC2014rTP12007 (Matrix-M) Weight: 58lb FT=O% LUMBER - TOP CHORD 2x45PNo.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left 2x4 SP No.3, Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or4-2-9 oc purins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection; in accordance with SUbilizer Installation guide. REACTIONS. (Ib/size) 2 = 672/0-&0 (min. 0-1-8) 5 = 657/0-8-0 (min. 0-1-8) Max Horz 2 = 141(LC 5) Max Uplift 2 = 422(LC 6) 5 = -390(LC 7) -Max Grav 2 = 1041(LC 15) 5 = 1199(LC 25) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-15401522. 3-15=-1364/489, 15-1 6=-1 3641489, 4-16=-13641489, 4-5=-1620/518 BOTCHORD 2-17�148/1237, 7-17=448/1237, 7-18=446/1283,18-19=-446/1283, 19-20=-446/1283, 6-20=446/1283, 6-21=381/1318, 21-22=38111318, 5-22=381/1318 WEBS 3-7=V716, 4-6=IIR20 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.0psf; h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 3-0-0 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 422 lb uplift at joint 2 and 390 Ib uplift at joint 5. 8) This truss has been designed fora moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) "Semi-dgid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 81 lb down and 99 lb up at 3-0-0, 86 Ito down and 59 lb up at 5-0-12, and 86 It, down and 59 It, up at 6-114, and 86 It, down and 59 Ito up at 9-0.0 on top chord, and 208 lb down and-24 Ito up at 3-0-0, 208 lb down and 19 lb up at 5-0-12, 208 lb down and 19 Ito up at 6-114, and 208 Ito down and 19 lb up at 8-114, and 246 lb down and 58 lb up at 10-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the tru s are noted as front (F) or back (B). LOAD CASE(S) Standard Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-4 -70, 4-5=70, 9-12=20 Concentrated Loads (lb) Vert 3=7(F) 4=7(F) 7=6(1`) 6=-14(F) 15=-7(F) 16=7(F) 18=14(F) 20=14(F) 22=94(1`) v...r.ra,,,n..ppu,:.n.r.i mornmm(miutmurunmrrmononroucwrremn7vmonnuuvri.a rvrya prdmmmd,cow,.aim„ay.m..nrlexldn.roamm,e,rr.wu.wu,ee,er,... mn,m.n<osa.mrm..y NANUEl 8A111161, P.E. aie,,..,m rmmadk.,dmmmpr,ma 4vuoun.as,uaM�+4..tnaa7rq.ol,k,d.,mmo,m,+<a,.nrm.,rim.raw,...C•n:.r,na.,uryrn,aas•a¢.vy,n.,,etimeae,momy.oanmi. mkon.,,+:pp,,.taM,.:�,, I,d,nnr„a...nth,w,d..ra=u�.r:n,,,v�nmrnn,o.M.n.a.el.n.�a,r.cm.m.racnoao.,�,am,,.,nnan,nanoen,i.deaaerw.,,ema.m.00a.,=inrt oo..e,.rMau,.am,u„na.4a.rr.ean,as,.mas,e..an,,:a.,e..'n, #047102 ,„n„�nrvan,vma�gmda.+,.don,mr.nma,u�ee.amo,an,nersm«anww:amrammor..p..muipiaawswPaAooanm.ehmeervuw,am�m�emr.,Nrra.�. �mi a,mnn,run.u,nnnww,na,umava,arm,orvnoam•,.e 10019 (harllon Cir. rm,v.rm..,.d.,,,r,d,.airdh.r,.e,n.s..ew:.�+nhawr,�e„nd mu.,,a.rna^,.hvorti Wu'go,�v+�.umirv..r.,.�i.nr�an mrwvadmn..naa,a:mi. brr"pa®rm1� i rru.,.,.umama,,,r1. r.r.e.u.aae,®,a.:®ri.a�,r•�d.a.��rd,..r�ni r.rr.,,„.u®in.mr.rr. Orlando, H 31831 Job Truss Truss Type oN PN Std. Pac./6811 El C- A0530955 61711 G05 Roof Special 1 1 Job Reference o Bona A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MITek Industries, Inc. Man Jun 22 14:38:55 2015 Page 1 ID:cS2yUAsdrwV4V5ztDIVNM/pP=H4rraOdh6fD?cLmin23 dKE?ttPizSIUMOFKgUVarhz3j5- -1d-0 7-&5 361 I 1-5-11 3 3x4 J 4 6.G01 12 n.d o 1;6 1ES 34)-0 1b5 I 1b77 -r Plate Offsets (X Y)— 12:0-1-6 0-3-51 r2:0-1-0 0-0-41 f3:0-3-0 0-1-81 15:0-5-8 0-1-61 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.00 9-13 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Ved(TL) -0.00 9-13 >999 240 BCLL 0.0 Rep Stress Inc- YES WB 0.00 Horz(rL) 0.00 2 nla n/a BCDL 10.0 Code FBC2014rrP12007 (Mabix-M) Weight 18 lb FT=Oh LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER BRACING- TOPCHORD Structural wood sheathing directly applied or 34" oc pudins. BOTCHORD Rigid ceiling directy applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 5 = 114Mtechanical 2 = 249/0-8-0 (min. 0-1-8) Max Harz 2 = 79(LC 8) Max Uplift 5 = -44(LC 9) 2 = -114(LC 8) Max Grav 5 = 266(LC 23) 2 = 324(LC 17) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opst,, BCDL=5.Opsh, h=25f[; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation - about its center. 4) This trusshas been designed for a 10.0 psf bottom chord live load nonconcument 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 5 and 114 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard e..yrvnemgeyrn..m�uromnmsnrwuleslwmur mwiroa®mxrPomluuammawrrem rrmruyxomnmmrd.m.o,rmrwR.runerf�mlrymrdre.r,rr.uwr..wnms.x. eao.m.iuuadrm.nn.W pANN[L MAl11XE2, P.L kl4enemerrxm,MNmdmmlWnYnHI Iveinuxeqely'mn4tfiendryhpnLmeedeeealW �upre,etlrnwrpiuuAmpvhvuvdeepwn'ryrnpa,Kp4c. 0 MJ¢iin,d,pednmlPl.ry.wb WL M1Mynvgl:.t l.iry,+G.n, retletl5ryndpndtAigrminglridlnkmnymAllrydMOrar,m OneirminxAgedn@.114i0ngnyh@rmmdd@elRbllL@elxdldinpelendm�l.a.vm"dd@Iccnd#041I31 nepulEAyelbrMGol MtiO^noMremrrM. aNertlMbNeN9d@r Pemo,v,IgnFlmd(,e4b'mi[e"rymq WeXle!emfinpl5ppo14eMlbrlflnl W merexnmrdmr,endpimu iFl defmfRemlenlYf+emtlMerdMlne,Wunrr,xeaOryn FOYeeeeel IOXI9 [Xorlixn (ir. rR.,u.m.,eewrr,wwrF.r..ensnaew:nayNawr�nx,d,e mxnew,�s•iw�eaimramle•wn.xensrvnty:rni...rwuy.orn+aedlnne..namairm i. Lpnplr0nll Ll W ImnnY.nlxeiinclL rry.bti.dM1iel.a.4nulbe,ir�dr:'IdnOnirmpviniwYr.LI IvdlmuoYmrlll.An,Jt Orlando, FL 32832 Job Truss Truss Type Oty Ply Std. Pac./6811 El C 61711 HC6 RAFTER TRUSS 40 1 A0530956 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, designUaltruss.com Run: 7.620 s Apr 302015 Print: 7.620 s Apr 302015 MTek Industries, Inc. Mon Jun 2214:38:552015 Pagel ID:Inl EWn4krFMR5vCX81ws4z20vo-acdh6tD7cLmin23_dKE?ttPhzSKKMOFKgUVarhz3j5_ 2b9 2,9,5 2-8-9 �0 A2 LOADING last) SPACING- 2-0-0 CS1. DEFL. 1 in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TIC0.41 Vert( 0.02 1-2 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.00 Vert(TL) -0.01 1-2 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hom(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014rFP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 2-9-5 oc Standard pudins. BOTCHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 70/1slechanical 2 = 72/1yechaniral Max Harz 1 = 86(LC 8) Max Uplift 1 = -88(LC 8) 2 = -132(LC 8) Max Grav 1 = 70(LC 1) 2 = 72(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf, h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) m 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. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 1 and 1321b uplift at joint 2. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. PLATES GRIP Weight 5lb FT= 0 e..q.nxee.yM,n:.rtrumufmnetsliuluuru muiformnoaooal»rynrrliinmwuvarwx rmNery.p.e.amrxdrrJwr.xrimrora.oxdglilml•f nrr.awmrr,ralee,n•wexo-rm.. wnwxl.uaJ.arm,.ry MANOR MAiTIND, 1`1 il4,xxnmphmddknJ lxikms*gsvW lxrmupe ,p.A.v6e,fR^A7t•R^bd•x�xgrDO,rynreNomepemadWlM•ti'imdnpemhl,npn,AlirylrBririTJdEDi,d rmdep2lw MIAJxIr,.dnrP�I. Ardevgoormptim,�q•s6ux I uAotiFry•JundrMr4nJmm14d0.rrir MrngenlhiMd MOrx,.M•O.miuutlwdJ.genarMliNg4n¢eSh P•umnd�r114Xni1G0•HJEriFmrn4orAn4i.rM1•epamridRr N4mE•MiNne Amrinn,iublginlr,M,rmegr,irwMpxpM6nirr,YJIgM ii 047I32 nyo•uliryplNY'tlfigdtipxW(xrtrM. llwrtNeNiILROrMArpmMnnlA•'iiei^ndMiYnp[xPmvLbMlMwGdnngPoadrl EflflwlLam•nFxurlFrprmrJµfrme 1141 EeAm0•rnpnriSiWrulburdMLnfbJ@T,rrvn Nunnprtrvd IANIQ (IIMNOp (If. ImrYm&run,d"rr4NUYfimIN•fmnrT^dgaunHrildpmbr6nM 16r,minyrtyi,nhi0lb bYy Arq.rml,mfp•atyrmMgbNy 114peeLd,mmvu4t"Ji Vn. Lyn511®r013411drmvrYexlYalou,rr.4RdrEa JOnAml,u.tb4nRaarJ.n.,in.Rr•nJx6mlu.Irmxr.IlOdlixA.x,rt Orlando, FL 37832 Job Truss Truss Type CtY Ply Sid. Pac./6811 EI C AO 61711 HJ2 Diagonal Hip Girder 1, 1 Job Reference (optional) 015 P Al ROOF TRUSSES, FORT PIERCE, FL 34946. design@albuss.cem EE Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Mon Jun 22 14:38:55 2015 Page 1 I D:cS2yUAsdr W4V5ztDIVOAfPPMH46-acdh6lD7clmin23_dKE7ttPhGSCcMOFKgUVarhz3j5_ LOADING(psf) SPACING- 2-0-0 CS1. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.39 Vert(LL) -0.05 4-8 >812 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.05 4-8 >899 240 SCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a We BCOL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 17lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-6-6 oc puriins. BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing. M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 43/Mechanical 2 = 150/0-10-15 (min. 0-1-8) 4 = 1/Mechanical Max Harz 2 = 137(LC 4) Max Uplift 3 = 46(LC 6) 2 = -171(LC 4) Max Grav 3 = 9l(LC 12) 2 = 615(LC 13) 4 = 294(LC 15) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=829/365 BOTCHORD 2-1 O=3941903 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf BCDL=S.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), we Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rP11. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 cc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 46 lb uplift at joint 3 and 171 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 lb down and 96 lb up at 14-9. and 84 lb down and 96 lb up at 1h9 on top chord, and 171 lb down and 51 lb up at 1-4-9, and 171 lb down and 51 lb up at 1-4-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) 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 (pIQ Vert: 1-3=70, 4-6=20 Concentrated Loads (Ib) Vert: 9=192(F=96, 8=96) 11=58(F=29, 8=29) x.q-n,.,.e.wpryn+..w .immiran(con}uxwaw¢mwmnrmurr>otat.�mnr+ou�rW.r.gx;+p®no,m+runW+a, tnuo-�p[..:rllmrmmuo.�i.ynra"wmm:W.... o3u.m.:.wauatu..tr tualult NAYilNF2,Pi GmuveiwrYWdaWMllac IppWW+aa r,.u,up,y.y'..G,.sr,amrt.s..lawn.rmo�.v,�.s,..,nn.,am.cos++iv,.n.b,,,e.+uats,s.�r,a¢.Wu.,,ara.rt,loprx.e.mi. m,e..'w.++.v+e,.wM,.na,u �sidii NO! M,IlWtio„W wtWIN; i+pa„A[nxnryOft AwMANA.mi„rvwAvynwlh.rxdry0nge+,INA$(-MJ A. A[& K. As Mdolifi,..M.n,vppniaRrapnd.,1AA,dPrtm,,widsIW10ANI,, bupela,vl1,14dis A. #047182 W4Ymil@, n+pulLMa0LL31tbgpnye+WfanmerJbnvAmtiJalppN A,".A...wolA,d,,l6.,..WO,1.,sam a✓u,M1lmiu pao'aaed4tn WVd6,'-w0 MI4knP,mwvd 35W, "...INI, ANN,-,Luu pope 1,As...sl IUdIS (IIOt10p (It. 4n,YmM,e,,Nx„bnX, detrily,(u.ml®,el,{v:nhglrapvMb,6d rnl,wbuylyi,vXrplbpsWypeym aImfryn F k- Wni X'NA a Opei„nmo,n n NudaA 1. nmiru43vp1s. urA,+n.x..dmn:n,rt, un,�s.adn,e.m..,,.®r W.,XpA&td.Tni,l.ptWNe,6n41 rvdtnm✓Yu.11b5.5rt gdoodo, R 32832 Job Truss Truss Type City Ply Std. Pac./6811 El C 61711 HJ13 Diagonal Hip Girder 2 1 A0630958 I Job Reference optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620s M 7.620 s Apr 30 2015 MTek Inc. Mon Jun 22 14:38:56 2015 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. E' in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.01 4-8 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.13 Vert(TL) 0.01 4-8 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Horz(rL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fFP12007 (Matrix-M) I Weight: 19lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or4-2-3 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer lnstallalion uide. REACTIONS. (lb/size) 3 = 721Mechanical 2 = 165/0-16-15 (min.0-1-8) 4 = 15/Mechanicel Max Horz 2 = 151(LC 14) Max Uplift 3 = -68(LC 6) 2 = -173(LC 4) Max Gmv 3 = 87(LC 11) 2 = 238(LC 11) 4 = 44(LC 3) FORCES. t1b) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-9=473/325 BOTCHORD 2-10=344/467 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.0psf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MIAFRS (envelope); cantilever left and right exposed ; Lumber DOL--1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center.. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. I 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 3 and 173 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 Ito down and 96 lb up at 14-9, and 84 It, down and 96 lb up at 14-9 on top chord, and 4 lb down and 51 Ito up at 14-9. and 4lb down and 51 lb up at 14-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(5) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=70, 4-6=20 Concentrated Loads (Ib) Vert: 9=192(F=96, B=96) 10=58(F=29, B=29) fnnq.heedaxrtlyremM'LIi0m R.456tIDllrj®fL1Rtlr Nr9R0Y{(90Yljrilml(gOMIWNrbu rvirkupP vNrNmMxerlrn,Atlp4anp�16fmIMLWburrr,r141nm14tlbbrx. YnrJvrinWMmNRi.r•a MANUFl NAF11NFi,P,L elAuuMvpinnderkeudln MlOObbnY belnnpeJrrlry'woke-fpudryNpeev6MudxwlpOrepMvnanepnmedMpelnrintleepenyrnpwi%7NMhuydPruvk4enkpr41roM1W m}.K.r WI, Mdupo.w.p:n,bodogreAbi, 1 wAo44ryodundOM1tminw Lifiah0.ro+pnlTrydMOexr,AeOneivuRnMdgenndrW6vrW,gen,bMrn4ed MIryMRLrbMdkuMupobvrd1141. peolPx•bliblDOvnlenyfieNavelRelrvn,InlufMr•dRyrprepe,inMokevdbni.LbAr if N4/I92 nyuNiryrIMWWIdr�MetllMrNrr. annf urouli6rIPJWMpeRrnaNryiYlxrlMrriYvgrwqnaYrrylAn®Xnp(fO1.aMlbinmSlUnnleiwrd M1iYmWpiku lFltleNnRu•rparN6rro11veno10r4m6tlgoµLonretirnLgnruW INAI9 (IIRINOR 6r. u.nr.yenr.mrneend,eeefi.nb.tn.r®ew•wM1•P•eMar.d•.M1rdm lsrunrn•n.M1s�nxus Mr:lsrrow+r.uensrvrvnt•nnmwreabf wbpKrewmn,..nuwM1ms. onnru®rduu t®r1n,w,.u.edralM1n.rr. rp.mnxdam®rd..wu�xp.end:✓t.rm.rnnrvnnea0ru.nn.u�u.,>r.ri OdondR, FL 32832 Job Truss Truss Type Oty PIY Std. Pac.16611 EI C A0530959 61711 HJ3G Diagonal Hip Girder 1 1 Jab Reference o tiona Al ROOF TRUSSES, FORT PIEHGt, 1'!_ M 4b, aesign(galwss.com nun: r.om s 1.5x4 3x8 II LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Veri(LL) -0.02 4-e >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(TL) 0.02 4-8 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight: 20lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or4-2-3 oc purins. BOTCHORD Rigid ruling directy, applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation uide. REACTIONS. (Ib/size) 3 = 85/Mechanical 2 = 24810-10-15 (min. 0-1-8) 4 = 21/Mechanlcal Max Harz 2 = 164(LC 6) Max Uplift 3 = -79(LC 6) 2 = -114 (LC 4) 4 = -2(LC 11) Max Grav 3 = 85(LC 1) 2 = 248(LC 1) 4 = 40(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (1b) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.apsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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 girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 79 lb uplift at joint 3, 111 lb uplift at joint 2 and 2 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 91 lb down and 102 lb up at 1-4-9, and 91 lb down and 102 lb up at 14-9 on top chord, and 7lb down and 53 lb up at 1-4-9. and 7 lb down and 53lb up at 14-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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=70, 4.6=-20 Concentrated Loads (Ib) Vert 9=85(F=42, B=42) 10=64(F=32, 9=32) rm.y.nmrMxgryrx:.n. ki nanamtmnrlmowmurmrmnon<mmrrl>onrllmomovmrlmx r.arer,hr�ne.arw.m.mrmrk�marrllml.rmr.marmrcrae�mmwokmn-¢Irnrm:mw.arw, rr MANUEL MA911NEZ, 9.E. tilArmenro rNnrtdkrudlmrtrl4Adkrdd I..Inu0eyr4rrenOs,fptllrylrjreulMuaxmrNPnnrua+unrrlwrrfMl'dmiW rrjart,q,nmrS�iryk M4yrdh�y4fmrEeplrlmMaOah,dnml. Rrdeupuwy!mnMrmrmdben, IreloYliryvdmrrinirLanln Flailnr:MrnymiYGydMOrxr,AUO.mrtmMlrrdv9emw MFN.gMipvi,4MnnrnaMnGMeGMIva NimlMrvrdnFl.rn•apvmd.11NNOml gfirMrxddrlm.:ddarlwlNq,dxp,lnlvk!®dYiur,anAb Or ji 017181 rrvsrnnM klurnk,Irxrwrmnml.,. nmmmrem:nano.amrrr.,nnxlwaam:mkuu:repo=xmkoni:mmmnPtWevwnahmmlun.xr mmmwrmmip,mmawl erererm...... milkrmleunxdmrunrk�rrx,Mnownny�r.rree1 10019 (horltoa (ir. lmnuma.mn,..Ix..e.a�rkurlMrcme.r.srdyr.i;ne.ygarMd�.da Mum.eny,i.r:n:rolMlwwine.y�x.ux,lrur,kr:ni..vwy.orplm.lrmx..xu.a:mr. omira0mna rdunx,.v.rax,n:nrf, r.prn.ae:m4:mrM.,:namrd.:n.,in.prraamr..0 r.dmrm.um.lu.m.r,et Orlando, FL 3183i" Job Truss Type Oty Ply Std. Pac./6811 B C �Truss 61711 HR Diagonal Hip Girder 2 I 1 1 A0530960 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s ek Industries, Inc. Mon Jun 22 14:38:56 2015 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loci Ildeft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.01 6-7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.04 6-7 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.19 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/rPI2007 (Matrix-M) Weight: 40 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordancewith Stabilizer InstaOation guide. REACTIONS. fib/size) 4 = 1491Mechanical 2 = 30210-10-15 (min. 0-1-8) 6 = 247/Mechanical Max Horz 2 = 250(LC 4) Max Uplift 4 = -146(LC 4) 2 = -230(LC 4) 6 = -112(LC 6) Max Grav 4 = 149(LC 1) 2 = 393(LC 11) 6 = 255(LC 11) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-12=509/245, 12-13=484/227, 3-13=4591210 BOTCHORD 2-15=300/461, 15-16=300/461, 7-16=3001461, 7-17=300/461, 6-17=300/461 WEBS 3-6=-503/328 NOTES- 1) Wad: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 20.0psf 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 4, 2301b uplift at joint 2 and 112 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 lb down and 96 lb up at 1.4.9.84 lb dawn and 96 lb up at 1-4-9, 6 It, down and 271b up at 44-8, 6 lb down and 27lb up at 4-2-8, and 29lb down and 791b up at 7-0-7, and 29 lb down and 79lb up at 7-0-7 on top chord, and 4lb down and 51 lb up at 14-9, 4 It, down and 51 lb up at 14-9, 11 lb up at 4-2-8, 11 It, up at 4=2-8, and 20 lb down at 7-0-7, and 20.Ib down at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert 14=70, 5-9=20 Concentrated Loads Qb) Vert: 12=192(F=96, B=96) 13=53(F=26, B=26) 14=58(F=29, B=-29) 15=58(F=29, B=29) 16=1(17=0 xmn mwmnmPynmMkl WmMNt1s1111uee1mul Mnwnrlvmulrmmllmunlmdurrmm m%n,y,Priam,dimwsnm, rnuowpme.y0mlwlmlb+mr.Yu,ulwmnmm YY.me. m,nlnnwwd.n, rw,W MANOLL MARTIND, 1`1 Ylelune:nl4mddkndlulYrp9M1Y,N. kdim, Eui9,YI'.nnQ.,lFdalrrPevlAmNn=!1W upe,ea,nn.a.mad0,pdnuPlnpnnHuwm,2iA7YNMydPv,il6lm.GP41n Ik I40nlr, Wnml. MkuPeumym,,brnn6vn, ',vdoAml,dvnvlPitLunlwnrmL1%nM1lnp Li%Ad,Olnbn,O.m�YnRnludvymumdmMry4n'pnn,giArmtnaP,I1GMaRClklvdkdi+lwWndmL M1„pFaddtl.n4wd:nY6Mmvldvi,en,6vFPmlAvrtvp,nugv,InmAolmvdhnae,W kq! ti 011I32 nymulMaMrds%main,ndmeumi.n.u,m.m.u,m,da,..nn,.dPwln,an,uv.11.nnnu,nidn.mnnrsaral�+derinmeaun.,m,nm�nlmnildd.mn raterllmm�l,P,dmmimdawnda.rm,kclnu,u,no,slmm�,,,..d 10019 CAorlfon Cir. Immd.aran,,rn,mnedw!l,l.en.yne,P:ngp4pmb,d�.i nu:uauyly:nxmle.l.wyo,ya.u,nslu.l�mwnrYuey uopadmn,..nd,kd:ml. 4llnpY®rdifLlldlmm�WvaW6.4lLIp.Y.Rnd Mkoad,i.mllvgkPi31drl1niE. Pnnvbw Flldlmm�x�lYnra,ft Orlando, FL 33431 A0530961 1s: 3x4 = Hip Girder It Dead Load DeB. =1116 in p N a �a LOADING(pso SPACING- 2-0-0 CSI. DEFL in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Van(CL). 0.08 6-7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert( I-) -0.12 6-7 >846 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.33 Horz(TL) 0.04 6 nla ma BCOL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 40 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 74-11 oc bracing: 6-7. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4 = 146IMechanical 2 = 316/0-10-15 (min. 0-1-8) 6 = 27311vechanical Max Horz 2 = 250(LC 4) Max Uplift 4 = -129(LC 4) 2 = -242(LC. 4) 6 = -165(LC 6) Max Grav 4 = 148(LC 11) 2 = 403(LC 11) 6 = 273(LC 1) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-13=500/218, 3-13=511/251 BOTCHORD 2-15=321/452, 8-15=3211452, 7-%6 5611790, 6-16=-5611790 WEBS 3.6=-807/573 NOTES- 1) Wmd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.OpsF; BCDL-5.0psf; h=25ft; Cat It; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL-1.25 plate grip DOL=1.25 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. I 5)' This truss has been designed fora 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 4, 242 lb uplift at joint 2 and 165 Ib uplift at joint 6. 8) "Semi-dgid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this tmss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 lb down and 961b up at 14-9, 84 lb down and 96 lb up at 14-9, 6 lb down and 27 lb up at 4-2-8, 6lb down and 27 lb up at 4-2-8, and 21 lb down and 43 lb up at 7-0-7, and 21 Ito down and 43 lb up at 7-0-7 on top chord, and 4lb down and 51 lb up at 14-9, 4 Ib down and 51 Ib up at 14-9, 11 lb up at 4-34, 11 lb up at 4-34, and 59lb down and 55 Ib up at 7-0-7, and 59 lb down and 55 lb up at 7.0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 Standard Concentrated Loads (Ib) Vert 8=1(F=O, B=0) 3=53(F=26, B=26) 13=192(F=96, B=96)14=11(F=-6, B=-0) 15=58(F=29, B=29) 16=119(F=59, B=59) Job Truss Truss Type qty Ply Std. Pac./6811 El C 61711 J2 Jack -Open Structural Gable 4 1 A0530962 I Jab Reference (optional) Al RUUF IRU6btb, FUH1 PIERGE, FL34a46, aeSlgn(—wa1 uss.com Run: 7.620s Apr 302015 Industries, Inc. Mon Jun 22 14:38:57 2015 LOADING(psf) SPACING- 2-0-0 CS1. DEFL, in (loc) I/den L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(L-) -0.01 4-8 -999 360 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.01 4-8 >999 240 BCLL 0.0 Rep Stress Ina YES 1NB 0.00 Hor4(rL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 12 lb FT= O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or 2-6-8 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 3 = 60/Mechanical 2 = 233/0-8-0 (min. 0-1-8) 4 = 23/Mechaniral Max Horz 2 = 110(LC 8) Max Uplift 3 = -56(LC 8) 2 = -102(LC 8) Max Grav 3 = 60(LC 1) 2 = 316(LC 13) 4 = 220(LC 17) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vu1r170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the fare), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIlrPi 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 do. 1 5) This truss has been designed for 10.0 psf bottom chord live load nonconcument 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 56 lb uplift at joint 3 and 102 lb uplift aljoint 2. 9) This truss has been designed for a moving concentrated load of 200.6Ib live located at all mid panels and at all panel points along the Bottom Chord, nonamcument with any other live loads. 10) "Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard enure•men•.odpun.m.�tmmlrotmryuol�Atumuhmunonrma�Arrromimonaumrin. rnarxrpp�wmmeW,wem.m.u.umyerm:APoolmlw�nx+e�e�rfleueevuenamaae. asve@n.eewN.ryme..+t MANORMAIIINEl,P.E. fle4,vwnmlYinYullendlnlMN9bbrNd e.vnnvlevl�wLr.IgeNrmn(u,tp®Irylynm6@eedw�N4,q,emmnnmpmedlferMetiavlupmieg,nlmti4rylw.... Jbnnlbl,mbpiklwpmlOAuN. Wn MI.Mkvgvm,®iron,Yfinpesdrm,, I,elodl'podmeNMvLunlu•@[ud6ynMnwvwtil4dAnOmn,boew'uvtludMeleele,Mhpllry4edpn,FM,vetnld@eIv4�MllG�NlwJkuidel�e4nd11FL ALl@eADmIvgANmNIF.imxlnbEnllwlAq,,Wnpe,innAnbod Fm'.y,,kAM An ji 0(IIBi nyuub@ryN� hWBeg6»IwmlfeeMMi. llmtlf teledielhNAW lbpvtlmevnlpribhx�d@e1N!'ul4epneelfderylde,ra4npfLh.hhYd111flW 9Ooud,meE4,pnndpddve llFl N4ve@empnL5WfW b4,alAelmf WJnw,LwBNln4pnne,l 10019 (6Arn@n (ir. Im,Aw+.+•.�,er„e@,mue.cwM•rWm.•W vw:wwAMeAnM@W W nhu:,,A,yeuT,wxAatmmyA,yw,•u.nspe.•1e¢wwe.yruy muM�dn.:onad"d:m.l. ferpipa9n11f1 lullmue�YodYm:u,tf.4pWwdEnlosJ,:vey1"m,FpeLtiM.uhnm.r,mm4uM1.v�1 W rmux�YvAYorsS/1 Odondo, R 32832 Job Truss Truss Type Oty PIY Std. Pac./6811 EI C A0530963 61711 J3 Jack -Open 5 1 Job Reference o 'anal At ROOF TRUSSES, FORT PIERCE, FL 34946, designUaltruss.ram Run: 7.620 S Apr 30 2U7b. Yron: r.bZU i mc. man dun " 1.[.w:ar zu m LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Ved(LL) -0.01 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Ved(rL) -0.02 4-8 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hom(rL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 14 to FT= 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Mfrek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewilh Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 73Mlechanical 2 = 256/0-8-0 (min. 0-1-8) 4 = 28/Mechanical Max Horz 2 = 124(LC 8) Max Uplift 3 = -69(LC 8) 2 = -109(LC 8) Max Grav 3 = 73(LC 1) 2 = 329(LC 13) 4 = 224(LC 17) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-274/30 BOTCHORD 2-9=209/333 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked fora plus or minus 0 degree rotation about its center. 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 chard and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 Ib uplift at joint 3 and 109 Ib uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.0I1, live located at all mid panels and at all panel points along the Bottom Chord, nonconcurtent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r..y.r4mn..prm,:.m•ummmevsfmnr'Lwarunrar[mmmn[wmrrwmluomnmumrm. rnare,dr,wmam,dmam�.Datm,coy,Dm:rP�Dl�ammm,rare r,'trae,muunsw.w.owmnanew.o,mD.,ar MANUEL MATINEE, P.L Yta..O.mdak mi.mmoaY„Da. b.u,uenN•Yl�eofu.4^ahy:vAa+maugmona.'+mmn,gamdm,M,um.�mw""9,mwashwe.6q.aM+w:umeepmamriDD.h.ma,in�. nekJm„�mV�a,.bD,s�nlemD #941132 QvAae:Y.amdiYrlim Wgluddxylrtivnwm NrydAsD.m,m.O.M�.,mnivlrye.ImR.rralW9DrJgnm.:m.umnad, dGMOCm.kdEA6q,.1..•dn4i.M1.,grmddikeDnd MfiMnead.ln,�,iDd+r D..a4e4wggiuYDatlmdM.iuy,b0km. evmDmydm,kamnkaD.,,.a[,mrmr.nm:,uud:a"run.ad.w.m„maD,.wan.an.km.rm.Demdm,him�mrmp�We.Wmaryinmluu.uim,m,amy.naDJo-m. irvi a,wmm�nDn,eu�w,.rime.,do,unmue,m.u.nD,ae.kDm,.,..a IOUI9 fhadton (ir. 4n,Yzaw.,.r,,.mnwwak.[memynam.: meargamh, M,lr,i mun,ky.kra.m.mrikr:uykymrumtry..,fyvnlvmrDaakq mopaaaem,m., eand:nu. Orr^}NDIDID41 DmnnmrYnnlYm:u,IJ.Ip.d.nmd0elmetlJ...rlw.,npd:udMnlnmpniNm6m41 rdlnm,�4rllWiz;rE Orlando, FL 32832 Job Truss Truss Type Oty Pty Std. Pac./6811 EI C 61711 J3G Jack -Open 4 1 A0530964 Job Reference o iona At ROOF TRUSSES, FORT PIERCE, FL 34946, deslgn@a Run: 7.620s Apr 302015 Print 3x6 11 Inc. Mon Jun 22 14:38:58 2015 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in Loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ven(LL)�' -0.02 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.02 4-8 >999 240 BCLL 0.0 • Rep Stress Inc' YES WEE 0.00 Hom(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight 15 lb FT=O% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-6 oc purins. BOTCHORD Rigid ceiling directly applied or I(i oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 77/1dechanical 2 = 247/0-8-0 (min. 0-1-8) 4 = 34/Mechanical Max Harz 2 = 165(LC 8) Max Uplift 3 = -89(LC 8) 2 = -78(LC 8) 4 = -g(LC 8) Max Grav 3 = 77(LC 1) 2 = 323(LC 13) 4 = 228(LC 17) FORCES. (Ib) Max. Comp./Max Ten. -AIL forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsh h=25ft; Cat 11; Exp C; End., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) zone; canOlever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 It, uplift at joint 3, 78 lb uplift aljoint 2 and 9lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard e.my.mmvu.wnrynmm'11mm1mmr5Nu10awlm6iwmnae[wa9tLrmnll[roonaumrlmn rvitery.pmmnn,uerrwm,.¢ntmrkyv0..opp�dmeemwlmn.r,ettelnmrwnknrrx. ¢avem,dnvem.nrn0.rdr I evuaolFrGeryerdn.wd.AInadXlanon,l„a,mImlm,ldmiryoM1aalvrmr.splm.ee'J.OctaAuMl'ya..m[ry,l.Meev.6n.m.4irnWAanry'uldry.:tendlnaRenrMa1n6rgn4mn;orunno,mbArmnrv..nn.n>drm.rani.nlrymnssryinar+.dpae„:e:o.h.wlr,nn. meedp.n.l.n,Msyr.ra.,, MANU[L LE1, P.E. n0olotlKMRl. MPod mfieMei0rfti,,iwlePalmq #041181 nWUMry AMLtlLugaW9weN4ertrner. geebmwru Mmavdd lnAo,orlyrwMdM[Mbp[rm0egnwMldemWoe01504dti�lelhl%d'84verrbrnnlbpnmllutleru llFllrNn RunleeuilfnNrWIMr AArlm,yJpw,innlulN4pewrntl 10919 notion Or. . o.n Yevd.m.v,w.nnanh,M.relt.[m.rryrrcl.pu.reyp+nln4Mdn.1,m,Mxg.fgernbtma.r:wgo«q.i.�nnirw,�y:e.b.tivuy mup.irdlnm..ne6rreYml. [emn�r0IDn411W lnnm YwnlYmlbu,If, Lpd,fi®dfi,Im+m,dnrb4hpdSadvieninmpmlr,lenhw411Mrmuo Yvol Wn.rr,l1 Orlando, FL 32832 Joh Truss Truss Type Ory Std. Pac./6611 EI C A0530965 61711 J4 Jack -Open 1 [ly 1 Job Reference Loptional At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s 1.5x4 LOADING(pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Inv YES BCDL 10.0 Code FBC2014rrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. (lb/size) 3 = 102/Mechanical 2 = 30810-8-0 (min. 0-1-8) 4 = 38/Mechanical Max Harz 2 = 155(LC 8) Max Uplift 3 = -95(LC 8) 2 = -127(LC 8) Max Grdv 3 = 102(LC 1) 2 = 359(LC 13) 4 = 233(LC 17) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOPCHORD 2-3=465/269 BOTCHORD 2-9=-610/588 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=S.Opsf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. Print: 7.620 s Aor 30 2015 MTek Industnes, Inc. Man Jun 22 14:38:58 2015 CSI. DEFL. in (loc) I/deg Ud TC 0.37 Verl(LL) -0.03 4-8 >999 360 BC 0.37 Ven(TL) -0.04 4-8 >999 240 WET 0.00 Horz(TL) 0.00 2 n/a n/a (Matrix-M) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 Ib uplift at joint 3 and 127 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.011, live located at all mid panels and at all panel points along the Bottom Chord, noncencumen: with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard off PLATES GRIP MT20 2441190 Weight 171b FT=O% e..p rvmenmmprlren.m'}Imynams(sn%r}muwmam.mmeswpmrnonr7inmmw.emia. rvaier�.i.m°do-+.drd.n.aunrk -"now&& wcvmortNm--uww,.w. mwmerdwwd.mlw.ri gAtN[I MAIIIXB, P.E. &Ipld,marbrl,InddbeW Im W NOM1bteYl belmrpey,l96vae.S,erhlry M1p'.a{ W rNwegl[-0wpevd,mwwpredrbi'dew'mel+.Pr"9r^p.ed3h W ML,gdOe,:i4lrm+lepllmtle NJdi,sdn11F1, hMry,n�wp'],�tmfrq,m4mr, wAWI'npdneoltl:Lmda FlLid'mg6WmpnatrydWO,nWpmebrvAor'vdryenadeld6q Eeyar.leW wvM1ntlgrlrGOenCWlvtl INw gnJnN.A,oppnirIgA wdml4ennWespoagmwdaas a,hniN0px,T dAruiry, Ae #041181 enpuufNrd@ilftliwiWlPereN[mnerlor. Al.rawIhW 20e4WprmnmpnlpJela+JtlJaiNlnl[enpeergWerylelem5een159puf4Juldyl%mtlYOervlhnmillapm<rdr'++Idtav lfl lG6nn RunpS9iMtmllMerol JeluwgJq.,Iruw Onil^n0'aenN 10919(Xndlon Or. Iww Yed.o-m',waeeudwld.eM. o.v.yre<I,rw:myerdprrw:ml,.i lbuw+o.upeei«axem W r.mlAu,ymr.umiroe, ryrro-b.gbJbg moprit.Irmm...,Id.dhm.L [enripB0rdI1Ll id Lnm�YwdYnbn,If. rep.d.umdeYlvavryi,q WgnpdYnd.iRminmpnmirJm6vv}I IdirewpOm.lYertarJ2 Orlando, R 37832 Job Truss Truss Type CRY Ply Std. Pac.16811 El C 61711 J4A Half Hip 1 1 A0530966 1 Job Reference (optional) Al KUUu I KUsbtb, Putt I PILItUL, PL 34a4e, aesign 1.5x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L7d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) I -0.03 4-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(TL)' -0.04 4-8 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Haz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 19 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Mi rek recommends that Stabilizers and required cross bracing be installed during truss erection, m accordancewith Stabilizer Installation guide. REACTIONS. (Ib/size) 4 = 136/Mechanical 2 = 304/041-0 (min. 0-1-8) Max Haz 2 = 152(LC 8) Max Uplift 4 = -88(LC 8) 2 = -126(LC 8) Max Grav 4 = 276(LC 17) 2 = 356(LC 13) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-448/247 BOTCHORD 2-9=573/565 NOTES- 1) Wind: ASCE 7.10; VuM=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=S.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 4 and 126 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard x.ay rawm.,yuan,i,.m,xr rmnw>arum}muulnutlroranon[wou[reum7rmoevouatri.. mare.ono...a.,run.ew,.mrnnw,ipo..:l0oq.eoeanwrrA.r,rtrenim.aaeenn... mn,ma,.w.e.mrw.rr MANUEL MARTINEZ, P.E. wln,w,m,raa,aae,,,drum,rorme„u.a.mna„y.yrnp...roe.M[M•.1n,.d.,.iron"m,•m.,.wm..nrt.rM.ui.unn•ncr,no.,as7rse.anTam,,:rar,.ve,p,i,a.n.mo Y..enmr. we.:w.,+.�n�ro,•na.x I,m.umr.d.n,nm,u.,i..rtwa„rne.,.w.'saran.a.,.,n,o..,rom,�e,e.�r.araoyo.q.r�,mrcr.mrdm,rtcnrrtr.rwt,aeam.r.ere�ani.t mrerinm,m,moe.e,me.u.,.aannn,au,a.re.ew,y,m„y..r.,,a,e..ae�.al.,eaie,m< #047182 wrnuw,rnm,rmc.omun.w[.nm.�.u.aun.o-mionwn.v,.,rn,wen.rt.w+:iarww,00.roammmtnM.�aepnn,voesmehrnrvuanem,edrwna,ap eu irvie,rne.n,n,nuio,,.esa..m.u.,id,insr�unomnrooanr,.e 10019(harll.0r. wnr,w.,,,,an„r,anwraN. u.enrm,d,v. a.,a.lpmr•a, tra,d. tiu.,a,y.mn:,,,i,lero, r:w4o.n.•w.tno-..ep..In.ne.u.a m[.paudr.n,...,ea.dama. 4p,i1N0}alf 41[dlww�l6..elrtar.4ll.IepWbeaMl®n,uorb;nld3nd.i,Eninnyn,i,Jmhe.411wIMm,� WwIYn>;!1 Orlando, R 37832 Job Truss Truss Type oty Ply Std. Pac./6811 El C A0530967 61711 J4B Roof Special 1 1 Job Reference o iona Al ROOF TRUSSES. FORT PIERCE, Fl_34S46,destgn@altnuss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 2x4 = 2x4 // LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert( 1) -0.01 6-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.02 6-9 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCOL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 141b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc purins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers antl required cross bracing be installed during truss ereGion, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 192/0-8-0 (min. 0-1-8) 3 = 168/1viechanical Max Horz 1 = 68(LC 7) Max Uplift 1 = -79(LC 8) 3 = -59(LC 9) Max Grav 1 = 307(LC 17) 3 = 293(LC 23) FORCES. gb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=310/259 BOTCHORD 1-10=360/360 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 M WFRS for reactions shown; Lumber DOL--1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 3-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 1 and 591b uplift at joint 3. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, noncencumenl with any other live loads. 9)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard e...r.kouu..pry,.,:.rt,�umarra�tvurla�owmurrammnau,+uefremlaronnmpearm.7.a,e.,y.p,.m",w,.dwn.s,i.,n�m..:rf�Irar..nem:,,,rtra.�.au:m..u. msv,nn.xewd,m.no.W MANN[L MADINEI, P.E to„es,mruinaaMMmamoal.,aa e.u.us„4•y'", t:.Ord+r:�..1,s,w.,nmo�,w..x,,.,m.�.dorm.,a.u,.P..�p,<y.asnr.....araaeMu.,,a,p yawamoW.®mmi. nr�:•,.mc.r,.ew� !,emsea.a..am:rM,m..rwamnxamr.,aanam,o..nth.o...rv.relniMn.nnm.rdsno.ua•.,.��I.m.nndanG:.eu:.aeamq,d...om..a.nw..aaamo.a.r:u.,.aarm,.w.nerr=++s.y,roay..mnn a.a:..wd,ean. S6 N47If. - nw.oDuna,e.eucgwaa.,ueo.n.a�.u.w„nw:arooeaa.ww:.,•er•un.omn.tanmiu.a..nth.n�aM.n.nsulr.u'�m,ekm..eua..m.,...ei<,e,�.,ar.�a.u. mia+:.nm.n,r.aue.,wade.imn�n,muo�.d�uno,ae.ym..,e.a 10019 Charlton Cir. im,r.drn.a.,,m�.werwb.a.•emn.aw.: •,bNar,.,e,.nd. mu.,,o.n•:o:•a:wsar:iano.,y.,.u.,,ire...ym.x,..roaxr m.i��.amm...,ed.d:m i. rndraonin4 rdm,,.,.u..as.u.urt r.r.aa�da,m.t:.na.,:rda�d.n.m.pd,d..6..u� rau.,..u®du.,>,,u. Ndaodq FL 32832 Job Truss Truss Type Oty Ply Std. Pac./681-1 El C 61711 J7 Jack -Open 113 1 A0530968 Job Reference (optional At ROOF TRUSSES, FORT PIERCE, FL 34946, design@alhuss.com Run: 7.620 s Apr 302015 Print: 7.620 s Apr 302015 MTek Industries, Inc. Mon Jun 2214:38:59 2015 1.5x4 4x4 = &2-0 r 62-0 %A Dead Load Deff. = 1/16 in Plate Offsets (X.Y)— 12:0-2-0.0-1-61 I. LOADING(psf) SPACING- 2-0-0 CSL DEFL. I in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL)- -0.10 4-8 >737 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.17 4-8 -430 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(rL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 24lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 160/Mechanical 2 = 42710-8-0 (min. 0-1-8) 4 = 56/Mechanicel Max Horz 2 = 222(LC 8) Max Uplift 3 = -151(LC 8) 2 — -170(LC 8) Max Grav 3 = 160(LC 1) 2 = 427(LC 1) 4 = 250(LC 17) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=988/1063 BOTCHORD 2-9=1902/1298 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opst BCDL=5.Opsf; h=25ft; Cat 11; Exp C; End., GCpi=0.18; M WFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcument 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 Ib uplift at joint 3 and 170lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.011a live located at all mid panels and at all panel points along the Bottom Chord, nonconcurtent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard -- e.®rru..u..Par«.a.mrsrrounasntmnrl®wmnr mrmnoa<maurrronn.monnu.nrrmn reharrswm.eme,rrmen,.m,u.uwwav'w0.ldamuaem.eraram.uu.eum.,.. mun.e«n,.w..ma..p •ia,.«�mV•«mnx.wr«kmoxWw.a,.u.,o«.g,t7�«.6..swa+7rw���wr«enmo«ra.u,®«�na.<art,r.x,,:w«i..w,«o.sa.ryr.m.x,Taw+w:d.,ery aa.mmr«h.«a„mt n,e.an„®.p:«.mw.. ,.aaa, QNRM061P.F. emrrvnvdGi .oduooedel«n lo,Flluddm dmrmpm:LryalMO.m,M,Onnb.mnina merm,ldr'm. oN bib«emrdm,lrym41tGnd«df r m..rw..aammo,.a«rrm.,.an,u.,,,:udr�.rn.aoa.,a.y..�.a�aaavaadrc.r,,l,n:m. #047047182A7 mr«udsnran, wdyaoaw«.mrm m,.u«a,«,m:mnomro,w.an.eraa,w,ax.rmmro"n.*rami+..a«PrWravn,ehrn®atiu.,m<«.mrnr«,�as.+�«. rnr r,6«m.r«p„ean«me.e«aarm,uuow.umo,aavnynm.a 10019 CharW Dr. s.«rwa.m.«,m,«.e..we.a.,aM.rmm.w«a.a.a«yqur.mw.nd re,u.,e,y,r,r:«xeore.rdawo,yaa.u«,fra..ry««w..rmamey ,aopa«am.,..«ar,.,e:m r. nnasu0lona�l r.ar«„«.umawa:«,r1. trpmn.aMaa=,a.:®r:a:I,dbd.ul«u.r.,.u„a,l,=,4I r,ar.,,.,.nmdn.*a«,rt Orlando, FL 31832 Jab Truss Truss Type Oty Ply Std. Pac./6811 El C A0530969 61711 RA Jack -Open 4 1 Job Reference (olwonall A7 ROOF TRUSSES, FORT PIERCE, FL34946, design@al Wss.cam Run: 1.620 s Apr302015 Pdmt 7.U0 s Apr 302015 MTex Induebles, inc. Mon Jun e2 i4:36a9 20i5 Page 1 I D:cS2YUAsdrwV4V5ztDl WJJpP=H46-TNsByFGVgaGAGfMIsAJx2l'ZJB3%DlcEvb6UmSz3j4w -i�-0 24W 6-2-0 1-4-0 2. 3.6-0 Dead Load Dan. = 1116 in 6.00 12 1.5x4 11 d 3 1 d h B3 2 5 1`) 7.Sx4 It B1 73 1 e e 12 5x10 MT20HS-- e e 17.5x4 It 2x4 AA 2-0 0 24{-0 1 3&O Plate Offsets IX Y)— 12'0-0-14 0-3-97 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Ved(LL) 0.12 5-6 >615 360 MT20 2441190 TCDL .15.0 Lumber DOL 1.25 BC 0.64 Ved(TL) -0.14 5-6 >510 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 Hoa(fL) 0.03 5 rue n/a BCOL 10.0 Code FBC2014rrPt2007 (Matdx-M) Weight 251b FT= g% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* B2: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection ,in accordance with Stabilizer Installation quite. REACTIONS. (lb/size) 4 = 143/Mechanical 2 = 42110-8-0 (min. 0-1-8) 5 = 79/Mechanical Max Horz 2 = 222(LC 8) Max Uplift 4 = -125(LC 8) 2 = -165(LC 8) 5 = -20(LC 8) Max Gmv 4 = 143(LC 1) 2 = 422(LC 13) 5 = 257(LC21) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=865/985 BOTCHORD 2-12=1662/1195 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opst. h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL--1.25 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked fora plus or minus 0 degree rotation about its center. 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 girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 4, 165 lb uplift at joint 2 and 20lb uplift at joint 5. 8) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xmr=rnrxmu►rrr...crxlmarw+6asrmnr1anmmnrtmmmnrmrrrfl6rmem6nnurmrMm rrraranWr.•Immerr.drum.c,hmro.rymn:r(Ireldau.nx.a.r.rtrarr.rwonM..v. uaonm:muee.ano..p BANO[I BAYiINR, P.L euhrererM6lemarrYmiMM11401r! id dr.hw Ryryhmhr.lpdary Mmminr,arr.rmorm.remmmrRr.de. m.Ird.m.rpernr.rlm,aen M¢.try,aa.t.¢umerl:edr.arlwmRmkrmLlsky.armr, bmsrrr.um, milA6rydmrdPirlrvnlmmRWidigirlprrmni6TMdM6rm,AnO.nnruiMvadegNVRnhddor4rigwr,hdrn.nndRrllLllu¢LM1rludldimrmlr.Ninl. Moppudddrinvdmr6e11•trot Mirm,MbdryloJiryrmvp,umAedmae0hrwie4rprBMArt i(A4)IEi 1 reWmtNryrinelN[iMOPo•rr W fM.mr. tlwrrtloNi14N0•NOgmtlmmlgrW WstlM W.4'np[mpmnLhryldnmfinlD(rlpolfuMlYrlRmlY4enMnnMMpmnlpri@u Ihl tle6nlRempmv2itlneMMndNYntgJO•v.InnOeYgnLlurmwl 10019 Charmn [ir. rmYaAYer,mLvbMuMbllrrrWmgr W gae•r6ylripinertd M1Irm.W,glgnentlplb WtiAtlrNmulrmfrynFynmlu vrh�' ry 10(ged,rllneevrnldvNYlh1. 0d¢oda, Fl3YE37 (gpigtlO1011411mlrmmr�YoW Ymun,rE rgr66®dMl®rlsglm.,kRohilNn»niemp®Nmhrv4l hulinm-¢sdYue�;rt Job Truss Truss Type Oty Ply Std. Pac./6811 El C 61711 J713 Half Hip 1 1 A0530970 Job Reference o ono Al ROOF IftUJStS, FURI PIERCE, FL 34a46, design(oaltwss.com Run: 7.620s Apr 302015 Print: 7.620s 3 1.Sx4 4x4 = P Inc. Mon Jun 22 14:39:00 2015 Dead Load Den. = 1/16 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(L-) -0.10 4-8 >737 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Verl(TL) -0.17 4-8 >430 240 BCLL 0.0 • Rep Stress Ina YES we 0.00 Horz(TL) 0.01 2 me me BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight: 241b FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid calling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 160/Mechanical 2 = 427/0-M (min. 0-1-8) 4 = 56/Medlanical Max Harz 2 = 222(LC 8) Max Uplift 3 = -151(LO 8) 2 = -170(LC 8) Max Grav 3 = 160(LC 1) 2 = 427(LC 1) 4 = 250(LC 17) FORCES. 0b) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-986/1063 BOTCHORD 2-9=-1902/1298 NOTES- 1) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=S.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load noncancurent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint 3 and 170 lb uplift at joint 2. 7) This truss. has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, noncancurent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ...v�a.m,d.wpMxr..c.r[mmoanfxun1®[urtm.m[mmn[wmcrf�rallmnnmumrm. rnrruwvn®nn,rmml...a,un,orwpnwAWeaa.maead.nu.rnarx.wuennee. m:wrw..aomd.n.rm. W ird,mz,Ixrhle,JiknN �lM1NEpYxk 1,rrmukyr[ryanb.e.Sr,uAr1,➢'melMudxeglpprtpmtl,xwtlleparl&.pdrnignlixn'q,nox,inryta4rd,y.r1leufnLx,lepklxMNnnty,WnWI. R,kvyinwptin,,blw➢ndYa,, MANOFL 1P.E. wno:0yvlvwdnklrvnta Fldfiryn4rnymtiaiydLlr QrxbEnnxnirodni�r/e➢Moi ArlwNe�yOngnn,blbmnnal4r OCRvnCdrtadlarnrxdroelifl-I. nrorporddnennnlxr6dlmvddrLxr,pi4darloN6q,,px➢v,inlob[oeoMbxIDr.d+Qb Ar #0471O471A2 nWuli%rl0r Wtl6n9nrugy,Mfemwm.nnbs,leN:Ihm�NNpa:u,a4R'arrx,dMlu'dnf 4nHmx WrrylvMratinPlSQWa'd+IFIn M9rluutlnrnnlN,➢nrnlrzkeu lnl tlrFndnnput6Mn1&nnddJm, WY9^x.rxn Wtirnng:wW 10019 (6orllon Cir. w,,.ma.,..:nmxl,re,nxlbr[mnro,aan:nMpewmlmM nu.,,aYsr:r^nxrme. r+nrro.we,.rn�sr�s�nl.�rtauq m[m.,•lmrv,.rnennl:mn. oyr��Io➢m4nrrxmr.n.Mnal:.pt. urre.e.doe®d.:.rtan,:r+cad.wxm.rr,an�nn:,.w.unro,.I�alM,ax.0 Odoado, FL 37932 Job Truss Truss Type City P1Y Sld. Pac:/6611 EI C A0530971 61711 J7C Jack -Open 4 1 Job Reference o tional A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Pnnt: 7.620 s Apr 30 2015 MTek Industries, Inc. Mon Jun 2214:39:00 2015 Page 1 ID:cS2yUAsdrwV4V5zIDl WJVpP=H46-xaQZAbH7RuO1 tpnPtgAaw6WATtbl3U3gmDKVuz3j4v -1-4-0 b2-0 6-2-0 1-4-0 3-2-O 3-0-0 1.Sx4 II 2x4 \I Dead Load Deb. = 1116 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Mdell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ved(LL) 0.11 5-6 >651 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Ved(rL) -0.13 5-6 >556 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(rL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight 26 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2'ExcepV B2: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 140/Mechanicel 2 = 41310-8-0 (min.0-1-8) 5 = 90/Mechanical Max Harz 2 = 222(LC 8) Max Uplift 4 = -118(LC 8) 2 = .160(LC 8) 5 = -31(LC 8) Max Grav 4 = 140(LC 1) 2 = 417(LC 13) 5 = 261(LC 21) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP'CHORD 2-3=-7207792 BOTCHORD 2-12=1392/987, 7-12=2851201 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opst h=251t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2)-All plates are MT20 plates unless otherwise indicated. 3) Plates checked fora plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint 4, 1601b uplift at joint 2 and 31 lb uplift at joint S. 8) This truss has been designed fora moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcument vnth any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard a.y.ro-du..phn,:.w �rrwanamtsmu1smmnm[mmnoerrvawrfrmrlamoeuoammm. merrwa•r..=,m,m.n.an.,,n�o+.�NN.amrmarmu,ram.s.unw..,.. oamm.:�.wenrw.rr MANOLL MARNHUH, P.L nm„smrunaak,wa.o,mn:m4 e.n.,,e<y,rq;,.W.spmrirs..ln.w..rmo�m,.a,...,.rA.auwo-u:n,.rTnw,.o.aaurti,e.N+ia¢.,:ro-r,.,,e.iAa.n�m.k.e.rrvi. m,axv,.+wm.wr,.cm., .aaaryedw.arv,r.,i..rrvae�rro-d.,,,w,a�Tmamw...m,a...��„m.u.a.a.n.n.aaamoo„T,,,i.n.,.mnan,ncm.nc.aruMw,a,a,.rim.i.rn,vow.,aammo..f..ra,u.,raro,uwn:Carr.acn,,w,on.mnrow.,aa,.�s,ra:n" #041117 .�rvoPoan,wa�Muuonxwawn.ne,.nm,wox:o,mo,sower,,,.wn�na.<:mn,muaou"a,..nximia.."ennn3wumahm.rvn.,m, ,.,ao-,r,.gas•u.+�rv�a.u„m.mw•Haan,ra:nam,u,nnupaou.noama,ao-.uow 10019(6ortoo Or. rm,rd.m.,.d,,,.m:ua,s.a4.rmnm.a.p:.,MM+nab,ae nu.,owny'..:wtawhr.y..e.,,sy.r.s+=o-,ma�s wr+pa,amm.,.wao-mi. [�i®mira�a r.au.:u,.uod Wn:=,rr. trr++nwaewao.a:gug:PaiiNinna.p,avvanYo.11 rdrmw�Y�dll.ra{rl Orlando, FI37837 Job Truss Truss Type Oty PIY EI C 61711 RD Jack -Open '2 1 [S_tbd_.._Pac.,/.6611 A0530972 oReferenLogionag Al RUUP I RUSSGS, FURT PItRGt, FL 34946, aeslgnealbuss.com Run: 7.620 a 4x4 11 6-2-0 30 2015 MITek Industries, Inc. Mon Jun 22 14:39:01 2015 Dead Load Deb. = 1/16 in Plate Offsets(X,Y)— (1:0-0-2,0-2-91 LOADING(psg SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Ved(LL) -0.10 3-6 >729 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Ved(rL) -0.18 3-0 >418 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.01 1 n/a nla BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight: 20 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MITek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with SUbilizer Installation guide. REACTIONS. (lb/size) 1 = 331/0-8-0 (min. 0-1-8) 2 = 16111VIechanical 3 = 571Mechanical Max Hom 1 = 189(LC 8) Max Uplift 1 = -116(LC 8) 2 = 1-152(LC 8) Max Grav 1 = 384(LC 13) 2 = 161(LC 1) 3 = 251(LC 17) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=992/1297 BOTCHORD 1-7=2216/1336 NOTES- 1) Wmd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVH2; TCDL=5.Opsf; BCDL=5.0psf, h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cenfilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 pat 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 chard and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 1 and 152 lb uplift at joint 2. 7) This truss has been designed for a moving cencentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, noncencument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard x..n.w.r.o..,ypr.n,.rt. ruvmm�tsvnl®nmmnrmromonmuomrfrna7dmmnmuwrro�. rerylryep,mem,aarmmsrsenmuw,q.on.:llnN,mdelwdomNrr,rarxxmeSNarrlmm. mrremr.I,.,mre.n.m. y MANUELIIABIINEZ,u �uammd.rlme„M1aNmlNdamntr,x5d b.u.nnnge5n.*rnP•.sNfiahxfin4lNpd.eenmaxpnrm,®.nnnx.nmpnnannnynn�rnwmtrlrytrareey,ase,:p u.noeprtenikmonh..Nnml. mree�p.nmleen,lwrar..rneer, une4irymduw.11pdrvn lnarlude'mrir MrrywiiM1liydReOr.n,OrOnr,ieaENMvOmorMN�S'ryONpeer,le AemmndPrlr4deIKINNtlIuiRq,o4edn41. peopprnitlroeNUndnYfiedne Adelmn,iNetinrlmAfq,nnge,ImepeneMxnln,,trgp0e #04JIBt nrprtiEdryetdetitltmyOeJgrerW(srtxmr.11 surulWYIN10JNdrlroRn,erl RilJn,NMldtlmrxmNxNNM1ryldnimE.(e1540^lldelErlRmlYam NnexelMlxrNgd4eoa 1M114eknRenyonii4Nr®6EdD,roIINLn,WJgw,Im Orilnxpuenl u.nll.n,e..r.edr,:ed..Nefi.eN.rnsmy.dl :.ayN.�nfinlmel..e ItrumN.Ny'..i,umaule.eoeyer,.ums.w.xrs,mw..Ywy moNer.emw,.enatlradmr. 10019000.00T. nndav®msdlrru.,n.usad.m.vrf.repro.oe.JMd®aehN.rWh..r ,FL Orlando, R 32832 Jot Tmss Truss Type Oty Ply Std. Pac./6811 El C A0530974 61711 MV2 Valley 4 1 Jab Reference o 'oriel At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.620 s Apr 302015 Pnnt: 7.620 s Apr 2015 MTek Industries, Inc Mon Jun 2214:39:01 2015 Page i ID:oS2yUAsdrwV4V5ztDI W WPPMH46-PmyNximCBWLVzV.7zaLP78foksLSmWkC30zu 1 Kz3j4u 2-M , 6.00 F12 2x4 G LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Ildell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Ven(LL) n/a - n1a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Ven(TL) n/a - rule 999 BCLL 0.0 Rep Stress Ina YES WE 0.00 HorziTL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight 5lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 6211-11-8 (min. 0-1-8) 2 = 48/1-11-8 (min. 0-1-8) 3 = 14/1-11-8 (min. 0-1-8) Max Horz 1 = 43(LC 8) Max Uplift 1 = -18(LC 8) 2 = 46(LC 8) Max Grav 1 = 234(LC 14) 2 = 48(LC 1) 3 = 214(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 gb) or less except whenshown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVH2; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 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 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 hearing plate capable of withstanding 181b uplift at joint 1 and 46 to uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcorrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ...n.rimen.cop;�mr.w�umarnasstmurla®wrrmmmrmixrtonamrrmalamanavrarm�. rmerer,grpe.nv„d,w.m.muume,apm,.nrt�l�m.vnnurc.crr.rn„n,.a,adt..... m,,.m,,.x.,udnn.rta..q MAINFL NANINf1, V.E. na,®m.ym„aawmran,e.moua..ra a.ur.a.w,�n+,.b..fr�rsse�lM.a.,.nm�mn.a,..,�,rim..dm.ndm:a,n+mx�,�n,+aanmwanaaa,:Nume,waaumrmonh.mnmt m,e,aw,..at«au.br,.� Q.nanndnram,r.<,i«mnraamrnmrmr arnabrorm,mron.r„om,�ndn,nnrtrrasnon�wn.am.a,nnam,ncm.ncawakaa.car„aria.n..rm.mamnuna,nax...im,tm�,iu.,rr.mn,,w�..mmna..d:.�.r.aa:m, #041181 nwnora�namrr:a�no,ar•r,.monrmi.nmanaem:mrmordwawau,maa=+arr�an.wa.00w,run.�.n�a."bmrnrs9wrrarehm.evo.nrmn,dwr,.,,ur,�a:,.. m�awnnnnomaauo,.ram»nim.u,,,auo,.d.�,orq.ov,n.,e 10019 (horlton (ir. rm,coma,m..,.ruin,.aM,car..earrc.em.mne.r.�r.,ngarawanb.sd cur„or.n�m+.arormri emywarm.nmi,umrym..w.naa^s ur.�md�.m..wee�.d:vu. [ryn}N®a151-1 rnlLnm.YmnIYSI:,JLrrrd.6.dmnlagYurb9n PrLlndamnitlarvuNuhn4l lnlrmw�xwdel.a.pry Odaudo, FL 3V032 Job Truss Truss Type Oty Ply Std. Pac./6811 El C 61711 MV3 Valley 1 1 AO53O975 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com Run: 7.620 s Apr 3020,15 Print: 7.620s g d 2x4 G 1.5x4 II Mon Jun LOADING(pst) SPACING- 2-0-0 Cat. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(rL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 We n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight 8lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-8-0 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 8512-7-8 (min. 0-1-8) 3 = 85/2.7-8 (min. 0-1-8) Max Harz 1 = 59(LC 8) Max Uplift 1 = -25(LC 8) 3 = -55(LC 8) Max Grdv 1 = 247(LC 14) 3 = 247(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (fit) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.0psf, h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load non oncument 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 25lb uplift at joint 1 and 55 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r.®1.lhn.e..prymr:.W-ummllalmlvmyaerumul rutnmoaemnntmn+luoomaumrx,.1.alanypr.mr,emar..leWl.mluruwry.wnor�Wo.w..lamre,n.renrmwaw.... memeM.dnr.rewWlm,r! MANUEE MAFiINR, P.E. Yleirrertle INnW MnedlvlhlAlPlrr31.In4mrhtipfymen Me.SpmlryNgreeblMudnmllpp mprssW nnrd.medW pdniMnpxi:lnlmidgb PldrdpdMrwlhlrmrdrmAlntle NJnll,vMnll4l. Mdngemmepfmr,LvfrtlrMidnr, 'WIetillyondwdMOLeninmlueinilMr.pm�bn!lIMr O.mr,M.0.mUuWiinlneaor M.MMyOn'gney4lAnomAd MrI1GMIdL WYdldiep.4.dllVL n..ppmrldWaOndmr6exmaolMr hn+,ixl.dollmd4grpnp,lml.tleem.MhnmyrNO NMe #A471A2 reyu,SGldMPtlYy pedgur W (.eu.,m. nnbrure0u W 1W W 2epm0nrtl Mi4l.ndMrlallol[nNm^rLl+NldxxlnnlfgµMWlNln W YUneeM1rplbrin.Nl+ileeu IIF14eFnnArmprNWrNd&relR.Lnr&vp,m,Irvn4rJglfepsrn W I,m.td,®,.,.,emew„.hrea.dN.tm.mlvee.dymhndyyan� Il.umm.y.xy.mirtmer rrynerq.�.un.flc..tyW.wmu++m IrWmN.dm..,nar�.dhmt. 10019 Orlando, H. 32 (ir. on:plannu rrmenr.d..dxm�o.eo.4prrM.dMudasd,eglghpitid.iBnim.pedNmhw}I bitnrw�0vJxenar,ll Orlando, FL 31A32 Job Truss Truss Type Oty PIY Std. Pac.16811 El C AO53O976 61711 1 Valley 4 I I 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34945, design@allmss.com Run:7.520 a Apr 302015 Print: 1.620 S Apr W 201JMI I eK Inousmes, inc. Mon Jun" 14:Ja:ul zuln 4 3 2x4 i 1.5x4 II LOADING(pst) SPACING- 2-0-0 CSL DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(fL) n/a - n/a 999 BCLL 0.0 Rep Stress Inns YES WB 0.00 Horz(fL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight 14 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MriTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 145/3-11-e (min. 0-1-8) 3 = 145/3-11.8 (min. 0-1-8) Max Horz 1 = 100(LC 8) Max Uplift 1 = -43(LC 8) 3 = -93(LC 8) Max Grdv 1 = 281(LC 14) 3 = 281(LC 15) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1131255 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opst,, BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 1 and 93 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard may�mve..pyn,:.c.�ummmm�hnnR®wmue[ormuarmrlerrlomlmonanmrr..r.Ae.,Tr.r.m,wd,,.r.n,.n,u.uaapa..xrOrgrermea.urr,eirwrmwnar.rw rnrx.i,rwn.mlw.W ttANOEL IdAP21NR, P.L AoAw.m.A.mAAarwl.mrDDma.rd a.uw,Dry.ap-.r,rRr.iwmga�6MrudwgmD,.o,Hm.•ar..rawrnemwmr.ta..rnw,Maryaxra.y.Aa,:pr,.,e,rn,ewe.rmrc.m,mr.wdwyrnwp:.,,mcrr,.tsw,. uil"G We nAMivimvinwrlard'mOnMrnwowlUrAMenm,,M.D.,�utroMxmdoDMarMrMNnrOnlpnv,4ArmawlaA,l[GeeK.ArMdlAd,W.adinl, IDaepprtolAMvloDndrry4Mu,ralMrimtlMYmrlml6iry,pwpe,imm�fwW mn,,W6N #041137 nwuMrgAoraDena.wnwtewrm,. nw,u,eu.imroodm.w.nn,d6:aAw,am We r[nrw,n+aarlAw,.owP[M!DADAreDrinwuuwmm�vramownaNdww rm am.near,r.,aan,®[eawmaru.nwupr.,uw, Dniw6pwnw I 10019 (horhen (Ir. rnomwmr,,.un,aw.rwaud6.[..wm•drwa�Agquµn:,:.rse n.rm,w,vy,.i,wrm[.ryaww.umtw+e,we WM n[waeremw.rnualrmr. Ln,irlrelDlf 41 rwllnmr Wwdxvfnrpf. rgWmaeAl�a,awrlw.,nprdAild.iAniimp,ni,J.6e.4Uwlrn,wrbm..lYwuw;I2 Odondo, R 37832 Job Truss Truss Type Oty Ply Std. Pac./6811 El C 61711 MV5 Valley 1 1 AO53O977 Job Reference (optional) Al RUUh I RUSStS. FUR I PItRUt, 1-1- 3494e, Oeslgiriga Run: 7.6205 Apr 302015 Print: 1.5x4 It 2 4 3 2x4 G 1.5x4 It LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 Sc 0.69 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 HOrz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014rTP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 205/5-3-8 (min. 0-1-8) 3 = 205153-8 (min. 0-1.8) Max Horz 1 = 142(LC 8) Max Uplift 1 = -60(LC 8) 3 = -131(LC 8) Max Grav 1 = 314(LC 14) 3 = 314(LC 15) FORCES. (lb) Max. Comp.110 x Ten. - AN forces 250 (lb) or less except when shown. TOPCHORD 2-3=-160/357 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf,, h=25ft; CaL II; Exp C; Encl., dCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and fight exposed ;C-C for members and forces S MWFRS for real lions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcerrent 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 hearing plate capable of withstanding 601b uplift at joint 1 and 131 Ito uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was -used in the analysis and design of this truss. LOAD CASE(5) Standard Inc. Mon Jun 22 14:39:02 2015 PLATES GRIP MT20 244/190 Weight 191b FT = 0 e...yrL.eo..pn<f:.mp.uomnamtmin?�LrumurrormlroerDnmerrnmluwn�arm,. mhararer.emn..Bred..,.a,u.naw.m..art�l.damirmwcrnrd<,meue.:de.n. m,,,etir.n..a.mmD. Y MANIIEL MARTINEZ, P.E. •ielnan. rmnd:k,Wm.mrstrm4edin e.M1.oMS.Lq-.eehe.speunryhprolar.aeenrmDrmnemro...er.nedmpdean.inD.niearew.,wnaaeterydan:pim,kpndo.bemonp.ordnm.l. mrdw'gnroe.puen,kouer,.fmn IrdvdilrymduueliM,LmleimrluDaeri,4npenibr%dili0ewr,dea.nbullwudgWndeHYagOnir,n,inibmmnddeirCibllCtldvdldnmpuLvrdML mevppnvldMemDmd.MLeNaedMimtWWlnrrodtry,dmse,INoDvtwodlmnn,,bDbRr #042IA2 n+w.:ugdoer:acn,vearermemrnm.n.nnnw:mmnrdu.r,.dmmdMdan,dreeunaopm.rr.nwmid...DreprsOwui,nehmoauuvrrm�eneaxrre.napede.. Inlednerm.rnnearum.ampermaumwuDm,rnnoeaenoomnr.d IOOH (harlEon Cii. Im,Ydden,WmrMnlnirurllidoewfgedepandylydPf'+,f`ea'e! Re1rn,AvyFgvanWlb IdgDey. aLn,fryo(Tvluoep WLy eDfajiirdlmm�nLrwl:T1. anaDti®1en4.i r.nm.,.d.wxr:n,rt, rep.bL,adm:MmµmmrlvR:lee:tirdrJninspree,vw6w111w1inrus�Mltlavee5rl Odondq FL 7ID2 Job Truss Truss Type Oty Ply Std. Pac./6811 El C A0530978 61711 MV6 Valley 2 1 Jab Reference o Oana A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitmss.com - Run:7.520 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Mon Jun 2214:39:02 2015 Pagel ID:cS2yUAsdmV4V5ztDl VV4PzmH46-tyYKaHJOzVn775KXlsegLBpkGX3Vz_MH3iRanz3j4t 6-0-0 6-M 1.5.4 II 2 2x44 4 33x611 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Ved(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Inez YES WB 0.00 Hom(TL) 0.00 nia n/a BCOL 10.0 Code FBC20141TPI2007 (Matrix) Weight: 211b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 9-8-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during tfuss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 235/5-11-8 (min. 0-1-8) 3 = 235/5-11-8 (min. 0-1-8) Max Horz 1 = 162(LC 8) Max Uplift 1 = -69(LC 8) 3 =-151(LC 8) Max Grav 1 = 331(LC 14) 3 = 331(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOPCHORD 2-3=183/403 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cal. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 M WFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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) Provide meUanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 1 and 151 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard p.®r-mmnneeM,.+:.n.�gl malmmf'alnlm¢runmf[aalma<rvuurrlmlr7rmonrou�ri..renYeeaprmm,.rwwm.ml,.uuq.o..:rlimlrmeu.nwmeetram..mneew.n. maonwxew.m.mo..y NANII[L YAQi1ND, P.E. aul�npn.yanmdwmal.a.lmna+r.u.rm+aniwyinnE..Mm+M1ferrmLnew..rmo�mnem.een.re..eim.r�s+..rey:,nnmomax4rs.b,iyvNhuA..neynl.nI..,i0.rntnl.meemp2..E. eer,.ean,. '+:mNOryv4ouNNrhwlwuYlu>�nrhM,mmimryAMAem,ne0..eiu.RnudermnYNiiirylniwe,,uMrmeonil,IlC%NeCMh�tAbrnM..dmL aerypn.IdM.110d hknl Mrnn,Md�MM+<+nL4m0.inhlvYaMYrNyubObRe #047187 n,wewannm.wJziryoetly.nw[.mr�. u.umplep:rtelmeamewenn,rwl.rn�ein.uwarm.Nnnm,rvi.mwmeals9uesim.epmruu.unnnnamre.wyn:... wueunm,e,w,dwmwmnnmun,aaom,rm,o.uwlma.neel I0019 Charlton Cir. M,Yviroin,v4,uhMuedeellre(uhmvgrtl.pu: nlglYvOP+M�fr�d IbLmduYlyimhmlbloUiq W,1m nbnfYtlnlepen MegtriYy IOLpvnNhn,nnvdnel Ylnl. fi,e,Q 2011411rInm. YmdYN eL rL r.,&. inNm,,ogb.,ipddJd.JlnNmrnni,vahmklrrlmuo Y ,l pn.Lrl Orlando, Ft 32832 Job Truss Truss Type Oty Ply Std. Pac./6811 El C 61711 MV8 GABLE I 1 1 A0530979 Job Reference o _pt'dna Al KUUF IKU5bt5,tUKI PItKUt,FL3494b,deslgn(maitrus5.cdm Run:7.520 s Apr 302015 Pnnt: 7.620 s Apr 302015 2x44 6 5 1.5x4 11 [.5x4 II 3 4 1.5x4 II 20 LOADING(psq SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) n/a - We 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(rL) We - n/a 999 BCLL 0.0 ' Rep Stress Ina YES VJB 0.25 Horz(rl-) 0.00 We We BCDL 10.0 Code FBC2014rrP12007 (Matrix) Weight: 31 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No-2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or6-0.0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewilh Stabilizerinstallation aide. REACTIONS. (Ib/size) 1 = 10818-0-0 (min. 0-1-8) 4 = 135/a-0-0 (min. 0-1-8) 5 = 40718-0-0 (min. 0-1-8) Max Horz 1 = 225(LC 8) Max Uplift 4 = -86(LC 8) 5 = -261(LC 8) Max Grav 1 = 260(LC 15) 4 = 275(LC 17) 5 = 426(LC 16) FORCES. Qb) Max. Gomp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=417/68 WEBS 2-5=-317/649 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; M WFRS (envelope) and C-C Extenor(2) zone; cantilever left and fight exposed ;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord hearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconwrrent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 4 and 261 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcoment with any other live loads. 8) "SemFrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard e.®r.n,..m.yry„.:.m,'Fl mmnmsnrmlulemdnm4drwnoe[mmurllonnlmommuun.. mare.,yn�umm,ma..,.eb[mrb,yo..yPwl=amem�a+.,e.,lei m.,mmmmm.m oa,nem..eveawn.rtnwryrO6,ndo, NABTINEZ,P.L eMi..,m" mmaaleoullun.101b1,Ma lab."u,mar'.,,,P..swaamm�.,.6�a+,d,..nmo,rr,umomrmv,an.p,mu,,,tnrv.,ar•ro.ahryu,P.e.dnae.uy,ume.paaammo.ry.wmml. rn,emp„�,,,,wtar,.e ,, ,nwwapaawaormal,.wa,=.m,.11m.rm,a.m.mowaw ..,elaoa,namumma �a,""�e,,..nAaaaSio,nc�s.aatas,r�.huam t.meow.wam.00ma.Mnaa.nan.wnl+uar[.+ec.q.,m.r.,�.nmsm,dl,.�i,aenain.041132 I ,ambbm.ao, ambb,nla,aremamanmrmreuaTrvdR.o..n.ao.,ut.em,mdw.unm.rmryon n„w.nu,ry�aamiroPaib,alaahmmaadwndnu,.eb,o,mabMen.IM<evnmv,xr,.a:wm,weu4nlm.r,a,augwJ�ml,anaaiue,°N(huften fir. rmvm,.a.con..m.u.a,.mem.aF.mm.a,.a.aue.,mearml.r.,e.aua ra,bu,e.,q.y�bwim, l.uyayM.bmtp..ayw., n,.rmaVf uupa,du......aa.d.aeel. 6m,m0rali bl rulrmmAealPnbu,rf. lew ...dMd.a, mmw lwgmwdNIANmnleap,aulmb. It lnllmuYY.�.IYai,,Il R 37832 Job Truss Truss Type Of Y PIY Slid. Pac./6811 El C A0530973 61711 MV10 Valley 1 1 Job Reference o tional At ROOF TRUSSES, FORT PIERCE, YL 34Y45, desigqmaltruss.com Run: 7.620 s Apr 30 2015 Pnnt: 1.620 s Apr 30 2015 Mil ek Indus nes, Inc. Mon Jun 22 14:39:03 2015 Pagel ID:cS2yUAsdaW4V5zIDI W WpPzmH46-L96iodJOkpnckHg W5?NtCZkwVguAEML\rgS76Dz3j4s 2x44 6 5 3x6 II 1.5x4 II 3 4 1.5x4 II 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) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Ved(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.31 HOrz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20147TPI2007 (Mabix) Weight: 39 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing he installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 1 = 65/9-11-8 (min. 0-1-8) 4 = 214/9-11-8 (min. 0-1-8) 5 = 551/9-11-8 (min.0-1-8) Max Horz 1 = 287(LC 8) Max Uplift 1 = -5(LC 14) 4 = -137(LC 8) 5 = -353(LC 8) Max Grav 1 = 236(LC 15) 4 = 319(LC 17) 5 = 551(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=552/83, 3-4=1661319 WEBS 2-5=-429/824 NOTES- 1) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf, h=25f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 5lb uplift at joint 1, 137 lb uplift at joint 4 and 353 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard i xmr�m..m,.Yn�.:.m'}i romimmfbnnmewnuumrmnonrsuanrtrumlrmmnr✓,mrw. r.bow.+r.na,r,.rm,.d,m„ownu..:rfwl.raYmnxe.eearanm,semw.... m..m:.w.e,m.rr iQeuh,osm,dnnmaw.uaimwmone,.rlr,.m„owr.ur'm..pe.spe,ernT..ta<.a.gsm..,,m..,..ampew.a.r�.�w,nc.auryd¢.e„�aa.,:yuuowp�erau.mo.p..xmi. n.wp.o.r�:,,,i.r.r�.ea.,, MAAOEI 4AP1P.L I ,amm�ry,a.„rim,uwi„wr�a:ni�mr,.rowurnan.o.,.,ro,o..�,ms.end.ym., #047182A7 .9..m¢n4m wmrm�n...rrm.ni.d.:,.nmi:mmo.rump.�¢n.rrwa..pan.rw.rrMranwnw�w,aWr.n�whmrsm.,,a.�..mn�r.,"�r:a�mia,e..¢,,.w+:mm.re..,nau.,auo..m.e.d.00a,.w 10019 (horNon (ie I.nY.ear..d.,,.a,.m�ewN,r.em®.rw:.,agryar.w,:,e,.Y nu.,o,�srr.hrotm rwrmw,..u.nsrmsm..m.rmms eoPaoemme..eadi,mi. rgri,glia]OISLI rullnnm4wnl M.rmn,rt.4p,YXsd¢dman,iarb.,npJtiM.iR.mspew�wahu.}I Wtn,u,-Yv,lY.en,rl. fid¢¢E¢, FL 3IE31 Job Truss Truss Type Oty Fly Std. Pac./6811 El C 61711 PB1 Valley 12 1 AU530980 Job Reference (optionaQ Al ROOF I RU55E5, FORT RERDE, FL 34946, designQa1truss.com 5x6 = 6.00 12 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr30 2015 MTek Industries, Inc. Mon Jun 22 14:39:03 2015 Pagel ID:eS2yUAsdr V4VSVDIWJVPPzmH46-L96iodJOkpnekHgWS?NICZkOvgw_EN8VWjS?6Dz3j4s 5x6 = 7 5x6 = 3x4 = 17 15 18 14 19 13 20 12 11 21 10 22 9 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/de0 L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vad(LL) nla - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Ved(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES NB 0.20 Horz(TL) -0.00 16 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-5-7. (lb) - Max Horz 1= 80(LC 8) Max Uplift All uplift 100Ib or less at joint(s) 15, 9 except 1=170(LC 17). 2=185(LC 6). 11=274(LC 7), 13=253(LC 7). 14=220(LC 6), 10=147(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 15, 9 except 2=386(LC 17), 11=571(LC 13), 13=546(LC 1), 14=180(LC 19), 10=130(LC 21) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-11=450/522, 5-13=-423/492, 4-14=363/406, 7-10=-292/334 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water potting. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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) Beading at joint(s) 16, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 9 except Qt=lb)1=170. 2=185, 11=274, 13=253, 14=220, 10=147. 11) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult quailed building designer. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 86 lb FT = 0 e,nq.nn.m..�Mm:.mrummnamfvin)mnwmommrmnoncwanrfrmulwwnmu.urin. rehear+P,.nm,wimams,.an.uaa+m+a+r0®Imam,a�au,a.ortrnr,mu�neewmw mxnwmimueanmao. rr uam..n.rmnmu:.rash,immoia,r.rsa.a,.u.,,ony.orm.9.rsP,wwh�.w.=6a<,.anmrmo,rw,mmmn,.ram..onr,a,m.,andm.,=s,nrm,wryma.a,y,ao,,:rer�mo,r:nae,mmomry,o.ammr. n,a.aP.vor*n.:=m=nmsm,, MANNfL 047182 P.E. 1 ,.ndiiq..era.amid.nm,.nr.aa�.ri,m.mP,.,xunan.o.m,,m.nn„rman:.a.r.n.m.mia�onry..,,bra.m�na�.ncM1mi�:aaaaamrw.nani.bradh,,..mamn..e.mu.w.,.eiana,xmaa.rrnasy,mnP.mwo.e,.,,at„M.aAoe.m. #0471A1 nwmnarraimuampwrm,.aom m,. m.:,mrw:M1ran.rim.mmam,macaw.ndmwmrrmmmnm.rymm.fi..pcmlranm.abmrssom.m,me,.amam.mm ramie mnmr.arson&niwme.�aarm,nar,.r,r,,.o.�Prym.nm 10019 Chor8on Cir. 1mtY.Mn,..4n.dnh. Wallr.fm.mrywnTi. n'egnrdr.r�,bNm! M1Ln,GiPIY•nh WIAra169n.,gn.l,mflambrsnlmmrYbLm .ILptleLNlvevm.n46dY➢LI. rpr,ii¢v®mna�nrrnvmru..awia..,rf.r.pe,emaeMemrg:mrr••,bpdaad.as.mimr..u,re.amar.aw,mv�ewie,vn,rt Odmmdo, FL 32932 Job Tress Truss Type Dty Ply Std. Pac.16819 El C A0530981 61711 P132 Valley 1 1 Jab Reference o 'ono At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.620 s Apr302015 Print: 7.620 sAprW Z015 MTTek industries, ina Mon Jun 2214:39:n•12015 Fogel ID:cS2yUAsdrwV4V5ztDl VuWpPzmH46-pLg4?yKeV6vTMOFiejv6lmHB04F9zgNeINBYefz3j4r 516 = 5x6 = M, 17 15 18 14 19 13 20 1211 21 10 22 9 3.4 = 3x4 = LOADING(psQ SPACING- 2-0-0 CSI. DEFL, in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Ved(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES VJB 0.20 Horz(TL) 0.00 16 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 891b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or 6-0-0 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. All bearings 25-5-7. (lb) - Max Horz 1= 93(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) 1, 9 except 2=100(LC 8); 12=-276(LC 7), 13=256(LC 6), 10=142(LC 6), 14=133(LC 7). 15=-129(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1 except 2=307(LC 23), 12=576(LC 13), 13=539(LC 14), 10=426(LC 28), 14=392(LC 25), 15=277(LC 24). 9=251(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-12=453/522, 5-13=-422/490, 7-10=-297/330,4-14=-258/258 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opst h=25ft; CaL II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber, DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent 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 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 16, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 9 except at —lb) 2=100, 12=276, 13=256, 10=142, 14-133. 15=129. 11) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurent with any other live loads. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) See Standard Industry_ Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard e.wrrim.e..,dgn,:.m rrmanrmm(wnrlauwnmrmrmmncsvuurlronr)rmoeuwmrw.r„ryearp.mmmr«a.v,.m:n..e,y.m,.:rOmlrme®nr,na.rr.w,..,waero,x. mm,m..,v,e.ano.ra MANURMAYTINB,1`1 •u1,„»,mdv:,aa:,rlm e.IDo:u..0 6rn.,�o»n.[q:.W.iRudr[+T�^IM„d»•rmo„w»m».,v...dmwa,cam»rv�nw,»r.+:erde,e.'wae.mi,r^,r.pea.ro, ran N.w,mt m,+a+r�n�w:n:.er�'s.�. ,.msup.a,,,dm:r,o„i•car.rr�,r:a.»w.,,IDurn�o.M.m.m.�„mr»aa.or.,m.urrmo„�r,,.i,m.Wnean,nc:.ncabaraa,r»a..ani.i. n,.n»narc.rvor„rnda.,,ac.ra,era:unrrr„g,m,w.war.re,rcm.�r,ae,A„ #047IA7 Q,»r+u[unae,rote,rn,ar*»aoM',.».n».n.ms,vioowmra,u»ryua»+an,rnr,ru.o.»nw,n::.•+„papw[nmenrmrvu»,m.,,.,ax,r,,,mr�:,u irviudmm�.v„ma�rrm nimu.naan,xdmno»ry.o7».»a 10019(horltan(Ir. ,:, 0.61.0N.r..nen„rw»:•,rrg0,., mu»,u,s,r.re•:ema.rayo,y»,•u»,Ir.[ym»rtalq 11[,wdm.v,»W-16: 1. mmgv®mlai rrrm»,.u».awa:,�u. r.r.a.e.aa,�,t:.r�•.,:rases.a.,;mpam.n..au.n•,»,.u�drr�grt Odundo, f132A31 Job Truss Truss Type Oty Ply Std. Paa./6811 El C 61711 PB3 GABLE 1 1 A0530982 Job Reference (optional) Al KUUF IKU55t5, FOR PlhRUL, FL 34946, 0eslgnga1t uss.wm Run: 7.620 s 6.00 F12 5x8 3x4 = 6 7 MTek Industries, Inc. Mon Jun 22 14:3R05 2015 1.5x4 II 8 9 'WE �'lh! �'� • n IS I 18 16 19 15 14 20 13 3x4 = 31011 3x4 = 3x8 II 12 3x8 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Ved(LL) n/a - me 999 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) n/a - nla 999 BCLL 0.0 Rep Stress Ina YES WB 0.24 Horz(TL) -0.00 17 n/a n/a BCDL 10.0 Code FBC2014rTP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uitle. REACTIONS. All bearings 25-5-15. (lb) - Max Horz 1= 52(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1 except 17=505(LC 17), 2=171(LC 14), 13=253(LC 7), 15=245(LC 6), 12=-256(LC 6),11=a22(LC 6),16=107(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 17, 2 except 13=545(LC 1), 15=514(LC 1),12=547(LC 1),11=797(LC 17), 16=396(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 10-17=295/505, 9-10=355/299 WEBS 5-13=423/491, 4-15=-404/469, 7-12=425/494, 8-11=546/642, 3-16=207/255 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.0psf; h=25fq Cat 11; UP C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL--1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water pording. 3) Plates checked fora plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 chard and any other members. 7) Bearing at joint(s)17 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 100 Ito uplift at joint(s) 1 except at --lb) 17=505, 2=171, 13=253. 15=245, 12=256, 11=322, 16=107. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard 17 d 22 11 10 23 3x10 11 1.5x4 = PLATES GRIP MT20 244/190 Weight: 77 lb FT=O% ...y.Ixm.rue,pYnmw�Immnasrsl�ulmuwnlnlmlolrwirs®rnt+lrn71<oowwwrlw. r.areeyep,.nwene,.Aw,.wr,.wm,yo..oYllmlmmd®nmeee,,e>.raw,.eueenel...v.ewerma.,m,lwmlm.rr md,e,nay.�dermndse•nomm�.xm.n.wm,IRur.n¢e.s�rrdlrwR�Amwe.gmo,eor,w,®nre$bete lNXVVeel�ew4d8ndMa7meeeeNeaxe:el+.umeed:lednd.IwnM..dnlnr. m,s:Re,,,orp;n.l„r r,.e�ln,,. AIANOEl N471132 P.E. ,de46ryedundW,GenlwnpuYduni,M,eqn.4TirydReOen,,d•nneiuudw4,lPo.nndrleYq Orvrnn,InOennrvddPeIIGMOr.Ibludkut3mymdendml. ineeppowldro:110ee0erry6ebeudAeirvn,iN.fmrla.d6rry,Iwrye,Inwb4n Mlreirry,bnm Re #04]I82 nywf06x/AMlftl6gmtlrwrud[MaM.Yree,teleNYYfIW nIOe ReM,mlldamndllerdNl^ILngwnLleNlammofiepRR9ldnJ+d 4I1RM94ere,eh,mrelM1,pueWB'eve.IFIL,Ln6e,wpeeuttimloddM1e1r44n,pYp+rt,Irun O.tilenpleenW 100190nribn01. Im,Il.ae..,,m,eaw.xeea.dM.[,a..,ed.ple.,ryMdnln4+l,ea Isemweeyerel:nxeolar:Isyoear..uw,sla,.f.s.�nmePomuy mupd,edm.,..ndadie m.r. n uemrdd 1d7—.x®dm,PL 1.Ina, de:ma.:.rL.,I,Rdaud.Im.rm.r.d,w,k-X1 ra,.,.u�lum»,.rt Orlando, R 32832 Job Truss Truss Type OtY Ply Std. Pac.16811 El C AO530983 61711 PB4 GABLE 1 1 'lob Reference Loptionall At ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitwu .cam Run: 1.620 s Apr302O10 Prinp 7.02q s Apr 30 2Oi5 MITek industries, ...— Mon Jon 22 14:3a O6 2015 Paga 1 I D:cS2yUAsdmV4V5ztDl VuWpPMH46-mjnrOeMul k9BbkO5m8xagBMY6txbRkuChgryz3j4p 3x4 = 6 7 12 3x8 II 1.5x4 II 8 9 17 22 11 103 3x10 II 1.5x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Coe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vart(Lla L) n - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(fL) n/a - n/a 999 I BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(rL) -0.00 17 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight: 781b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purims, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation uide. REACTIONS. All bearings 25-9-15. (Ib) - Max Horz 1= 53(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) 1 except 17=-383(LC 17), 2=181(LC 14), 13=252(LC 7), 15=249(LC 6), 12=257(LC 6), 11=284(LC 6), 16=114(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 17, 2 except 13=543(LC 1), 15=522(LC 1). 12=548(LC 1), 11=682(LC 17). 16=411(LC 14) FORCES. (Ib) Max. Comp-lMax. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 10-17=219/383, 9-10=267/224 WEBS 5-13=421 /489, 4-15=-410/476, 7-12=-427/495, 8-11=482/566, 3-16=221 /272 NOTES- 1) Wnd: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf, h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water pending. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 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) Bearing at joint(s) 17 considers parallel to grain value using ANSIRPI 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 100 lb uplift at joint(s) 1 except jt=1b) 17=383, 2=181, 13=252, 15=249, 12=257, 11=294, 16=114. 9) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. 10) "Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASES) Standard Ywmrr�nm.a.ryxlrnir.n.nalomnmusrwnrD�wndamXmwnc vourtmnrpmoniowXurmr. rrrrylaleprw^rrrrerrtlrrelnn.eaimra61.& rVminlruarlamn,rr.demr..aradrsrrw. uXnrrl.M,.wa.erdw.rr yhNVEl8Al11NfI, P.E. einr.�nwynnuW Y rwd�"Ofthm... b.lrr"R.y.ymn6e.sxldryby".4X=rrannrloRrrprnrm,wnrelm..AmdAr+wr..lndnnwrrrom,allnmarl. yrdXe,:¢unrd:d:Ylr.lYmo.p..dnwi. nrkarre+mpnb6rvr.cmr, �rimYliryMen AltnrinnlnnrludPmlh XrrrMrn3ldrAXr O"M,X,OneirnXniMgeAnMlvYylnTn,4rmweM1AAXrI1GXrYCMbAh dladudrvJlll 1. @earyv—I ph Wlfihrn d....M&O 1 M iIf ,Xrvlr,IrmpvpeNYnlr6+dvRbM 1i 047182 nWwtildlryd@e1vYGvl RrvPere^I[wnMor. dlevYr,eleNbMN9eMYrprv2u,arlryitldenelXW'#nl[emM^vvrSMgl^ImMimh(Lpu1L6E1d Iflmd9nmrJermeJM1r4^rnlgtirho II4llermtAnerpwrEOAMlmllulia v10e1m,btigen,Inn4Ngn LgMrvvnl 10019 (hodton (ir. rm+YeAanr,ednvbnlylRwll/e(vnnmlm9vponimYglYeRpmnn MwlrM M1rmOryJyb"nXL1M W'&q GNndrmfrynsdrpmbrvghJAp eYfapldrtllnntmndrfinlFml, opri1Rr01ogX.u,alnrn+.uneAYMi.n.pt 1rp.arrc.dauam®e.i.®rYrw,Ypvlailyd.innm.pnMninleeduwnrmnr.w®dq.rrr,rt Orlando, FL 32832 Jab Truss Truss Type Oty, Ply Std. Pac./6811 El C 61711 PE15 Valley 3 1 A0530984 Job Reference (optional) Al XUUr IHUbhhb,FURI PILRUL, FL34a45,0eSIQTI Q3 Run: r.620 S Apr 30 2015 Print: 7.620 s Apr 30 2015 Mfrek Industries, Im Mon Jun 22 14:39:06 2015 Page 1 ID:rS2yUAsdmV4V5eDIWVVpP=H46-mjnrOeMulk9BbkO5m8xagBMO t2aRn=Chg(Yz3j4p 2x4 = LOADING(pso SPACING- 2-0-0 CSI. DEFL in (hoc) Udefi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(ILL) nla - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Ved(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) .0.00 2 n/a n/a SCOL 10.0 Code F13C2014rTP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-5-7 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation u,de. REACTIONS. (lb/size) 1 = 3/2-4-15 (min. 0-1-8)- 5 = 53/2-4-15 (min.0-1-8) 2 = 122/2-4-15 (min. 0zl-8) Max Hom 1 = 61(LC 8) Max Uplift 5 = -31(LC 8) 2 = -85(LC 8) Max Gmv 1 = 34(LC 8) 5 = 230(LC 15) 2 = 264(LC 14) FORCES.-(Ib) Max. Comp./Max. Ten-- All forces 260 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=S.OpsF h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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) 1, 5, 2 considers parallel to grain value using ANSIrTPI 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 100 Ito uplift at joint(s) 5, 2. 8) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panelpointsalong the Bottom Chord, nonconcurent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 7 lb FT = 0 ennp.m,.anmpryma.n. �Immnvsnf>ouR�iwmnrmrmwnwvwrrmmlvkaomw.armor organ¢uw=rxr<n.a,wem.m;nnvey.om.wlmg.prr.wrre,er,ei.lnere.ewnkm..m. mnnerc,meumaprmo,rr gAINELMAYLINE2,P.E. WIJ,nvamphrddk.W Iwh NO:lr,dd I,elm,0ey.rglav[,e,Spevdrylgo.e6rM+eJwgNpnpem0,vxm,beedrhpoFuimtlevrixr'ry,npw,iiryly On Mlp JAe,ijnnev,dephieerlW etll.mdntlll. MMpmmnp:n,rrmp.Ksn,, 1 nim4YnrydundltiJronbrmplWAnri�rnw 1,tir ArneO.w,,r0.urbArx'vdpemnmeWlnpvnip,n,mrmmnJbllLmellUMindleiipedendML peeppnJJwiJOndmrfielEmeolMirvn,imLdmplmESrry,p,pe,imNpeSaeMbninr,JeBbrEe �N42182 ,ewaHry Jr uiwgom, MWWcorm.nmamomarmoeNwirmrudwmaearoep.w,rumn�wuiroi.aenr'uePagpsswlb tei.42U,er4vdlwpm,dgiJm. Inidoknme,ewu;6tlmm� m O Or, um bvp,.J.. r.poseened 10019 (horNon (if. Ln, Yvharn,,d,„ .dersurek.e.rog.dgm:nlylydpmMd.J„A Ibnn,o.ug.kry'.nnMtrnipfy v.egm.nunlla,+kyb,r4,egkoLy el[ryNldlernr..madudUmh. 6"Mo MIS--1 imrv,.u.wuen:m,rt lep,rl d@nM ,:'im,: paaild.ne.rm.rmdninm. ki141. -. diW..,Jt Orlando, 1132832 l� .Job Truss Truss Type I Otv ply Std. Pac./6811 El C A0530985 61711 PB6 Valley 1 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altnlss.com Run:1.620 s Apr 302015 Print.7.b2. s Apr 301UID MueK Inausmes, mc.... dun«rv.sxvv<om Paget ID:rS2yUAsdmV4V5VDlWWpPzmH46-mjnrOeMu1k9BbkO5m8xagBMfkt2aRn ChgfjYz3j4p 5 1.5x4 = 20 = LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in eoc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 7 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-7 oc purins, except end ver8cals. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 3124-15 (min. 0-1-8) 5 = 53124-15 (min. 0-1-8) 2 = 122/24-15 (min.0-1-8) Max Horz 1 = 61(LC 8) Max Uplift 5 = -31(LC 8) 2 = -85(LC 8) Max Grav 1 = 34(LC 8) 5 = 230(LC 15) 2 = 264(LC 14) FORCES. (III) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS- (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 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) Bearing atjoint(s)1, 5, 2 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard K"„q.ru.,.eelupryn,:.ie.v.I roornmmtvnntoxwmar m.mnanmiaurrrutrrrNnmum'melr"arevo.p�®ua,.,ri.nw.�.n,rm,rice.m...rlimlwau.nmM..,rr.rn.,mwnem"w. m�..,ma.wawm co. rr MAINELMA111NEZ,P.E. ata,...n.rnia,tak„d�wm, Now o,oa r,.u.oNr•ue^..4..k.n.Mgr.."lrtnmw^gmo,e",.a,.,..H.,nm.r.n��:war•.�sa,nr.+aanws, wmde,�:rs r,,,, r,pat.rt,mo Y. w„mi. m,e�r•��w�.,.I.rw,.ra'.,. AA! ,a.KiA,.amm... F.,I'n.ram„w..a�rm.tn,o.,.,.m.o..l,or n,arona,mmNrmio,.unm,an.aanmcn.acararar nwmm+.m,.nwaan.rmMr,nS.u,�.am.u.�,.msr.dd;�y,n,m.nnmr.dvm.n,,wrn. #04i181 nWu .Idu 1w4031gu,..rwm41L n.w,mwr.n.mo.amw...,.Leo.era•aae.rWu-.or.an.munnianMn..nrsOWrw.ronn..evu.mm..aemr,m.io.duu mla.m.,m.,..wnana,maawnnn,mno.ap.,r,.no.ereuo�w,Me 100190odton Or. w„ Neldw.,,.run,.mane.n.arnr....r.v.em.�..,emrer.00.m.m.e. iau.,a.,sirs'.,"nnmb wrwon9u�.u.,srv."uw..,x,arnne.r wr°,maudw.,...,eanrr.ml. fornwM0441561 ralLmmrl®.elYenu.yl[. LpMvHwdlneme.4s..rVrynp.��A.ibNn.p,®NwFenA�IrW1mw�W®ANvA..,IL Orlondo, FL 31831 q A05309861 ' 5 I.5x4= 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Verl(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(TL)r n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix) Weight: 7 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-5-7 oc puffins, except end verticals. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 3/2-4-15 (min.0-1-8) 5 = 53/2A-15 (min.0-1-8) 2 = 122/2-4-15 (min. 0-1-8) Max Horz 1 = 61(LC 8) Max Uplift 5 = -31(LC 8) 2 = -85(LC 8) Max Grav 1 = 34(LC 8) 5 = 230(LC 15) 2 = 264(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.OpsY h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 chard and any other members. 6) Bearing at joint(s) 1, 5, 2 considers parallel to grain value using ANSlrrPI 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 100 lb uplift at joint(s) 5, 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard emeuY.munnmpryrm.¢r Ylromnmmrw�mlaelunnulmYonoamroKl�onr7lmonnumrrmn r.;aldrJpprnwneWmm.Irr.e;rlmru.Jpm..mlln%dauma+miur,rtmmw.wuun.n.. o-lrmwn.irrueel.11.lm,.lr MANUR MARTINEZ,a QNgdrvvwrwdnnrMekrw MlMmom Mrca.M.1,woni➢.q�.m6e,sp,iary4➢Rn/1MW.mrmormm�n.rn,.pn..dm,lmxni"wrymm'.yrMw,adlrMxrddpaar,:relrlw.drg:IrealMmowry.Wmmr. narJpm,.elr:n,l.nrgr.sn.r. rv'AaWiryvdond0inmdernpda'n➢hMre4 IdYrO.n.Ynr O.nn'u,drw4rdrpevlvr Tr Wlulfinl➢w,h@rmhadnrpLllelpUfelndkudkeneMmd MJ. nvvvPmeldtMIDOwdrnYfielduuAdrfrvn, ivYEnlMrd4rry Jrmp,inblbM WFnurl,4nb Tr #04NB1 nym,SdgvIIM4JdugWJ➢ouW4mrmr.YxrMmYrlr NOeNrlrWvn^.vo1pv141rrrdb4JYlnl Lnpun(vNrylnlnmXreplfl;lvlbMlprinWLUenre6ravrinrYrwNgiMu.�FlleMnAempmrhYWlWfeurvlrMlrn, pYpw,0uo0ri4rNrynW 10019(horllm(ir. Ira.YwANer,WmeM.rdukfiwllp[en[mlyr W epvinrbalYrnPY^hxlW. M1lnndtigrlrgimh110161aNig0eugnsLwlluen,Feghmr Lrg4JWY .n (ryYJrelrnntmudd"dh1R I. (enripM1l®Inf 411m11mwnYmdYvluq/t IaFli6wd0i.W�tl,hveri5hpi3ihl•irininap,urri®M1ro411edlmrmr.YOrlYnea;11 Orlando, FL 32332 r A-4-0 iaTKUSSEH A RDRIDA CORPORATION Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance with the following standards: ANSI/TIP 1-2007; WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses' published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www_Altruss.com ^usp Name: hin Address: STRUCTURAL CONNECTORS' Customer: K-MITelecompany Contact; Number. Hangers Vol Ago. tnc ir S P 5 MRS&I En �125561.1 ISO v6plift. 3.3.6m: Ti JUS24 188:4 655 750 B20 510 4- lod (Header) FL821.59, 2- lod (Joist) 11- 0510.01, RR 25779 LUS24 670 765 825 490 4-10d (Header) Z - lod (Joist) TZ JU526 1883, 650 975 1060 IIIS 4-10d(Header) FL82L4Z 4-10d (Joist) 11- 0510.aI, RR 25779 LUS26 865 990 1070 1165 4-10d(Header) 14. JOd (Joist) T3 MSH422 183L 22 - 10d (Face - Face Max Nailing) F1.822.36, 6 -10d (Face - Top Max Nailing) 08- 6 - 10d (Joist- Face Max Nailing) 0303.06, 6 - 10d (Joist -Top Max Nailing) RR 25836, 4- 10d (Top -Top Max Nailing) 13116-R THA422 2245 2245 2245 6 - 16d (Carried Member -Face Mount) 6-10d (Carried Member - Top Flange) 22 .16d (Face - Face Mount) 2 - 16d (Face - Top Flange) 4 - 16d (rap - rap Flange) 1835 1835 1835. 2 - I Od x 1-112 ar2 - I Od x 1-112 (Carried Member) • 20 - 10d or 2 - I Od (Face) 1 14 - 10d (Top) USP StrucWraf Connectors low T4 THD26 1781, M85 2855 3060 2170 - 18 -16d (Face) FL13285.35 12-10d x 1-1/2 (Joist) , 06- 092L0S, RR 25843 HFU26 2940 3340 36W 1555 11 - lad x 1-I12 (Carried Member) 20 - lad x 1-112 (Carried Member - Max Nailing) 20 -16d (Corry(ng Member) 20. I6d (Carry4ng Member-MoxNalling) TS THD26-2 1783. 2540 2920 3175 2285 - 18 - 16d (Face) F1.13285.35 12 -10d (Joist) , 06- 0921.05, RR 25843, 13116-R HHU526-2 2785 3135 3405 1550 - - 14 -16d (Face) 6-16d (Joist) fIrU26-2 2940 3340 3600 2175 - 20- lad (Canied Member -Max Nalling) ' 20 -16d (Carrying Member- Max Nailing) T6 THD28 1781, 3865 3965 3965 2330 28-16d(Face) FL13285.35 16 - 10d x 1-1/2 (Joist) , 06- 0921.05, RR 25843 HTU28 3020 4340 4560 2140 - 26-lad x1-112(CarriedMember- Max Nalling) 26 -16d (Conying Member- Max Nailing) T7 THD28-2 1781, 3950 4540 4935 2595 - 28 -16d (Face) FL13285.35 16 -10d (Joist) , 06- 092L05, RR 25843, .13116-R HHUS28-2 4210 4770 5140 2000 - 22 -16d (Face) a -I6d (Jo(s0 WU28.2 3820 440 4680 3485 - 26- 10d(CaatedMember-Max Nailing) 26 - I6d (Car)ing Member- Max Nailing) T8 THD46 178L 2540 2920 3175 2285 - 18-16d(Face) FL13285.35 12-10d (Joist) , 06- 0921.05, Rk 25843, 13116-R USP Structural Connectors IBM HHU546 2790 3160 3410 1550 - 14 -16d (Face) 6-16d (JOht) T9 THD48 1781. 3950 4540 4935 2595 26-16d(Face) FL19285.35 16 - 10d (Joist) , 06- 092L05, RR 25843, 13116-R HHUS40 4210 4770 6140 2000 - - - 22 -16d (Face) 8-16d (Jaht) T10 TH DH26-2 1861, 3915 4505 4795 2235 2b -16d (Face) FL82135, 8- 16d (Joist) 06- 0921.05, RR 257791 13116-R HGU526-2 4355 4875 5230 2135 - - 20.16d (Face) 8-16d (Joht) T11 THDH264 1881, 3915 4565 4795 2235 20-16d(Face) FL821.75, 8 -16d (Joist) 06- 0921.05, _ RR 25779 HGUS26-3 4355 4875 5230 2255 20 -16d (Face) 8.16d (Jah) T12 THDH28-2 1882, 6535 7515 8025 2665 - 36 -16d (Face) FL82L77, 10 -16d (Joist) RR 25779, 13116-R HGUS28-2 7460 7460 7490 3235 - 36-16d(Face) 12 -16d (Joist) T13 THDH28-3 1881, 6770 7785 8025 2665 - 36 -16d (Face) FL821.77, 12 -16d (Joist) 06- 092L05, RR 25779 HGUS28-3 7460 7460 7460 3235 36 - I6d (Face) 12 -16d (Joist) USP Structural Connectors low Name S P Address: STRUCTURAL ® CONNECTORS' Customer AMfTek-Coq ny Contact Number. Fastener Comparison Table h�Connecior=Sohedu[e�,�,��,m�_-�� - }^--s.. GTO1t sCabe ee Ft'JSPtStack= ReamredFaste rs Re e'ren �f R q mdhFa�'nersa'?' .o-cc S11 yc .N - TI JUS24 4-10d(Header) LUS2 4-10d(Header) 2-10d(Joist) 2-10d(Jo(st) - TIO THDt126-2 20-16d(Face) HGUS26-2 20-16d(race) 8 -16d (Joist) 8-16d (lost) - TU THDH26-3 20-16d(Face) HGUS26-3 20-16d(Face) 8 -16d (Joist) 8-16d (Jost) - T22 THDH28-2 36-16d(Face) HGUS28-2 36-16d(Face) 10 - 16d (Joist) 12-16d(Jost) - T13 THDH28-3 36-16d(Face) UGUS28-3 36-16d(Face) 12-16d(Joist) 12'- 16d (Joist) - T2 JUS26 4 - 10d (Header) LUS26 4-10d(Header) 4 -10d (Joist) 4- 10d (Joist) - T3 MSH422 22-SOd(Face - Face Max Nailing) THA422 6-16d(CarriedMember - Face Mounp 6 - SOd (Face -Top Max Nailing) 6-10d (Carried Member- Top Flange) 6-10d(JDist - Face Max Nailing) 22-16d(Face - Face Mount) . 6 -10d (Joist -Top Max Nailing) 2 -16d (Fare - Top Flange) 4-10d [Top -Top Max Nailing) 4- 16d (rop - Top Flange) - T4 THD26 18-16d(Face) HTU26 11 - 10dx 1-112 (Carried Member) - 12 -Sod x 1-112 (Joist) 20 -10d x 1-12 (Carried Member - Max Nailing) 20 -16d (Carrying Member) 20 -16d (Carrying Member - Max Nailing) - TS THD26-2 18-16d(Face)- HHUS26.2 14-16d(Face) 12 -10d (Joist) 6-16d (Jost) - T6 THD28 28-16d(Face) HTU28 26-10dx 1-12(Carried Member - 16 -10d x 1-1/2 (Joist) Max Nailing) 26-16d (Carrying Member- Max Nailing) T7 THD26-2 28 -16d (Face) HHUS28-2 22- 16d (Face) 16-lad (Joist) 8-16d(Jost) - T8 THD46 18-16d(Face) HHUS46 14-16d(Face) 12 - Sod (Joist) 6- 16d (Joist) - T9 THD48 28-16d(Face) HHUS48 22-16d(Face) I&- Sod (Joist) 8-16d (Jost) USP Structural Connectors 3(=_ ® Name: �` Address IqSTRUCTURAL Custome CONNECTORS' r. A Mliek'Company Contact: Number. JUS24 (Qty.1) THDH26-2- (Qty.• 1) THDH26-3 MY 1) "r- 4 THDH28-2 (Qty1) THDH28-3 (Qty.1) JUS26 (Qty.1) _ v t54: r + Left flange <' aF. ' 2l, I 3917 w flange MSH422 (Qty.•1) THD26 (Qty.- THD26-2 ((26--1) - e Cl' Left s.k: Left; I flange flange THD28 (Qty.1) THD28-2 (Qty--1) THD46 (Qty-1) USP Structural Connectors - Name: U p Address STRUCTURAL IMA CONNECTORS' Customer. A MTeiC Company Contact Number: Left, flange �� %i 'rF right flange THD48 Pty.• 1) JI �,gw -- �N36Er W]e 1.k10p.T,= 1 f Jdt Arhrmea orIDanall Al r'imF1�lSSF5,i.7nT PE!—� R3r9s6 Wae ]35aS luv)3mt2P1hC7�2s.Ln222a12Mack uiuw'rs, 4�e F»p1t913:15522012 Pale 1- ' 102YIp4 aO6XSEnpIhNkOYPs.4- I9-9-11 �TT3ROSUNp09s1(aw9.10-1 vDU17te]F 8A-15 5-1-9 _9+111 U.C.8 1 2-a15 r 5-1-9 I 4&1 2-1� 666 ' me nails 6ra1e=I= , TYPICAL HIPJACK CONNECTION TSTBK MAX 55 PSF MAX ROOF LOAD Hal® 170 MPH IX C H=25' MAX 4 24 6} 2, rz NallF9 a�l.5 rwLe2 N tI Witco T1 HAIM 11 all comerjada rt a dh 2-15d roe ends T GECt p. flIn 2 EHu t e 14 is 7 i6 e HA® NAMED NAIL2) 1 ISz: n 3sC— 3�y= tYULID NAa� NAIfID 2='stt3p fi-t OdzlS each end 5-1-9 49-tt &t0-7 PmleOasers x : LOADING (ps0 SPACING 2-" i CSI DEFL In (roc) Udell Ud PLATES GRIP ' TCLL 30.0 Plates Increase 125 i TC 0.71 Vad(LL) -D23 6-7 >999 350 MT20 244i19D TCOL 152 Lumber increase 125 BC 0.49 Ved(Ty -0A9 6-7 >999 P40 BCLL OD Rep Shea Inc NO WB 0.50 Hoa(TL) 0.01 6 rda pia BCDL 10.0 Ca&FRC2010,TP12007 (Matrix-M) Weght441b Fi-DY, LUMBER BRACING OP CHORD WSYPIA36 TOP CHORD Sfnmiurai modshea0dng diredlyapplied or&0-0oc pudlns. BarCHORD 2C4 SP Nat BOTCHORD Sumbnal good sheaWrg directly applied or B-9-4 oc bracing. VdEBS 2x4 SP No.3 05Tehteconrnendsthat Stablizers and¢npffied cross bracing be installed during fuss section, in accordance vdth Stabilizer Installation auide- REACTIONS ph'size) 4-1BWMI cha*a1,2-6f8R)-10-i5 (min.0.1-e),6-352Medlan1cal Ma<Ho¢2-23It(LC A) Mai Upcn4--156(LC 4), 2--382(LC y, 6-159(LC H) Max Gr 4-21 %LC 2). 2-73=.(LC 2). B-t12(LC 2) FORCES (Ib)- Max. Compihb:c Ten. -All fames 250(lb) orless except when shave. TOP CHORD 2-11.-93316i5, 11-12—H5630T, 3-12--H4&'303 SOTCHORD 214--6H1/&1H, 1415--439ie48,7.15--.33�B;H. 7-16=-4398{&o-l6-i391B4B WEBS 3.6--916i4TS NOTES 1)Wind: ASCE 7--10; 170mph(3-second gos0 vasd-t 32nph; TCOL-S.B2s1; BCOL- Opsl; h.Th; Cal-11; Exp C; Encl., GCpi-0.10; MWFPS (envelope); c2milevslefl and right exposed; Lumber DOL-133 pate grip DOL-1-33 2)Th1s buss Is not designed to support a celHng and Is not Intended foruse vdtere aesthetics area consideration- 3) Plates checlwd for a plus ar trims 0 degreemladon abwl Hs center 4)TNs truss has br_n designed for it 10.01si bottom nhwd liveload nonconcunnnt With any other live loads 5)- This truss has been designed fora Eve load of 20.0psf on the bad= chard In all aneaswherea rectangle 3-6-0 fall by 2-0-0wdev ll fit beh-reen the baaom chord and arty other members. ' _ ,t1111111111, �S-s.k ' 1A.ti11�Li�9Y�* y ❑! STATEOF iON1A�1�````� 1109 COASTAL BAY BOYNTON BC,FL 3343S 10/20/12 TYPICAL ALTERNATE BRACING DETAIL .FOR EXTERIOR FLAT GIRDER TRUSS 12 4 12dPITCH,, TRUSS 24' o.c, 4 12d MAX 30°' (2'-5") UPLIFT CONNECTION SEE ROOF TRUSS 2x6 #2 SP BOTH FACES N*.J �c6NSF ,6`� 2.4 �}� U'. �c : N 34869D EXTERIOR FLAT iYu= GIRDER SIMPSON H5 iO ',. 6TATEOF � '��ui i iii i�+"• 1109 COASTAL BAY BOYNTON BC,FL 33435 20/19/12 STANDARD PIGGYBACK TRUSS IFEBRUARY 14, 2D12I CONNECTION DETAIL (PERPENDICULAR) I ST-PIGGY-PERP.I F\/—Im Q o® o� E=a MiTek Industries, Inc. DETAIL LS NOT APFLICA13LE FOR TRUSSES TRANSFERING,DRAG LOADS (SHEAR TRUSSES} ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEERIDESIGNER ARE REQUIRED. PIGGY-BACKTRUSS (CROSS-SECTION VIEW) Referto actual truss design drawing for additional piggyback truss Information. NEARSIDE MTek Industrla-. Chester6r7d, Itiw Page 1 of 1 MAX MEAN ROOF HEIGHT=30 FEET BUILDING CATEGORY 31 WIND EXPOSURE B or C WIND DESIGN PERASCE 7-98, ASCE 7.02, ASCE 7-05100 MPH (MWFRS) WIND DESIGN PER ASCE 7-10125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS: 1.60 THIS DETAIL SHALL BE ONLY USED FOR RESISDNG A VERTICAL WIND UPLIFT UPT0140LBSMAXIMLJMATEACHCONNECTIONpOINT. BUILDINGDESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER OIRECDONS. ATTACH PIGGYBACKTRUSS TO BASE TRUSS WITH (2) -1£d (0-131- X3.5') NAILS TOENAILED. FAR SIDE 1 FLATTOP CHORD OFBASETRUSS BASE TRUSS (SIDE VIEW) Refer To actual truss design drawing for additional base truss infcrnalion. NOTES FORTOE44AIL: 1. TOE -NAILS SHALLBE DRIVEN AT AN ANGLE OF 30 DEGREES WTTHTHE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE. EDGE DISTANCE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLTTTING OFTHE WOOD. NOTES FOR TRUSS: 1. THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY: 2. THE CHORD MEMBER OF PIGGYRACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER: 3_ THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 FT OR LESS; 4. THE PIGGYRACKTRUSSES SHOULD BE PERPENDICULARTO BASETRUSSES. 5. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPUFT AT CONNECTING POINT. `AA11111111 r(//// �.� US S.i If �ACENSF-- N 34869 * = --U _ U= STATEOF i •'•.�OR1DP':'• C-) '�IzzL9 0NIA ; �r , ll` 1109 COASTAL BAY BOYNTON BC,FL 33435 '10/19/12 I FEBRUARY 14, 2012 I Standard Gable End Detail SHEET 2 '�OIOuOr Mffek Industries, Inc. Roof METHOD 2 MTek 10dmtffaS, CneSWfT k, MO Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses r7a 24" D.C. HOP.IZONTALRRACE 2k, DIAGONAL BRACE SPACED =B.O.C. {SEE SECTION A Al ATTACHED TO VERTICAL W[M (') -16d 3tIUn� S ` COMMON WIRE NAIAND ATTACHED TO BLOCKING WITH (5) -10d COMMONS. t,-3. ILL OUT OF PLANE LDADS THAT IE BRACI NG OFTHE GABLE E NDS 2X 4 PURL4N FASTENED TO FOUR TRUSSES WITH TWO 161 NAILS EACH. FASTEN PURLIN \ TO BUOOI.1NC-W/1WO 16d NAILS (MIN) D1219. Bra Ce at113poinis \ \ \I PflOVIDE2R4BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THETWO TRUSSES it needed ON EITHER SIDE AS NOTED. TOENAIL BLOCKDNG TO TRUSSS Wr, H (2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BL.00HNN WITH (5) - I Dd COMMON WIRE NAILS. End Wall ..�_.l, r.: - �'� _.. - CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES DS 120 MPH (ASCE7.98, 02. 05). 150 MPH (ASC ONE ROW OF10d (.131• X 3-) NAILS SPACED E DS GREATER 120 MPH (ASCE 7-90, 07, 05115C TWO ROWS OF 10i1(_131• X31 NAILS SPACEC AN ADEQUATE UST BE PRESENTTO PROVIDE MFULLLRTERAOR OTHER L �RADb0k.valgCING NOT7pp CHORD TO RESISTALLOUTCFPIANEyy,OA E ING ` OW INTHISDErAILISFORTHEVERTCAN'S k Y: / - /i NOTE:THIS DETAIL ISM BEUSED ONLYFOR I STRUCTURAL GA6LES W ITH INLAYED STUDS. TRUSSES WITHOUT WLAYED STUDS ARENCri'AMRESSED HEM STAND" I GASLETRUSS ar- *� �Nj'¢J�34669 n -3 STATEOF W� ;�NALIE� 1109 COASTAL BAY BOON BC,FL 33435 TDARD PIGGYBACK i FEBRUARY 14, 2012 I TRUSS CONNECTION DETAIL I ST.PIGGY--PLATE OO 0 �aa OOt� �aa fish Industries, Inc. This detail is applicable for the -following wind conditions: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10-Wind Standards under a8 enclosure and exposure Conditions as long as no up@h exceeds 3777lbs. Refer to actual piggyback truss design drawing for upfdls. NOTE: This Detail is valid far one ply trusses spaced 24" D.C. or less. PIGGIBACKTRUSS defer to actual truss design drawing for additional piggyback tnzs Wormation- I SPACE PURUNS ACCOAgINGTO THEt fAX1MUM SPACING ONTHE TOP CHORD OFTHE BASE TRUSS (SPACING NOT TO EXCEED W O.C.), A PURUMTO BE LOCATED AT EACH BASE TRUSS JOIN. MTek IMusuL., CheA..-u.rd. MO Page 1 of 1 Attach piggyback truss to' the base thus with 3"x8" TEE -LACK Mutd-Use connection plates spaced 48" o.c. Plates shall be pressedintothe piggyback truss at48" a.c. staggered from each fare and nailed to the base truss with four (4)- 6d (1.5"x0-099') nails in each plate to achieve a maximum upfrf, capacity of 3 r Ibs. at each 3'xB" TEE -LOCK Mut6-Use connection plate - (Minimum of 2 plates) Attach each pudin to the top chord of the base truss. (Puriins and connection by others) BASE TRUSS Refer to actual truss design drawing for addNonal base tnuss inrormation. `x�it111 I11!!Ir// os ENSF N 34869 —� U — % Lil Q STATE OF ••• :FLORID•.•' Cq 1109 COASTAL BAY BOYNTON BC,FL 33435 19/19/1-2 FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL I ST-VALLEY SYP 00 El=0�o�r^mil MTek IndtlsUim. Inc. SECURE VALLEY TRUSS W/ONE ROW OF16d NABS 6' O.C. . MTek Industries. ChesterSeld. MO Page 1 of 1 GENERAL SPECIFICATIONS 1. NAIL SIZE=SS' X 0.131' =16d 2 INSTALLVAU.EYTRUSSES (24.O.C. MAXIMUM AND SECURE PER DETAILA 3. BRACE VALLEY WEBS IN ACCORDANCE W ITH THE INDIVIDUAL DESIGN DRAWINGS 4. BASE TRUSS SHALL BE DESIGNED WITH A PURLN SPACING EOUIL WANTTO THE HAKE DIMENSION OF THE VALLEY TRUSS SPACING. S. NAILING DONE PER NDS - Of S. VALLEY STUD SPACING NOT TO EXCEED 43' O.C. 7. ALL LIMBER SPECIES TO BE SYP. EASETRUSSES VALLEY TRUSSTYPICAL ATTACH 2A CONTINUOUS NO.2 SYP TO THE ROOF W/TWO 16d (0.131- X 3S-) NAILS INTO EACH BASETRUSS. DETAIL A (MAXIMUM 1" SHEATHING) N.T.S. WIND DESIGN PER ASCE 7-30. ASCE 7-02. ASCE 7-D5 12O MPH WIND DESIGN PER ASCE7-16 1SD MPH MAX MEAN ROOFHEIGHT-3D FEET ROOF PITCH - MINIMUM 3i12 MAXIMUM 1D/12 DURATION OFLOAD INCREASE :114DI I I I / / 'OP CHORD TOTAL LOAD.-69,R 'PACING -2# O.C.(OASCt)�JQ�VEb' UM REDUCED DEAD `G,YD,sFLs'tT9F ITHETRUSSES . `LICENSE';` N 34869 n �p' .10 19/12 41J_ STATE OF S_FCOR@P.r``�+�`� ;aNAX-� 1109 COASTAL BAY BOYNTON BC,FL 3343S OCTOBER 1. 2006 I LATERAL TOE -NAIL DETAIL I ST TOENAIL SP aaQ � o0 00 a�a MITek Industrias. Inc. MITeklndostries• ChestaifieW.M0 Page10T1 NOTES: 1. TOE 14AILS SHALL BEDP.IVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRI VEN THROUGH AND EMT ATTHE BACK CORNER OFTHE MEMBER END AS SHOWN. Z THE END DISTANCE EDGE DISTANCE ANDSPACING OF NAILS SHALLBESUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THETWO SPECIES FOR MEMBERS OFDIFFERENT SPECIES, TOENAIL SINGLESHOVALU*INDS(IWnal) DIAM, SYP SPFSZ .131 6B.0 59.7 o .135 05 634 Z' .162 MOBS 733 Z ,128 742 67.9 58.9 573 503 _1 .137 753 69,5 603 1 59.0 51,1 .148I 1114 745 64.6 1 632 6'25 ni VALUES SHOWN ARE CAPACITY PE9TOSNAIL APPLICALLE CURATION OF LOAD INCREASES MAY BE APPLIE]. EXAMPLE (3)-16d NAILS (.162' diam.z 3JT1 WITH SPF SPECIES BOTTOM CHORD Forload duration increase of 1.15: 3 (nails) X 84.5 (Ibinail) X 1.15 (DOL) = 291.51b MwftUm Capacity ANGLE MAY VARYFROM 30' TO 60' 45.00, ANGLE MAY VARY FROM 30' TO 60' THIS pETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEW SHOVOIARE FOR ILLUSMAT10N PURPOSES ONLY SIDE VIEW Tb3,Zc4) 2 NAILS NEAP. SIDE NFARSIDE 45.00' SICEVIEW (251 3 NAILS NEAR SIDE I-VENEAR SIDE If UVF- NEAR SIDE ANGLE MAY VARYFROM 30' TO 60' 45.00' �A11Ci 11 101 N1(1�1/r �J : • `1cENSF'• :FF p•• 10/19/12 (V� STATE OF �. 1109 COASTAL BAY BOYNTON BC,FL 3343° OCTOBER 1.2006 V �1 � ED 1 huuo'Iuu( Poo MlTek Industries, Inc. SIDE VIEW NEAR FAR. SIDE UPLIFT TOE -NAIL DETAIL NOTES 1. TOE (JAILS SHALL BE DRIVEN AT AN ANGLE OF 30 2. THE END DISTANCE. EWE DI AS TO AVOID UNUSUAL SPLrI 3. ALLOWABLE VALUE SHALL OR TOP PLATE SPECIES FOR TOT OF VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSF3 ONLY TOE -NAIL WITHDRAWAL VALUES PER NOS 2001 (lb/nail) DIAM. SYP DF HF SPF SPF-S O .137 5_85 46.1 315 29.9 20.3 p.135 I 603 47S I 32.6 30.7 209 fn .162 I 723 575 39.1 35.9 25.1 ni Z .1 . 27.0 1BA f.13 .131 5 28o293 27.7 18.8 r .148 1 6fA 402 332 31.3 273 m 01 .120 45.9 '14 23.4 159 O .128 49A 39.5 265 25A 17A b .131 50.1 39.5 27.1 25.5 17.4 a9 .148 1 55.6 44.6 30.5 283 19.6 VALUES SHOW4 ARF CAPAOTY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. ST-TOENAIL UPLIF M Tat:lndusmes, Chasrrfiatd, MO ' Pagel Of 1 WITHTHE MEMBER 9ER ENDAS SHOWN S SHALL BE SUCH IOTTOM CHORD SPECIES DES. EXAMPLE: (3)-16d NAILS (.162" diem. x 3.5'7 WITH SPF SPECIES TOP PLATE For Wind DOL of 133: 3 (nails)X36.8 (lbrna0)X 1.33 (DOL forwind) = 146.81b Maximum Allowable Upfift Reedion Due To Wmd FoONInd DOL of 130: 3 (nails) X 36.8 (Ibfnad)X 1.60 (DOL forwind)=176BIb Maximum Allmrable Uplift.Reamcn Due To Wind If the uplift reaction specified on the Truss Design Drawing is more than 146.8lbs (175.6 lbs) another mechanical uplift connection must be used. - USE (3) TOENAILS ON N4 BEARING WALL '^ USE (4) TOENAILS ON 2.6 BEARING WALL 10/19/12 g� .sY - -U 'fY�pJl_InGIrJ � _ Luz �0 trj STATE OF ',,.,'OtNA111`\`` 1109 COASTAL BAY BOYNTON BC,FL 33435 \M 5G3 S_F.____________ UNOBSTRUCTED AREA ---------------------------------- 575 S.F. DRAINPIELD (TRENCH) QUICK 4 EQ 3G INFILTRATORS 3 ROWS OF I G CHAMBERS EACH z 6 VACANT 0 20 40 FEET 1) ALL ELEVATIONS AND BENCHMARKS SHOWN HEREON ARE RELATIVE TO THE NORTH AMERICAN VERTICAL DATUM (N.A.VA.) OF 1988. 2) AN APPROMMATE CONVERSION BETWEEN THE NATIONAL GEODETIC VERTICAL DATUM (N.G.V.D.) OF 1929 AND N.A.VD. CAN BE MADE BY ADDING 1.475 TO THE N.A.V.D. ELEVATION TO OBTAIN THE N.G.V.D. ELEVATION. CAFARWI&MARMLIM 5 VACANT 1 905.35, ---------------------------- - BORING NO. 2 .7 BORING NO. I ° 1200 GAL SEPTIC TANK \\ 4 \ VACANT w \ BENCHMARK \ TOP OF DRAINAGE CATCH BASIN (SO G) ELEV. G.29 MD3 ` pD3 / M03 - / / I 1 1 I 1 1 1 1 PROPOSED 1 STORY HOUSE MIN. FFE = 9.75 6' s CJ w Oo V_t SCALE: I DRAWN BY CULPEPPER &TERPENING, INC i"= 40' OF 6-17-15CONSULTING ENUINEENS I _4ND SURVEYORS cNPU SO[�l}22HL SSP861 . POR'PffiRCQ"Pm SSGR enoNam.saun nx>ruuami ..o.� y/py{yp)pr p[app MIMNS P. NffRNAH E0SXSOFvaorsaw+u. �AEUGQ+Eo�PRAIRI[ORIEAi1DN1J 101" O O N 15' ------------7 ---------- EXISTING GROUN_D------------- - �ELEV (TYP.) --- O'DPAINAGE EASEMENT 1 5' LANDSCAPE BUFFER VACANT 1 O' UTILITY EASEMENT WATER SERVICE VACANT St Lucie County Health [ Environmental Health Site Plan Approved for C Supersedes All Previous OSTDS #SF-/(v/ 32. R) & W -Date: (0�19�2015 / / , / i / 5022 NW RADCLI67+L• WAY THOMAS P. KIERNAN / LOT IS ON CITY WATER Professional Surveyor & Mapper Florida Certificate NO. 6199 SAINT LUCIE COUNTY, FLOREVA Ar]LO,cT 7SHEET PROJECT NAME R1VERB END SUBDIVISION No. 1I LOT 7 R/VERBEND S EIPTYC SYSTEM PLOT PLANS 1 OF 1 i Plans for . St Lucie County Health Department Environmental Health Division Site Plan Approved for Construction Supersedes All Previous Site Plans for OSTDS #& Well # Date: Reviewer: QA KITCHEN ISLAND FLOW-THRU COUNTER TOP rzaszzaza: Q TYP. FIRST FLOOR ARCH DETAILS WEII All D' CR Q' RADND W.AQER E1lW5E MO i1G DY@ CgIfN LR A!� WINN 405E AiXl9iY (WiNN l'-0'A Tf¢Y �® ♦o au uAVE ne tnw-4:rs vAnND i hAFNAIrE IFFUR--�11ir—m_m�nu:. AT COrE120 LANAI tt . K ALL E1.EVATIC ) 2QCLERESTORY PLAN 00AI.� V4••P-V w iLa a� a>° 0 07 170 MPH EXP C PROJECT/{ 03303.007 L60DEfs THE YORKSHff2E 6811-"PLAN 2" ELEVATION "C" GARAGE 9MDSG: RIGHT PAGE: FLOOR FL�AN HTAIE OF'ROPDA iiw os SCALE: AS NOTID SREE1' NO: Al UNPLATTED PARCEL .4 4495-31.3—nnn9—nnn-9 M1I / 1612d) Y SET 5/8-IR&C LB 4286 ADDRESS 3022 NW RADCLIFFE WAY DESCRIPTION Being all of Lot 7, according to the plat of RIVERBEND, as recorded in Plat Book 67, Page 36 of the Public Records of St. Lucie County, Florida. Contains 0.553 acres more or less. LEGEND & ABBREVIATIONS CONC. DENOTES CONCRETE C.M. P.C.P. DENOTES PERMENANT CONTROL POINT O.R.B. UE) DENOTES PLAT DENOTES UTILITYATA EASEMENT IR&C DE DENOTES DRAINAGE EASEMENT WMT ID DENOTES IDENTIFICATION NUMBER F.F.E. DENOTES FLOW LINE P.I.S. TC) DENOTES TOP OF BANK _11;Ia. FND. DENOTES FOUND UE L.B. DENOTES LICENSED BUSINESS TYP DENOTES TYPICAL N.A.V.D. DENOTES NORTH AMERICAN VERTICAL DATUM (NR) DENOTES NON —RADIAL R/W DENOTES RIGHT WAY LME DENOTES LAKE MAINTENANCE EASEMENT D GRAPHIC SCALE 30 0 15 30 (IN 1781' ) I Inch - 50 R DENOTES CONCRETE MONUMENT DENOTES OFFICIAL RECORDS BOOK DENOTES IRON ROD & CAP DENOTES WATER MANAGEMENT TRACT DENOTES FINISHED FLOOR ELEVATION DENOTES PROFESSIONAL LAND SURVEYOR DENOTES ELEVATION (TYPICAL) DENOTES UTILITY EASEMENT DENOTES STREET LIGHT DENOTES WATER VALVE DENOTES WATER METER DENOTES DRAINAGE DRAIN GENERAL NOTES 1'' 1. The bearings shown hereon are referenced to the centerline of Radcliffe Way having a bearing of S51'19'44"E, according to the Plat of RIVERBEND, Plat Book 67, Page 36, City of Port St. Lucie, St Lucie County, Florida. 2. All above ground fixed improvements, if any, have been located and shown hereon. 3. Underground utilities and utility services have not been located on this survey. 4. Flood Note: By graphic plotting only, this property is in Zone "X", according to the Flood Insurance Rate Map, Community Panel No. 12111CO406 J, effective date February 16, 2012. The exact designation can' only be determined by an elevation certificate. 5. Reproductions of this map are not valid without the signature and original raised seal of a Florida Licensed Surveyor & Mapper. 6. Lands shown hereon were not abstracted by this office for rights —of —way, easements of record, ownership, abandonment's deed restrictions, or Murphy Act Deeds. The last date of field work was February 05, 2014. 8. Additions or deletions to survey maps or reports by other than the signing party or parties is prohibited without written consent of the signing party or parties. 9. Elevations shown hereon are referenced to the North American Vertical Datum (N.A.V.D.) of 1988. THOMAS P. KIERNAN DATE Professional Surveyor & Mapper Florida Certificate No. 6199 File: LOT 7.dwg bate: 6-23-15 13-084ffl CULPEPPER & TERPENING, INC CONSULTING ENGINEERS I LAND SURVEYORS SCALE 1"=30' 2980SOUM25th Nn'MET FORT PIERCE, FLORIDA 34981 DRAWN BY: GLM PHONE 772W w3Ct37�Fc FAX LOT 6 LOT 7 I. FND 0.11 LOT 10 �eG+�oCLus�',u„M 3 C � `K`a�Ce.. acw, V h;F 4 c�eoC S FND IRC "LB 4632" & FND IRC "PSM 5543" 0.10'S, 0.13'W ;eo GAIIDr, o 0 \R AOA9 ne 45.54' SPA y n SCREENED POOL B' 1 159 DECK 34.53'1-7. OP ...~ - P SCR&m !� ( wa C 112 `r PORCH m 2 6. tB.88' act t\ 4 LOT 9 1 STORY CBS —�� I RESIDENCE rnvct FIRE ' HYDRANT d: CABOX © T� T L PHONE B pN�T DATE I REVISIONS: 2.75' 02 �U LOT 8 CONC DRIVE '8. D IRC �n Q„ "ILLEGIBEr— A-044'02'16" i T1P1 L=230.58' 04" 2-55.33 055'04 R=300.00' s= LANDS END CHASE 11124 LANDS END CHASE 50' R/W — 20' ASPHALT ROAD ALEXANDER J. PIAZZA PSM, INC. Surveying • Mapping • Consulting 619 SW BlItmore Street ® Port St. Lucie, Florida 34983 Phone; (772) 340-7770 BY: LBFM Foe (772) 340-2250 SI 4, LOCATION MAP NOT TO SCALE LEGAL DESCRIPTION: LOT 9, RESERVE PLANTATION PHASE IIA, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 26, PAGE 13, MEN PAGES 13A THROUGH 13B THE PUBLIC RECORDS OF ST. LUCIE FILL OPY COUNTY, FLORIDA. LEGEND: CONIC - CONCRETE FND = FOUND 5/8" IRON REBAR IRC - 5/8" IRON REBAR WITH PLASTIC CAP UE. - UTILITY EASEMENT R/W - RIGHT-OF-WAY R = RADIUS OF CURVE L = LENGTH OF CURVE A = DELTA OF CURVE 0 = SET 5/8" IRON REBAR WITH PLASTIC CAP "AJP PSM 6330" "Au K-.\BUILDER: REF K:\ FLD CJM / AJP Urr CJM CKD AJP LAST FIELD DATE: 12-23-14 ;2014\DWG\14-1916.DWG FB. 44 PG. 36 JOB 14-1916 DATE 12 23-14 SHEET 1 OF 1 DWG C-,371 SURVEYORS NOTES 1. UNLESS OTHERWISE NOTED ONLY PLATTED EASEMENTS ARE SHOWN HEREON. 2. NO UNDERGROUND UTILITIES OR IMPROVEMENTS WERE LOCATED UNLESS OTHERWISE SHOWN. 3. THIS SITE LIES WITHIN FLOOD ZONE "X", ACCORDING TO THE FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NO. 12111CO254 J, EFFECTIVE DATE FEBRUARY 16, 2012. 4. FLOOD ZONE SHOWN HEREON IS AN INTERPRETATION BY THE SURVEYOR AND IS PROVIDED AS A COURTESY. THE FLOOD ZONE SHOULD BE VERIFIED BY A DETERMINATION AGENCY. 5. BEARINGS SHOWN HEREON ARE BASED ON THE EAST LINE OF LOT 9 AS BEING N17'50'51"E ACCORDING TO THE PLAT DESCRIBED HEREON. 6. ALL LOT DIMENSIONS SHOWN ARE PER PLAT UNLESS OTHERWISE NOTED. 7. SURVEY MAP AND REPORT OR THE COPIES THEREOF ARE NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LISCENSED SURVEYOR AND MAPPER. B. ADDITIONS OR DELETIONS TO THE SURVEY MAP OR REPORT BY OTHER THAN THE SIGNING PARTY OR PARTIES IS PROHIBITED WITHOUT CONSENT OF THE SIGNING PARTY OR PARTIES. CERTIFIED TO: WILLIAM M. AMARO & PATRICIA A. AMARO, HUSBAND & WIFE BANK OF AMERICA, NA. SSTEEWART ITIITLEAGUANANTY COMPANY &e3a- t�"/64� . ALEXA R J. PIA Professional Surveyor & Mapper Florida Certificate No.: 6330