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HomeMy WebLinkAbout2901 Marguette Ave 04-1420 additionPERMIT ADDRESSacia- . W%ftri4� .6 CONTRACTOR _ t — ADDRESS PHONE NUMBER PROPERTY OWNER �U&M �'`.^ L&,� ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE FEE SUBDIVISION PERMIT � • 00 DATE *Gq PERMIT DESCRIPTION _ !)%4t%r PERMIT VALUATION % a ag%�% SQUARE FOOTAGE 3 a N I., d H l �j CITY OF SANFORD PERMIT APPLICATION Permit # : ` \ \ ,� Date: Job Address: ` 4' kc_: �-� - ,r•� Y^.�fs4 Z Description of Work: /S %� r fti/ "- % (pSC` c �x� Historic District: Zoning: Value of Work: $ Permit Type: Building 'L ''� ElectricalC%"� Mechanical4-, Plumbing( Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration _�<_ Change of Service �k__ Temporary Pole Mechanical: Residential _Y Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2— Plumbing Repair — Residential or Commercial Occupancy Type: Residential _04- Commercial Industrial Total Square Footage: L-� Construction Type: Tiak # of Stories: 2. # of Dwelling Units: Flood Zone: (FEMA form required for other than X) r-. Parcel #: C_ -Z-G� I'- C.2r �C -� -fib (Attach Proof of Ownership & Legal Description) Owners Name & Address: t!� �� _ — = LINd Contractor Name &Address: GcJ. / G'� :sU License Phone & Fax: Bonding Company: Address: Mortgage Lender: Address: /f/LAC - / " / , -.. t M A K I I LUUrt Architect/Engineer: G�dCC !> /tJ t •'7 rf/ - Rhone: Address: r Application is hereby made to obtain a permit to do the work and' instas as i a e . rti t o 0 or installattiSn has commenced prior to the issuance of a permit and that all work will be performed to meet standatdsofall st c his jurisdic€fin. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, �)G�P,;ULLS, POOLS, FURNACES, BOILERS;'HVEAKERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all ofthe foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. gcceptanc< D Mt7 x o ? v _ t: � oC7 that -10 Print OwX notify the owner of the property of the requirements of Florida Lien Law, FS 713. Date Signature of Contractor/Agent �1 M, Owner/Agent is _ Personally Kn wn to a or. M�./� Produced ID Y_(�jG]Z -'�J V L1 APPLICATION APPROVED BY: BidQi�1F J j 7 -0 ! Zoning: (Initial & Date) Special Conditions: Date Print Contractor/Agent's Name Signature of Notary -State of Florida Date Contractor/Agent is _ Personally Known to Me or _ Produced ID Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) CITY OF SANFORD BUILDING DIVISION OWNER/BUILDER AFFIDAVIT CONSTRUCTION CONTRACTING Owners of property when acting as their own contractor and providing direct, onsite supervision themselves of all work not performed by licensed contractors, when building or improving farm outbuildings or one -family or two-family residences on such property for the occupancy or use of such owners and not offered for sale or lease, or building or improving commercial buildings, at a cost not to exceed $25,000, on such property for the occupancy or use of such owners and not offered for sale or lease. In an action brought under this part, proof of sale or lease, or offering for sale or lease, of any such structure by the owner -builder within I year after completion of same creates a presumption that the construction was undertaken for purposes of sale or lease. This subsection does not exempt any person who is employed by or has a contract with such owner and who acts in the capacity of a contractor. The owner may not delegate the owner's responsibility to directly supervise all work to any other person unless that person is registered or certified under this part and the work being performed is within the scope of that person's license. For the purposes of this subsection, the term "owners of property" includes the owner of a mobile home situated on a leased lot. To qualify for exemption under this subsection, an owner must personally appear and sign the building permit application. State law requires construction to be done by licensed contractors. You have applied for a permit under an exemption to that law. The exemption allows you, as the owner of your property, to act as your own contractor with certain restrictions even though you do not have a license. You must provide direct, onsite supervision of the construction yourself. You may build or improve a one -family or two-family residence or a farm outbuilding. You may also build or improve a commercial building, provided your costs do not exceed $25,000. The building or residence must be for your own use or occupancy. It may not be built or substantially improved for sale or lease. If you sell or lease a building you have built or substantially improved yourself within 1 year after the construction is complete, the law will presume that you built or substantially improved it for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person to act as your contractor or to supervise people working on your building. It is your responsibility to make sure that people employed by you have licenses required by state law and by county or municipal licensing ordinances. You may not delegate the responsibility for supervising work to a licensed contractor who is not licensed to perform the work being done. Any person working on your building who is not licensed must work under your direct supervision and must be employed by you, which means that you must deduct F.I.C.A. and withholding tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, building codes, and zoning regulations. do hereby state that I am qualified and capable of performing the requeste construction involved with the permit application filed. I will assume full responsibility as an Owner/Builder Contractor, and will personally supervise all work allowed b law on the p itted structure. Ow u' der ature Date Print Owe er/Builder ame atur Notary —State of Florida Date „4 M�m1�ss�on#DDih�O�` o, v Pue o's COT11 gC 2V. pires Bonded Thcc' Owner is Personally Known to Me or has '-q;� of ��oe, ; Bond n t Produced ID ..: M1 NOTICE OF COMMENCEMENT THIS INSTRUNiEN PREPARED BY: Permit No. NAME G' �C/ ; ' Tax Folio No. State of Florida County of Seminole A D D R � i�U L=r!G' The undersigned hereby gives notice that improvement will be ma ' real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of prope leg des ri ti n o�f e property and street address if available) ' /��'G �1r►> >�iti�'a 2. General description of improvement:') 3. Owner information j a. Narngi4d address 'd c '� /c} _ b. , Interest in property c. Name and address of fee simple titleholder (if other than caner) .., 4. Contractor N < ZZ ■ a. Name and address 0 b. Phone number/ Fax number 5. Surety -0, a. Name and address ■ VN b. Phone number Fax number r c. Amount of bond 6. , Lender a. Name and address _ b. Phone number Fax number 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes: a. Name and address b. Phone number Fax number 8. In addition to himself or herself, Owner designates �__ of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. a. Phone number Fax number 9. Expiration date of notice of commencement (the expiration date is 1 year from the Re of recording unless a different date is specified) ' Sig6ature of Owner Sworn to or affirmed) and subscribed before me this day of i V k-9� 20 d �i by , , Ll o Ycl C �= rca.•ic; Personally Known OR Produced Identification Type of Identification Produced C TIFIED COF1 MlAARYANNE 'MO IRC . tl COUII Sign ry ublic State of orida :,�,YP„e( Melissa Dunklin _►+ ' ° ¢ : Commission #DD 163723 � Commission Expires: - p.:r Expires: Dec 20, 200 Bonded Thru _ Atlantic Bonding Co., Inc. Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 2 PARCEL DETAIL d Back > } M AR semitilrle Count? I F� "�►" � �toixr - ' 1 101 K. First St. �:. �yw-.+w•.y Sanford tl. 32771 'r x 2004 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 03-20-31-5AY-0000- Tax District: 31-SANFORD 036E Number of Buildings: 1 Depreciated Bldg Value: $105,463 FRANCIS LLOYD C & 00 Owner: PATRICIA E Exemptions: HOMESTEAD Depreciated EXFT Value: $1,922 Address: 2901 MARQUETTE AVE Land Value (Market): $33,740 City,State,ZipCode: SANFORD FL 32773 Land Value Ag: $0 Property Address: 2901 MARQUETTE AVE SANFORD 32773 JustMarket Value: $141,125 Subdivision Name: SANFORD CELERY DELTA Assessed Value (SOH): $136,370 Dor: 01-SINGLE FAMILY Exempt Value: $25,000 Taxable Value: $111,370 SALES 2003 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp Tax Value(without SOH): $2,270 WARRANTY DEED 05/2002 04423 0559 $169,000 Improved 2003 Tax Bill Amount: $2,270 WARRANTY DEED 04/1989 02057 0573 $83,000 Improved Savings Due To SOH: $0 CERTIFICATE OF TITLE 04/1988 01952 1132 $1,000 Improved 2003 Taxable Value: $108,827 WARRANTY DEED 08/1985 01663 1379 $100 Vacant DOES NOT INCLUDE NON -AD VALOREM Find Comparable Sales within this Subdivision ASSESSMENTS LAND LEGAL DESCRIPTION PLAT Land Assess Frontage Depth Land Units Unit Price Land Value LEG W 340 FT OF LOT 36 (LESS S 317.22 FT & W Method 10 FT & RD) ACREAGE 0 0 2.410 14,000.00 $33,740 SANFORD CELERY DELTA P8 1 PGS 75 & 76 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Gross SF Heated SF Ext Wall Bid Value Est. Cost New 1 SINGLE FAMILY 1986 6 2,735 1,739 WD/STUCCO FINISH $105,463 $112,795 Appendage / Sgft GARAGE FINISHED / 380 Appendage / Sgft OPEN PORCH FINISHED / 40 Appendage / Sgft DETACHED UTILITY UNFINISHED / 576 EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New ALUM PORCH W/CONC FL 1990 240 $833 $1,560 ALUM SCREEN PORCH W/CONC FL 1990 240 $1,089 $2,040 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. *** If you recently purchased a homesteaded property your next ear's property tax will be based on JusUMarket value. ./re_web. Seminole_county_title?parcel=0320315AY0000036B&cpad=inarquette&cpad_num 3/ I 1 /2004 A S. I. HAIDER o architecture Q DATE: June 10, 2005 TO; Whom It May Concern Building Department City of Sanford REF: LLOYD FRANCES RESIDENCE o planning / cm p 2901 Marquette Avenue ARCHITECT Sanford, Florida 32773 A A 0 0 1 2 6 6 1 9768 BAY VISTA ESTATES BOULEVARD Asphalt Shingle Roofing with #15 felt and roof venting as placed t;y the Orlando, FL 32836 owner themselves meet intents of FBC '2001. Phone I321)M-217V Fox : 1401NI0-93o4 Enclosed pictures portrays Shingle placement. For any question and or queries please call 321.229-2179 Sincerely, �S Syed Haider - Architect AR00012651 TRUSS INDEX COVER SHEET .lob Identification : Addition To the Francis Residence Builder Lloyd Francis Location : 2401 Marquette Avenue, Sanford, FI Count' Seminole Building Code: This package contains 34 truss design drawings. Wind Design: Truss Design Software 3874 Church Street Sanford, FL 32771 407-323-6990 Florida Building Code(FBQ 2001 w/2003 Revisions ASCE 7-98 per FBC 2001 MiTek 2000 With m\ cmbr „_xl seal affixed to this sheet, I hereby certify that this serves as an index sheet in conformance with Rules 61 G 1 > 003 and 61 G 15-23.002(2) of the Florida Board of Professional Regulation. The embossed on this index sheet indicates acceptance of professional envineci in re,honsibility solely for the Truss Design Drawings listed below kid attached R.,ler to the individual truss drawings for the design loads applied. 1 he it +bility and use of each component for any particular building f is tl* sp n ii ty of the building designer, per ANSI/TPI 1-1995 Sec. 2 and C11 4r � I Vr I � A 4 Section 2-4. Truss ID's 1A 2C C 5 F 1G -G 1B 2D C 5A F 1H 1C 2E EJ7 F1J 1D 2F EPA F1K 1E 3A H 7 1F 3B H 7A 1G 3C F 1D 1H C1 F 1 E 2A C lA F 1F 2B C3 F1G N�\AO A l..l.. z Novemly fi; 2004 Truss Design Engineer Randall Byrd, P.E. #23451 MiTek Industries, Inc. CA# 6634 2235 Jason Street Merritt Island, FL 32952 Engineer of Record Not Applicable / Unknown MiTek Industries, Inc. 14515 N. Outer Forty Chesterfield, MO 63017 Note Each r;div c.al truss design drawing is valid only if printed on MiTek paper (MiTek title block with notes on the back) and must contain a c,- ray of the engineer's ink stamp signifying the review of each individual truss design drawing. Job rusS Truss Type Qty Ply Francis Addition/ RCB 04-1211R 1A ROOFTRUSS 1 1 L Job Reference (optional) COX (RCBN Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:26 2004 Page 1 -14-0+ 6-2-11 11-7-9 17-0.8 22-5.7 I _ _27.10.5 341-0 ,35-5-0, + I 1-4-0 6.2.11 5.4-15 54.15 5.4-15 5-4-15 6-2-11 1-0.0 Scale = 1 59 5 4x4 = tx4 II 5 4,00 12 1x4 II 1x4 it 3x4 zz i 3x4 tx4 II 4 6 47 r 1x4 ,i 3 1.5x4 II W2 vQ 7 1x4 II B `n 2 9 i chll Icb c 1x4 II 0 3x4 = 14 13 12 11 10 4x7 = 4x6 3x4 = 4x4 = 3x4 3x8 = 2-0-0 9.9.13 17-0-8 25-5-7 _- _— _ 34-1-0 i 1 { , 2-0-0 7-9-13 7-2-11 8-4-15 8-7-9 Plate Offsets (X Y): [8:0-2-2 0-0-2] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.70 Vert(LL) -0.35 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.60 10-12 >637 240 @,CLL 10,0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 178lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-10-6 oc purlins. BOT CHORD 2 X 4 SYP No.1 'Except' BOT CHORD Rigid ailing directly applied or 4-11-0 oc bracing. B2 2 X 4 SYP SS WEBS 1 Row at midpt 3-14 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=200/2-0-0, 14=1547/2-0-0, 8=1581/0-4-0 Max Horz 2=158(load case 4)Max case 4), (load �Qt%�LL Max Grrav2=236(load case 6), 14=1547ft2=-260(load case 1), 8=1581(load case 1j �/�� seaoaosaov FORCES (lb) - Maximum Compression/Maximum Tension Fly TOP CHORD 1-2=0/11, 2-3=-91/264, 3-4=-2773/1434, 4-5=-2203/1189, 5-6=-2203/1173, 6-7=-3310/1708, I ,. 2- - 1 c I 7-8=-3568/1922, 8-9=0/11 ,� � I BOT CHORD 2-14=-249/268, 13-14=-1402/2473, 12-13=-1223/2534, 11-12=-1235/2739, 10-11 =-1 235/2739, e 8-10=-1710/3370 ; r/ - •- r, d '� WEBS 3-14=-3028/1651, 3-13=0/298, 4-13=-34/279, 4-12=-591/476, 5-12=454/1101, 6-12=-804/613, 6-10=-234/664, 7-10=-302/430 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. ��' O« l���� h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; 2) Wind: ASCE 7-98; 120mph (3-second gust); partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. T 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail' 4) Gable studs spaced at 2-0-0 oc. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 lb uplift at joint 2, 692 lb uplift at joint 14 and 877 lb uplift at joint 8. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) Designed by FDL LOAD CASE(S) Standard WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, 163017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component MiTek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System A,General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 * Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSI1. t 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c1-2 c2a materials on inadequately braced trusses. WEBS 314 3. Provide copies of this truss design to the building 0 designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate � �, 3 � 30 other interested parties. plates 0 - I /16" from outside 0- U 4. Cut members to bear tightly against each other. edge of truss. a 5. Place plates on each face of truss at each joint and c7-e � 7 c embed fully Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPII I. _ required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII . 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in Welk 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to comber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) Occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer, number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeko DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate rt © 2004 Mitee Connected Wood Trusses. Job rus5 Truss Type y Francis Addition/ RCB 04-1211R 1B ROOFTRUSS 4 1 Job Reference (optional) COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-5564 I 1-4-0 6.2.11 54.15 5.4.15 4x4 = 6.1uu s Aug zb "u4 mi I eK Industries, Inc. VVed Nov 1U 13. 10:2r [vvv rack i 22-5-7 27-10-5 34-1-0 35-5-0 5.4-15 5.4-15 6-2.11 1-4-0 Scale = 1:59 5 4x7 = 13 12 11 10 4x7 = 3x4 = 4x5 = 3x8 = 3x4 = 8-11-2 17-M I 25-1-14 I 34.1-0 8-11-2 8-1-6 B-1-6 8-11-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.39 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.66 11-13 >618 240 B,LL 10.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.14 8 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 159lb LUMBER TC)P CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.1 D WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1667/0-4-0, 8=1667/0-4-0 Max Horz 2=158(load case 4) Max Uplift2=-91 1 (load case 2), 8=-911(load case 3) BRACING TOP CHORD Sheathed or 2-9-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-3 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension v%o t l D t i l fro TOP CHORD 7_8_0381, 2-3=-, g,g/200,0, 3-4=-3537/1788, 4-5=-2471/1294, 5-6=-2471/1294, 6-7=-3537/1788, I BOT CHORD 2-13=-1932/3601, 12-13=-1451/3000, 11-12=-1451/3000, 10-11=-1332/3000, 8-10=-1813/3601:Xi+'`��Pv94nAeM,'' J G 7 WEBS 3-13=-311/445, 4-13=-213/631, 4-11=-812/610, 5-11=-521/1271, 6-11=-812/610, 6-10=-213/631y"° 7-10=-311/445 C NOTES (5) " 1) Unbalanced roof live loads have been considered for this design. o' 2) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partiatf � F- i+ MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. , t`; ; /- 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 911 lb uplift at joihj`�, ':n °•ba<,te��rh- :w` , ti� J°," and 911 lb uplift at joint 8./ e; , design conforms with Florida Building Code 2001, based on parameters indicated. ga�e�NAL 5) Designed by Fr �e LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive. Madison, WI 53719. MiTek Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. * For 4 x 2 orientation, locate plates 0 -'/t6" from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. 0 cr O 0 a. O R Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA ICBO BEARING SBCCI Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 96-31, 95-43, 96-20-1, 96-67, 84-32 4922, 5243, 5363, 3907 9667, 9730, 9604B, 9511, 9432A c TEE-LOK AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all p� other interested parties. O U 4. Cut members to bear tightly against each other. a- 5. Place plates on each face of truss at each joint and OR embed fully Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10, Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14, Connections not shown are the responsibility of others. 15, Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 Miteke jJob I russ Truss Type Qty Ply Francis Addition/ RCB I 04-1211R 1C ROOFTRUSS 1 1 Job Reference (optional) COX (RCB)/ Randall Byrd, PE #2345112325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:27 2004 Page 1 •14-0, 6-2-11 11-7-9 17-M 1711-0 22.5-7 27.10.5 1 34-1-0 3�5.5-0 I 1 1 1A-0 6-2.11 5.4-15 5-4.7 0-1-0 5A-7 SA-15 6-2-11 14-0 Scale - 160 5 4x4 = 5 4 00 12 3x4 3x4 a 4 6 1x4 J Wl 1x4 i ' 3 W2 W2 7 t 2 B 9 �1 I M ,a o 4x7 = 13 12 11 10 4x7 = 3x4 = 4x5 = 3x4 = 3x8 = B-11.2 17-08 251-14 34-1-0 1 + 1 8-11-2 8-1.6 8-1-6 8-11-2 Plate Offsets (X Y): f2:0-2-6 0-0-2] f8:0-2-6 0-0-2] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.39 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.66 11-13 >618 240 BCLL 10.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.14 8 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Simplified) I Weight: 159lb LUMBER BRACING TQP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-9-13 oc purlins. BOT CHORD 2 X 4 SYP No.1 D BOT CHORD Rigid ceiling directly applied or 4-6-3 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1667/0-4-0, 8=1667/0-4-0 Max Horz 2=158(load case 4) Max Uplift2=-91 1 (load case 2), 8=-911(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=-3812/2030, 3-4=-3537/1788, 4-5=-2471/1294, 5-6=-2471/1294, 6-7=-3537/1788, 7-8=-3812/2030, 8-9=0/11 BOT CHORD 2-13=-1932/3601, 12-13=-1451/3000, 11-12=-1451/3000, 10-11=-1332/3000, 8-10=-1813/3601 WEBS 3-13=-311/445, 4-13=-213/631, 4-11=-812/610, 5-11=-521/1271, 6-11=-812/610, 6-10=-213/631, 7-10=-311 /445 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 911 lb uplift at joint 2 and 911 lb uplift at joint 8. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 5) Designed by FDL LOAD CASE(S) Standard A WARNING - Vert(& design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite *300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek Safety Informatton available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1'/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSII . O'1/lbn 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c1-2 cs-a materials on inadequately braced trusses. WEBS c, 4 3. Provide copies of this truss design to the building Cal:designer, O erection supervisor, property owner and all *For 4 x 2 orientation, locate m 0- �, LcY O other interested parties. p plates 0 - 1/16" from outside a ��6 a U 4. Cut members to bear tightly against each other. edge of truss, °- 5. Place plates on each face of truss at each joint and 07$ C6-7 cs-s OR embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII . 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14, Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur, 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, m Installing & Bracing of Metal Plate © 2004 MiteV Connected Wood Trusses. P0N Job Truss Truss Type y Francis Addition/ RCB �04-1211R 1D ROOF TRUSS 1 1 Job Reference (optional) COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:27 2004 Page 1 -1.4-01 7-10.14 15-0-0 191-0 262-2 I 341-0 355-0, I 14-0 7.10.14 7.1-2 4-1-0 7-1-2 7.10-14 1-4-0 Scale = 1 60.5 47 = 4x4 = 4 5 4.00 F12 3x4 � 3x4 3 6 rr � Wl 1 v 2 7 8 W o 4x7 - 13 12 11 10 9 4x7 = 1x4 II 4x4 = 3x8 = tx4 li 3x4 = 7-10-14 15-0.0 19-1-0 1 26-2-2 I 34-1-0 I 7-10-14 7-1-2 4-1-0 7-1-2 7-10-14 Plate Offsets (X Y) [2'0-2-6 0-0-2] [4'0-5-4 0-2-4] [7 0-2-6 0-0-2] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.90 Vert(LL) -0.35 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1,25 BC 0.92 Vert(TL) -0.58 12-13 >695 240 BCLL 10.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.16 7 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Simplified) Weight: 160lb LUMBER BRACING TQP CHORD 2 X 4 SYP No.1 "Except' TOP CHORD Sheathed. T2 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-5 oc bracing. BOT CHORD 2 X 4 SYP No.1 WEBS 1 Row at midpt 3-12, 6-10 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1667/0-4-0, 7=1667/0-4-0 Max Horz 2=142(load case 4) Max Uplift2=-929(load case 2), 7=-929(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=-3756/1912, 3-4=-2748/1447, 4-5=-2623/1460, 5-6=-2748/1447, 6-7=-3756/1912, 7-8=0/11 BOT CHORD 2-13=-1789/3552, 12-13=-1789/3552, 11-12=-1179/2623, 10-11=-1179/2623, 9-10=-1682/3552, 7-9=-1682/3552 WEBS 3-13=0/300, 3-12=-1013/658, 4-12=-172/571, 4-10=-166/166, 5-10=-160/569, 6-10=-1013/658, 6-9=0/300 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 929 lb uplift at joint 2 and 929 lb uplift at joint 7. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) Designed by FDL LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek� Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. * For 4 x 2 orientation, locate Plates 0 - 1/16" from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 rr O 0 a Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A c TEE-LOK AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building 0 designer, erection supervisor, property owner and all other interested parties. O V 4. Cut members to bear tightly against each other. d 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPII . 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPII . 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 MiteV ,Job Truss Truss Type Qty Ply Francis Addition/ RCB 104-1211R 1E ROOF TRUSS 1 1 Job Reference (optional) COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:28 2004 Page 1 1-0-0i 6-10-14 13-0-0 17.0.8 21-1-0 27-2-2 I 34-1-0 35-5-0 I I I 1-0-0 6-10-14 6-1-2 4-M 4-0-8 6-1-2 6-10-14 1.4-0 Scale = 160.5 4x4 = 3x4 = 04 = 4 5 6 4 00 12 3x4 3x4 v� 3 W 7 v> Ir W3 W3 I N 2 8 9 011BI IM p o 5x6 = 14 13 12 11 10 5x6 = 1x4 II 3x8 = 4x5 = 3x8 = 1x4 II 6-10.14 13-0-0 21-1-0 27-2-2_ 34-1-0 1 6-10-14 6-1-2 0-1-0 6.1-2 6-10-14 Plate Offsets (X Y): [2'0-3-14 0-0-2] [8:0-3-14 0-0-2] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.81 Vert(LL) -0.41 11-13 >998 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0,68 11-13 >600 240 B,CLL 10.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.16 8 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Simplified) Weight: 161 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-7-4 oc purlins. BOT CHORD 2 X 4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 4-7-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1667/0-4-0, 8=1667/0-4-0 Max Horz 2=126(load case 4) Max Uplift2=-945(load case 2), 8=-945(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=-3884/2034, 3-4=-3032/1644, 4-5=-2899/1638, 5-6=-2899/1638, 6-7=-3032/1644, 7-8=-3884/2034, 8-9=0/11 BOT CHORD 2-14=-1903/3671, 13-14=-1903/3671, 12-13=-1461/2993, 11-12=-1461/2993, 10-11=-1807/3671, 8-10=-1807/3671 WEBS 3-14=0/260, 3-13=-854/559, 4-13=-232/684, 5-13=-274/231, 5-11=-274/231, 6-11=-232/684, 7-11=-854/559, 7-10=0/260 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 945 lb uplift at joint 2 and 945 lb uplift at joint 8. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) Designed by FDL LOAD CASE(S) Standard WARNING - Ver(fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 683 D'Onofrio Drive, Madison, WI 53719. I pj Symbols PLATE LOCATION AND ORIENTATION 1'/s *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. O * For 4 x 2 orientation, locate plates 0 - 1/16" from outside a edge of truss. OR *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but IV reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, Numbering System �6-4� dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all p� other interested parties. O U 4. Cut members to bear tightly against each other. a- 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11, Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff, spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 Mitek® Job i russ Truss Type uty Hly Francis Addition/RCB 04-1211R 1F ROOF TRUSS 1 1 Job Reference (optional) COX (RCB)/ Randall Byrd, PE #23451/ 2325. Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:28 2004 Page 1 •14-00 5-10-14 11-0-0 17-0-8 23-1-0 28-2-2 34-1-0 1333�5-0 ,1 F I 1-4.0 5-10-14 5-1-2 6-0-8 6-" 5-1-2 5-10-14 1." Scale - 1 60.5 4x8 = 1x4 II 4x8 = 4 00 12 4 5 6 3x4 3x4 Z- 3 W2 7 u W3 W3 1 2 8 9 N o1 � 5x6 = 15 14 13 12 11 10 5x6 = 1x4 II 3x4 = 4x5 = 3x4 = 1x4 II 3x8 5.10-14 11-" 17-0-8 23.1-0 I 28-2-2 I 34-1-0 r I � � 5-10-14 5.1-2 6-0-8 6-0-8 5-1-2 5-10-14 Plate Offsets (X Y): [2:0-3-14 0-0-2] [4:0-5-4 0-2-0] [6:0-5-4 0-2-0] [8:0-3-14 0-0-2] LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1,00 TC 0.95 Vert(LL) 0.42 12 >967 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.62 12-14 >652 240 ELQLL 10.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.17 8 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Simplified) Weight: 163lb LUMBER BRACING T,DP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-12 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1667/0-4-0, 8=1667/0-4-0 Max Horz 2=1 1 0(load case 4) Max Uplift2=-959(load case 2), 8=-959(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=4006/2144, 3-4=-3311/1830, 4-5=-3614/2005, 5-6=-3614/2005, 6-7=-3311/1830, 7-8=-4006/2144, 8-9=0/11 BOT CHORD 2-15=-2006/3783, 14-15=-2006/3783, 13-14=-1590/3159, 12-13=-1590/3159, 11-12=-1506/3159, 10-11 =-1 922/3783, 8-1 0=-1 922/3783 WEBS 3-15=0/220, 3-14=-692/459, 4-14=-108/469, 4-12=-369/667, 5-12=-322/376, 6-12=-369/657, 6-11 =- 108/469, 7-11=-692/459, 7-10=0/220 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 959 lb uplift at joint 2 and 959 lb uplift at joint 8. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) Designed by FDL LOAD CASE(S) Standard WARNING - Veryfj design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, �® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Suite *300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. I 6-4-8 ` dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. tf Apply plates to both sides of truss II 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSI1. 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack Q-z cz-3 materials on inadequately braced trusses. �*For WEBS 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all 4 x 2 orientation, locate �,� 0 other interested parties. plates 0 -'/ib' from outside (L < U 4. Cut members to bear tightly against each other. edge of truss. a 5. Place plates on each face of truss at each joint and c7-8 cea C" OPf embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPII I. _ required direction of slots in 8 7 6 5 b. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI I. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERSAETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11, Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Miteko Connected Wood Trusses. Job russ Truss Type Uty ply Francis Addition/RCB 04-1211R 1G ROOF TRUSS 1 1 Job Reference (optional) COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453.6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:28 2004 Page 1 •IA-01 4.10.14 9-0-0 14-4.5 19-8-11 25-1-0 29-2-2 1 34-1-0 135-5-0 F 1 1 1 1A-0 4.10-14 4-1-2 541-5 5-4-5 541-5 4-1-2 4-10-14 14-0 Scale - 1:60.5 4x5 = 3x4 = 3x4 = 4x5 = 400,12 4 5 6 7 Ix4 1x4 5 3 8 v M 9 n 2 10)M 1 o d 5x6 = 14 13 12 11 Sx6 = 3x8 = 5x6 WB= 3x8 3x4 = 9-M 17-M 25.1-0 34-1-0 I 9-0.0 B-0-8 8-0-8 9-M Plate Offsets (X Y): [2:0-3-10 0-0-2] [9:0-3-10 0-0-2] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.72 Vert(LL) 0.49 12 >825 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.77 12-14 >523 240 BCLL 10.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.17 9 n/a n/a 9CDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 157lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-6-2 oc purlins. BOT CHORD 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 4-2-6 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1667/0-4-0, 9=1667/0-4-0 Max Horz 2=94(load case 4) Max Uplift2=-970(load case 2), 9=-970(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=-3870/2321, 3-4=-3583/2003, 4-5=-3440/1967, 5-6=-4344/2381, 6-7=-3440/1967, 7-8=-3583/2003, 8-9=-3870/2321, 9-10=0/11 BOT CHORD 2-14=-2174/3650, 13-14=-2260/4204, 12-13=-2260/4204, 11-12=-2221/4204, 9-11=-2101/3650 WEBS 3-14=-271/438, 4-14=-333/873, 5-14=-977/632, 5-12=0/272, 6-12=0/272, 6-11=-977/632, 7-11=-333/873, 8-11=-271/438 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 970 lb uplift at joint 2 and 970 lb uplift at joint 9. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) Designed by FDL LOAD CASE(S) Standard j& WARNING - Verylij design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component We Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols lumbering System AGeneral Safety (Votes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSI1. t 3 TOP CHORDS 2. Never exceed the design loading shown and never stack Q-z cz.3 materials on inadequately braced trusses. WEBS c,Q 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate m �, 3 , ` m o other interested parties. plates 0 - 1/16" from outside edge of truss. O �,� : U 4. Cut members to bear tightly against each other. OR a 5. Place plates on each face of truss at each joint and O7 C6-' embed fully. Knots and wane at joint locations are BOTTOM CHORDS *This symbol indicates the regulated by ANSI[TPl1. required direction of slots in 8 7 6 5 b. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII I. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated b symbol shown and/or y y BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13, Bottom chords require lateral bracing at 10 ft. spacing, BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) Occur. Icons vary but 15, Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, i Fit III] I Installing & Bracing of Metal Plate 4 2004 MiteV Connected Wood Trusses. Job Truss Truss Type uly Kly Francis Addition/ RCB 04-1211R I ROOF TRUSS 1 2 Job Reference (optional) COX (RCB)/ Randall Byrd, PE #23451/ 2325. Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:29 2004 Page 1 -1-0-0 3.10.14 7-M 11.11-6 17-M 22-1-10 27-1-0 30-2-2 I 34-1-0 135.5.0. —1 1 1-4-0 3.10-14 3-1-2 4.11.6 5-1-2 5-1-2 4-11-6 3-1-2 3-10-14 141-0 Scale = 1:60.5 7x6 = 2II 3x8 = 4x6 = 2x4 II 7x6 = 4.00 t 2 x4 4 5 6 7 B 9 i 1x4 1 x 4 G 3 10 ,n 2 11 N 121d At d 5x7 = 18 17 16 15 14 13 Sx7 = 3x4 - 4x9 = 5x12 MT20H WB = 49 = 3x4 = 1x4 II 7-M 11.11-6 17.M 22-1-10 1 27.1-0 1 _ _ 34-1-0 + N 7-M 4-11-6 5-1-2 5-1.2 4-11.6 7.M Plate Offsets (X Y) [2 0-3-3 Edge] I4'0-3-0 0-2-11] [9:0-3-0 0-2-11] [11:0-3-3 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.63 Vert(LL) 0.79 15 >514 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.99 15 >409 240 MT20H 187/143 BCLL 10.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.22 11 n/a n/a BtDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 358lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 'Except' TOP CHORD Sheathed or 4-4-1 oc purlins. T2 2 X 6 SYP No.2, T3 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-12 oc bracing. BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=3378/0-4-0, 11=3378/0-4-0 Max Horz 2=-77(load case 5) Max Uplift2=-2086(load case 2), 11=-2086(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=-9122/5665, 3-4=-9197/5615, 4-5=-12192/7436, 5-6=-12191/7433, 6-7=-1219117433, 7-8=-12191/7433, 8-9=-12192/7436, 9-10=-9197/5615, 10-11=-9122/5666, 11-12=0/11 BOT CHORD 2-18=-5319/8590, 17-18=-5224/8699, 16-17=-7972/13347, 15-16=-7972/13347, 14-15=-7972/13347, 13-14=-5164/8699, 11-13=-5259/8590 WEBS 3-1 8=-1 1/356, 4-18=-352/895, 4-17=-2358/3919, 5-17=-680/785, 6-17=-1334/801, 6-15=0/441, 6-14=-1334/801, 8-14=-680/785, 9-14=-2358/3919, 9-13=-352/895, 10-13=-11/356 NOTES (11) 1) 2-ply truss to be connected together with 1 Od Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2086 lb uplift at joint 2 and 2086 lb uplift at joint 11. 8) This truss design conforms with Florida Building Code 2001, based on parameters indicated. Continued on page 2 A WARNING - Ver(& design parameters and READ NOTES ON THIS AND REVERSE BIDE BEFORE USE. 14515 N. Outer Forty, trrm® Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component M Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. iTe Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 ir O * For 4 x 2 orientation, locate plates 0 - V16" from outside a. edge of truss. o *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings t�w (supports) occur. Icons vary but lip reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A c� ENN TEE-LOK AGeneral Safety Dotes Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building in designer, erection supervisor, property owner and all pc other interested parties. O U 4. Cut members to bear tightly against each other. a- 5. Place plates on each face of truss at each joint and OF embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10, Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2104 Miteko 04-1211R 1H I ROOF TRUSS 11 I 2 IJob Reference (optional) COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:29 2004 NOTES (11) 9) Girder carries hip end with 7-0-0 end setback. 10) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6031b down and 3981b up at 27-1-0, and 6031b down and 3981b up at 7-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 11) Designed by FDL LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-54, 4-9=-117(F=-63), 9-12=-54, 2-18=40, 13-18=-87(F=-47), 11-13=40 Concentrated Loads (lb) Vert: 18=-603(F) 13=-603(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 4'300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB-89 and BCSI1 Building Component !!�� Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. I ej Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Ali f4- 13/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSI1. t TOP CHORDS 3 2. Never exceed the design loading shown and never stack c1-2 c2-3 materials on inadequately braced trusses. 0 WEBS a 4 3. Provide copies of this truss design to the building a:b designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate X �, 3 �� 0 3 other interested parties. plates 0 - 1/16" from outside a v 4. Cut members to bear tightly against each other. edge of truss. a 5. Place plates on each face of truss at each joint and 07$ 06'' °5,6 embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERSAETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or puriins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16, Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate d © 2004 Mitek® Connected Wood Trusses, V\/\JP� Job I russ Truss Type Qty Ply Francis Addition/RCB 04-1211R 2A ROOF TRUSS 3 1 Job Reference (optional) COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:29 2004 Page 1 -1.4-01 5.11.0 11-04 16-1-8 1 21-2-12 26-0-0 + 32-3-0 133-7-0 1 t 1.4-0 5-11-0 5.1A 5-1.4 5-14 5-14 S-11-0 1-0-0 Scale - 1:56.6 04 = 5 4 00 F12 3x4 3x4 i 4 6 i 1 x4 �� 1 x4 "1 3 W2 7 I v2 2 8 y 0 1 I1 c o 4x7 = 13 12 11 10 47 = 3x4 = 3x8 = 45 = 3x4 = 8-5.10 16-1-8 23-9-6 F 32-3-0 _ 1 1 1 B-5-10 7-7-14 7-7.14 B-5-10 Plate Offsets (X Y) [2:0-2-2 0-0-2] [8:0-2-2 0-0-2] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.35 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.58 10-12 >656 240 BCLL 10.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.13 8 ri n/a BCDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 151 lb LUMBER BRACING TQP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-0-1 oc purlins. BOT CHORD 2 X 4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 4-6 15 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1581/04-0, 8=1581/0-4-0 Max Horz 2=1 50(load case 4) Max Uplift2=-867(load case 2), 8=-867(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=-3596/1915, 3-4=-3337/1688, 4-5=-2335/1223, 5-6=-2335/1223, 6-7=-3337/1688, 7-8=-3596/1915, 8-9=0/11 BOT CHORD 2-13=-1821/3396, 12-13=-1369/2832, 11-12=-1255/2832, 10-11=-1255/2832, 8-10=-1707/3396 WEBS 3-13=-291/419, 4-13=-201/594, 4-12=-766/575, 5-12=-493/1201, 6-12=-766/575, 6-10=-201/594, 7-10=-291 /419 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 867 lb uplift at joint 2 and 867 lb uplift at joint 8. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 5) Designed by FDL LOAD CASE(S) Standard WARNING - Vergy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTe k Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t3/< *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1, Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required. See BCSI1. '/M t 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c,-a materials oninadequately braced trusses. a 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate ZC2,3 = �,3 0other interested parties. plates 0 - 1/16" from outside edge of truss.a a �,� v4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and c7-ecs6 embed fully. Knots and wane at joint locations are BOTTOM CHORDS *This symbol indicates the regulated by ANSI/TPII I. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII I. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in Welk 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur, Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 WGIV Connected Wood Trusses. P� !Job Truss Truss Type Qty Ply Francis Addition/ RCB 04-1211R 2B ROOF TRUSS 1 1 Job Reference (optional).._ COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:30 2004 Page 1 1-4-0 7.10.14 15-0-0 17-3-0 244-2 32-3-0 33-7-0 1 1 14-0 7.10-14 7-1-2 2-3-0 7-1-2 7-10.14 14-0 Scale = 1 ,57.4 4x7 = 4x4 = 4 5 4,00 F12 i 3x4 � 3x4 3 1 6 v v> 1 1 2 7 N 6 1 rhi1 l� 4x7 = 13 12 11 10 9 47 = 1x4 II 3x4 = 45 = 1x4 II 30 = 7.10.14 15-M 17-3.0 244-2 I 32-3-0 I i i 7-10-14 7-1.2 2-3-0 7-1-2 7-10-14 Plate Offsets (X Y): 12 0-1-14 0-0-2j [4:0-5-4 0-2-01 [7 0-1-14 0-0-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.82 Vert(LL) -0.32 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.54 12-13 >715 240 BCLL 10.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.14 7 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 153lb LUMBER BRACING TQP CHORD 2 X 4 SYP No.1 "Except' TOP CHORD Sheathed or 2-8-3 oc purlins. T2 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-1 oc bracing. BOT CHORD 2 X 4 SYP No.1 WEBS 1 Row at midpt 3-12, 6-11 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1581/0-4-0, 7=1581/0-4-0 Max Horz 2=-142(load case 5) Max Uplift2=-877(load case 2), 7=-877(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=-3491/1753, 3-4=-2480/1285, 4-5=-2368/1307, 5-6=-2480/1285, 6-7=-3491/1753, 7-8=0/11 BOT CHORD 2-13=-1638/3301, 12-13=-1638/3301, 11-12=-1026/2368, 10-11=-1531/3301, 9-1 0=-1 531/3301, 7-9=-1 531/3301 WEBS 3-13=0/300, 3-12=-1017/660, 4-12=-182/536, 4-11=-149/149, 5-11 =-1 74/533, 6-11 =-1 017/660, 6-9=0/300 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 877 lb uplift at joint 2 and 877 lb uplift at joint 7. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) Designed by FDL LOAD CASE(S) Standard WARNING - Verlfy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, fir® Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 � is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/1 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss l . Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSI1. 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c1-2 cz-3 materials on inadequately braced trusses. WEBS ,Q 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate U �,. 3 ��' 3 0 other interested parties. plates 0 -'/16' from outside a �p� = Q 4. Cut members to bear tightly against each other. edge of truss. a 5. Place plates on each face of truss at each joint and c'$ C6"' Cl" embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 b. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII I. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERSAETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15, Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MITeko DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Miteko Connected Wood Trusses. Job I ruSs Truss Type Qty y Francis Addition/ RCB 04-1211R 2C ROOFTRUSS 1 1 Job Reference (optional) COX (RCBy Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:30 2004 Page 1 1 4-0+ 193-0 25-0-2 32.3-0 33 7-0 , I 14-0 6-10-14 6-1-2 6-3-0 6-1-2 6-10-14 1.4-0 Scale = 1:57.4 47 = 44 = 4 5 4 00 12 I 3x4 3x4 Z- 3 6 0 VV3 VV3 n 2 I 7 8 v 1 I� 6 0 4x7 = 13 12 11 10 9 47 = 1x4 II 3x4 = US = 1x4 II 3x8 = 6-10-14 13-M 193-0 25-4-2 l 32-M r F 6.10.14 6-1-2 63-0 6-1-2 6-10-14 Plate Offsets (X Y): [2:0-2-2 0-0-2] [4:0-5-4 0-2-4] [7:0-2-2 0-0-2] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.89 Vert(LL) -0.31 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.50 10-12 >772 240 BCLL 10.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.14 7 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Simplified) Weight: 150lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 4-10-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1581/0-4-0, 7=1581/0-4-0 Max Horz 2=-126(load case 5) Max Uplift2=-894(load case 2), 7=-894(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=-3621/1878, 3-4=-2765/1485, 4-5=-2641/1484, 5-6=-2765/1485, 6-7=-3621/1877, 7-8=0/11 BOT CHORD 2-13=-1755/3422, 12-13=-1755/3422, 11-12=-1239/2641, 10-11=-1239/2641, 9-10=-1660/3422, 7-9=-1660/3422 WEBS 3-13=01260, 3-12=-859/561, 4-12=-135/545, 4-1 0=-1 77/177, 5-1 0=-1 19/543, 6-10=-859/561, 6-9=0/260 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 894 lb uplift at joint 2 and 894 lb uplift at joint 7. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) Designed by FDL LOAD CASE(S) Standard A WARNING - Verft design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ® Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 0300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component M Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, I Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. * For 4 x 2 orientation, locate plates 0 - 1/16" from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width Q X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but EV reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A i31 lulkl TEE-L���mO 0 Cr O U d O ►- AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12, Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 MiteV Job i cuss Truss Type Qty Ply Francis Addition/ RCB 04-1211R 2D ROOF TRUSS 1 1 Job Reference (optional) COX (RCBy Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:31 2004 Page 1 -1-4-01— 5-10-14 11-0-0 16-1-8 21-3-0 264-2 I 32-3-0 133_7-0 1 + + IA-0 5-10-14 5-1-2 5-1.8 5-1.8 5-1.2 5.10-14 14-0 Scale = 1:57A 48 = 1x4 II 4x8 = 4 00 12 4 5 6 I i 3x4 3x4 3 7 v> W3 W3 ZE; N_ 2 8 8 v �It 6 47 = 15 14 13 12 11 10 4x7 = IA II 3x4 = 3x8 = 45 = 3x4 = 1x4 II 5-10-14 11-0-0 16-1-8 21-3-0 1 26A-2 32-3-0 1 1— 5-10-14 5-1-2 5-1-8 5-1-8 5.1.2 5.10-14 Plate Offsets (X,Y): [2:0-2-2 0-0-2] [4:0-5-4 0-2-0],[6:0-5-4,0-2-0],[8:0-2-2,0-0-2] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.66 Vert(LL) 0.35 13 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.51 13-14 >745 240 BCLL 10.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.15 8 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Simplified) Weight: 155lb LUMBER BRACING T,OP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-11-10 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-14 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1581/04-0, 8=1581/0-4-0 Max Horz 2=-110(load case 5) Max Uplift2=-908(load case 2), 8=-908(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=-3744/1991, 3-4=-3045/1675, 4-5=-3232/1791, 5-6=-3232/1791, 6-7=-3045/1675, 7-8=-3744/1991, 8-9=0/11 BOT CHORD 2-15=-1862/3536, 14-15=-1862/3536, 13-14=-1443/2906, 12-13=-1359/2906, 11-12=-1359/2906, 10-11 =-1 777/3536, 8-1 0=-1 777/3536 WEBS 3-15=0/220, 3-14=-697/461, 4-14=-113/453, 4-13=-291/528, 5-13=-272/319, 6-13=-291/528, 6-11 =-1 13/453, 7-11=-697/461, 7-10=0/220 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 908 lb uplift at joint 2 and 908 lb uplift at joint 8. 5) This truss design conforms with Florida Building. Code 2001, based on parameters indicated. 6) Designed by FDL LOAD CASE(S) Standard A WARNING - Vert& design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, �® Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 0300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component M iTe k. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/d *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and and Securely Seat. or X-bracing, is always required. See BCSI1. 0-1/lb" 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c1-2 materials on inadequately braced trusses. o 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate ZC23 ,� ,- 3o other interested parties. plates 0 - IN" from outside a. V 4. Cut members to bear tightly against each other. edge of truss. a5. Place plates on each face of truss at each joint and c7-scs-e embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. _ required direction of slots in 8 7 6 5 b. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII I. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior IV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, � Installing & Bracing of Metal Plate �y—� ►S © 2004 Miteke Connected Wood Trusses. V\/N�� Job rusS Truss Type y Francis Addition/ RCB I04-1211R 2E ROOF TRUSS 1 1 Job Reference (optional) COX (RCB)/ Randall Byrd, PE k23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13;13:31 2004 Page 1 -1-4-0� 4.10-14 9.0-0 13-M 18-6-0 23-3-0 27A-2 1 323.0 .333-7-0 1 + I 1-4-0 4-10-14 4-1-2 4-9-0 4-9-0 4-9-0 4-1-2 4-10-14 14-0 Scale = 1:57.4 4x5 = 3x4 = 3x4 = 4x5 = 4, 00 12 4 5 6 7 19 tx4 1x4 3 y� 8 w W cam? 9 2 10� i rat 0 0 47 = 14 13 12 11 4x7 = 3x8 = 3x4 = 3x8 MT20H= 3x8 = 9-0-0 16.1.8 233-0 32-3-0 1 1 1 9-0-0 7-1.8 7-1-8 9.0.0 Plate Offsets (X Y): [2:0-2-2 0-0-21 [9:0-2-2 0-0-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.59 Vert(LL) 0.41 13 >937 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.61 11-13 >623 240 MT20H 187/143 BCLL 10.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.14 9 n/a n/a BLDL 10.0 Code FBC2001/ANSI95 (Simplified) Weight: 150lb LUMBER BRACING TQP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-10-12 oc purlins. B T CHORD 2 X 4 SYP No.1 D BOT CHORD Rigid ceiling directly applied or 4-5-9 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1581/0-4-0, 9=1581/0-4-0 Max Horz 2=94(load case 4) Max Uplift2=-920(load case 2), 9=-920(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=-3610/2172, 3-4=-3318/1850, 4-5=-3186/1821, 5-6=-3892/2136, 6-7=-3186/1821, 7-8=-3318/1850, 8-9=-3610/2172, 9-10=0/11 BOT CHORD 2-14=-2033/3406, 13-14=-2006/3783, 12-13=-1969/3783, 11-12=-1969/3783, 9-11 =-1 960/3406 WEBS 3-14=-278/440, 4-14=-306/805, 5-14=-804/518, 5-13=0/239, 6-13=0/239, 6-11=-804/518, 7-11=-306/805, 8-11=-278/440 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 920 lb uplift at joint 2 and 920 lb uplift at joint 9. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) Designed by FDL LOAD CASE(S) Standard !A WARNING - Verqy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, e�ee>•® Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION -WJ1'/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. cc O * For 4 x 2 orientation, locate plates 0 -'/16" from outside a - edge of truss. R *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSIITP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4� dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT, CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all a: other interested parties. O v 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPII I. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication, 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12, Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 Miteke Job I I russ Truss Type Uty ply Francis Addition/ RCB 104-1211R 2F ROOF TRUSS 1 2 Job Reference (optional) COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:31 2004 Page 1 1.4-0. 3-10-14 7-0-0 11-5-14 16-1-8 20-9-2 25-3-0 28-4-2 1 32-3-0 133-7-0-i rf 1 1 1 1 1 1-0-0 3-10-14 3-1-2 4.5.14 4-7.10 4-7-10 4-5-14 3.1-2 3-10-14 1-" Scale = 1:57.4 7z6 = 2x4 II 3x8 = 2x4 11 7x6 = 4.00 12 4 5 6 7 8 tx4 1x4 S- 1 3 9 4 ^ 10 2 O � 4x8 = 17 16 15 14 13 12 4x8 = 3x4 = 3x10 = 1x4 11 4x12 MT20H= 300 = 3x4 = 7-0-0 11-5-14 16.1.8 20-9-2 1 25-3-0 1 32-3-0 1 1 1 7-0-0 4-5-14 4-7.10 4-7-10 4-5-14 7-0-0 Plate Offsets (X Y): [2 0-1-10 0-0-2] [4:0-3-0 0-2-11] [8:0-3-0 0-2-111 [10:0-1-10,0-0-2] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.56 Vert(LL) 0.65 15 >591 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.82 15 >470 240 MT20H 187/143 BCLL 10.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.19 10 n/a n/a 6CDL 10.0 Code FBC2001/ANSI95 (Simplified) Weight: 339lb LUMBER BRACING '.OP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Sheathed or 4-6-0 oc purlins. T2 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-10 oc bracing. BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=319210-4-0, 10=3192/0-4-0 Max Horz 2=-77(load case 5) Max Uplift2=-1972(load case 2), 10=-1972(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=-8567/5327, 3-4=-8622/5263, 4-5=-11050/6743, 5-6=-11050/6740, 6-7=-11050/6740, 7-8=-11050/6743, 8-9=-8622/5263, 9-10=-8567/5327, 10-11=0/11 BOT CHORD 2-17=-5000/8068, 16-17=-4889/8152, 15-16=-7160/12007, 14-15=-7160/12007, 13-14=-7160/12007, 12-13=-4829/8152, 10-12=-4940/8068 WEBS 3-17=0/329, 4-17=-362/886, 4-1 6=-1 997/3323, 5-16=-627/719, 6-16=-1133/679, 6-15=0/402, 6-13=-1133/679, 7-13=-627/719, 8-13=-1997/3323, 8-12=-362/886, 9-12=0/329 NOTES (11) 1) 2-ply truss to be connected together with 1 Od Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1972 lb uplift at joint 2 and 1972 lb uplift at joint 10. 8) This truss design conforms with Florida Building Code 2001, based on parameters indicated. Continued on page 2 WARNING - Veryj # design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is The responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719, Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. * For 4 x 2 orientation, locate plates 0 -'/16" from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPl1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. a cr O U n. O R Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. ►General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all cr other interested parties. O U 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10, Plate type, size, orientation and location dimensions CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. 14, Connections not shown are the responsibility of others. 15, Do not cut or alter truss member or plate without prior 16. approval of a professional engineer. Install and load vertically unless indicated otherwise. MiTek® B © 2004 MiteV 1 -Job Truss Truss Type y y Francis Addition/ RCB 104-1211R 2F ROOF TRUSS 1 2 Job Reference o ti nal COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:31 2004 rage 1 NOTES (11) 9) Girder carries hip end with 7-0-0 end setback. 10) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6031b down and 398lb up at 25-3-0, and 6031b down and 3981b up at 7-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 11) Designed by FDL LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-54, 4-8=-117(F=-63), 8-11=-54, 2-17=-40, 12-17=-87(F=-47), 10-12=-40 Concentrated Loads (lb) Vert: 17=-603(F) 12=-603(F) A WARNING • Verify design parameters and READ NOTES ON THIS AND REVERSE BIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component MiTek® Satety Information available from Truss Plate Institute, 583 D'Onofrlo Drive. Madison. WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 Follow Could Cause Property 13/Center plate on joint unless x < *,y Damage Or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSI 1. 0/16' t 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c1-2 cz-a materials on inadequately braced trusses. WEBS , 4 3. Provide copies of this truss design to the building a:` °° o designer, erection supervisor, property owner and all *For 4 x 2 orientation, locate czi ' �,- 3 O other interested parties. plates 0 - 1/16" from outside OU 4. Cut members to bear tightly against each other. edge of truss. OR a 5. Place plates on each face of truss at each joint and c'$ Cr,' css embed fully. Knots and wane at joint locations are BOTTOM CHORDS *This symbol indicates the regulated by ANSI/TPI1. _ required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12, Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13, Bottom chords require lateral bracing at 10 ft. spacing, BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate ��� © 2004 Miteke Connected Wood Trusses. ,Job Truss Truss Type Uty Fly Francis Addition/ RCB 04-1211R 3A ROOF TRUSS 4 1 Job Reference (optional) - COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:32 2004 Page 1 -1.4-0 3-3-0 6-M _ 7-10-0 1 1.4-0 3-3-0 3-3-0 1-" Scale = 1:14.8 4x4 = 3 4.00 F12 i ST1 T1 T1 4 2 N 5 16 i 2x4 = 1x4 II 2x4 = 6.6-0 6-" LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.00 5 n/r 180 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.00 5 n/r 80 BCLL 10.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Simplified) Weight: 26lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=228/6-6-0, 4=228/6-6-0, 6=298/6-6-0 Max Horz 2=49(load case 4) Max Uplift2=-184(load case 2), 4=-190(load case 3), 6=-125(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=-11/54, 3-4=-11/41, 4-5=0/11 BOT CHORD 2-6=0/34, 4-6=0/34 WEBS 3-6=-168/157 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98: 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail' 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 lb uplift at joint 2, 190 lb uplift at joint 4 and 125 lb uplift at joint 6. 7) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 8) Designed by FDL LOAD CASE(S) Standard 0 WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 9300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component MiTek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat, or X bracing, is always required. See BCSI1. 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. �*For ,, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all 4 x 2 orientation, locate T �, 33 0 YZ other interested parties. plates 0 -'/ib" from outside a �,� V 4. Cut members to bear tightly against each other. edge of truss. a 5. Place plates on each face of truss at each joint and c7-e ce-7 css embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPII I. _ required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottum chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. U10 (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. 9F number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. �► /� MiTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. V\/Na Job I russ Truss Type Uty Hly Francis Addition/ RCB 04-1211R 3B ROOF TRUSS 2 1 Job Reference (optional) COX (RCB)/ Randall Byrd, PE #2345112325, Jason St. Merritt island, FL 1(321) 453-6564 6.100 s Aug 25 2004 MiTek industries, Inc. Wed Nov 10 13:13:32 20D4 Page 1 3-3-0 6-" 3-3-0 3-3-0 Scale : 1:12.3 4x4 = 2 4,00 12 W1 T1 T1 3 1 d 1x4 II 4 2x4 = 2x4 = 3-3-0 6.6-0_ I 3-3-0 3-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.11 Vert(LL) 0.01 4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0,13 Vert(TL) -0.01 4 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Simplified) Weight: 21 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. \&EBS 2 X 4 SYP No.3 REACTIONS (lb/size) 1=274/0-8-0, 3=274/0-8-0 Max Horz 1=-26(load case 5) Max Upliftl=-139(load case 2), 3=-139(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-385/185, 2-3=-385/185 BOT CHORD 1-4=-143/360, 3-4=-143/360 WEBS 2-4=0/117 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 1 and 139 lb uplift at joint 3. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 5) Designed by FDL LOAD CASE(S) Standard WARNING - Vergy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite IY300 Chesterfield, MO 63017 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component k Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ' e Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both Sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSI1. t 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c1-2 cz-3 materials on inadequately braced trusses. WEBS , 4 WEBS 3. Provide copies of this truss design to the building a: designer, erection supervisor, property owner and all *For 4 x 2 orientation, locate U = �, 3 , ' o other interested parties. plates 0 - 1 /16" from outside a >� U OR 4. Cut members to bear tightly against each other. edge of truss. ll a 5. Place plates on each face of truss at each joint and 07$ �' CS-6embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPII I. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERSAIFITERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12, Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13, Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior EV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPl1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Miteko Connected Wood Trusses. 04-1211R 13C ROOFTRUSS 3-3-0 100 5 3-3-0 itsk Scale = 1 12.3 44 = 2.5x4 = 2.5x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.23 Vert(LL) 0.02 4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.03 4 >999 240 BCLL 10.0 Rep Stress Incr NO WB 0,20 I Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2001/ANS195 I (Simplified) Weight: 21 lb LUMBER TOP CHORD 2 X 4 SYP N0.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 1=789/0-4-0, 3=789/0-4-0 Max Horz 1=26(load case 4) Max Upliftl=-428(load case 2), 3=-428(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1163/618, 2-3=-1163/618 BOT CHORD 1-4=-552/1094, 3-4=-552/1094 WEBS 2-4=-249/623 BRACING TOP CHORD Sheathed or 5-9-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-1-10 oc bracing. NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 428 lb uplift at joint 1 and 428 lb uplift at joint 3. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6) Designed by FDL LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=-54, 2-3=-54, 1-3=-202(F=-162) A WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ��e' Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, , �/■� i ek Symbols PLATE LOCATION AND ORIENTATION 131 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 O * For 4 x 2 orientation, locate plates 0 -'/a6" from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A 19! 0 MiTek TE!;��c K ����� AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. O U 4. Cut members to bear tightly against each other. a- 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 Mitek® Job Truss Truss Type Uty Fly Francis Addition/ RCB 04-1211R C1 ROOFTRUSS 6 1 Job Reference (optional) COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, InS. Wed Nov 10 13:13:32 2004 Page 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.00 2 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a ri BCDL 10.0 Code FBC2001/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 Scale - 1:5A PLATES GRIP MT20 244/190 Weight: 5 lb BRACING TOP CHORD Sheathed or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=-27/Mechanical, 2=171/0-4-0, 4=19/Mechanical Max Horz 2=57(load case 2) Max Uplift3=-27(load case 1), 2=-188(load case 2) Max Grav3=39(load case 2), 2=171(load case 1), 4=19(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-28/13 BOT CHORD 2-4=0/0 NOTES (5) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 3 and 188 lb uplift at joint 2. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 5) Designed by FDL LOAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, 11111111111111(w Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Suite u300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 01 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTe k Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System AGeneraf Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss l . Additional stability bracing for truss system, e.g. diagonal and securely Seat. or X-bracing, is always required. See BCSI1. 0-'/wn 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack C74 materials on inadequately braced trusses. o a 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate m � ,. ao OC&7 other interested parties. plates 0 - /16" from outside a0 °� < U 4. Cut members to bear tightly against each other. edge of truss. 5. Place plates on each face of truss at each joint and c'scsb O� embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII I. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots, Second is to camber for dead load deflection. dimension is the length parallel 10, Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified, by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings u1i 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior Lip reaction section indicates joint approval of a professional engineer. number where bearings occur. 16, Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate k d 4 t B © 2004 MiteV Connected Wood Trusses, Job russ rusS I yp Qty Ply Francis Addition/ RCB 04-1211R C1A ROOF TRUSS 2 1 Job Reference (optional) COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Ir>f. Wed Nov 10 13:13:32 2004 Page 1 -1 a1-0 1-M 1-4-0 1-0-0 Scale = 1:5.4 4.0p 12 1 Ti 1�A / 2x4 = 1-0-0 r 1-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.00 2 n/r 180 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.00 2 n/r 80 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0,00 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 5lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 1-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 0 REACTIONS (lb/size) 3=145/Mechanical, 4=20/Mechanical Max Horz 3=-500(load case 2), 4=557(load case 2) Max Uplift3=-148(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-523/481 BOT CHORD 2-4=-461/557 NOTES (6) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 lb uplift at joint 3. 4) Non Standard bearing condition. Review required. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) Designed by FDL LOAD CASE(S) Standard e WARNING - Verijy design parameters and READ (VOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Suite #300 Chesterfield, MO 63017 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is The responsibility of The building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and securely seat. * For 4 x 2 orientation, locate plates 0 - 1/16' from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 ir O U a O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A O U a d AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1, Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPli. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 Mitek® Job Truss Truss lype Uty my 04-1211R C3 ROOF TRUSS 8 1 �Fran=Ajdition/RCB Job Reference (optional) COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, Fl- / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:33 2004 Page 1 -1-0-0 3-0-0 3 1.4-0 3-0-0 Scale = t 8.5 4 00 F12 2 Tt at t 2x4 = 4 V 3-0-0 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-0-0 oc purlins. qOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=53/Mechanical, 2=233/0-4-0, 4=55/Mechanical Max Horz2=104(load case 2) Max Uplift3=-70(load case 2), 2=-193(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/22, 2-3=-33/13 BOT CHORD 2-4=0/0 NOTES (5) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 3 and 193 lb uplift at joint 2. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 5) Designed by FDL LOAD CASE(S) Standard A WARNING - Ver III design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 41300 Chesterfield, MO 63017 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated, 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-Sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSI1. t TOP CHORDS 3 2. Never exceed the design loading shown and never stack � C74 materials on inadequately braced trusses. a,4 3. Provide copies of this truss design to the building 0. designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 2C,2"30 �,33 0 other interested parties. plates 0 - IN" from Outside a- < U 4. Cut members to bear tightly against each other. edge of truss. a. 5. Place plates on each face of truss at each joint and C7-8 C6-' °5-6 embed fully. Knots and wane at joint locations are BOTTOM CHORDS *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI I. * Plate location details available in Welk 20/20 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERSAETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) Occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16, Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. /� M iTeko DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 14:81101 © 2004 MiteV Connected Wood Trusses. Job Truss truss type Uly y Francis Addition/ RCB I I04-1211R C5 ROOF TRUSS 6 1 Job Reference (optional) COX (RCB)t Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:33 2004 Page 1 -1-4.0 5-0-0 1.4-0 5-M to = 1:11.6 4 00 12 T1 2 61 4 5.0-0 5-M LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.28 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.05 2-4 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a ¢CDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 18lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-0-0 oc purlins. SOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=116/Mechanical, 2=318/0-4-0, 4=95/Mechanical Max Horz 2=1 51 (load case 2) Max Uplift3=-153(load case 2), 2=-225(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/22, 2-3=-64/30 BOT CHORD 2-4=0/0 NOTES (5) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 3 and 225 lb uplift at joint 2. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 5) Designed by FDL LOAD CASE(S) Standard e WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Suite #300 Chesterfield, MO 63017 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSM9 and BCSI1 Building Component MiTek, Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property -411 13/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSII . t 3 TOP CHORDS 2. Never exceed the design loading shown and never stack cl-z cza materials on inadequately braced trusses. �*For 4 WEBZ 3. Provide copies of this truss design to the building � O designer, erection supervisor, property owner and all 4 x 2 orientation, locate � �,. 3 o 3 other interested parties. plates 0 - /16" from outside edge of truss. a "� < U 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and c7-6 c6-7 cs-6 OR embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPl1. _ required direction of slots in 8 7 6 5 6 assumes trusses suitably protected from connector plates. environment in accorldbe tthe'gn with A SI/TPl 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified, by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. t�w (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior lip reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate • © 2004 Miteke Connected Wood Trusses. Job Truss Truss lype y Francis Addition/ RCB 04-1211R C5A ROOF TRUSS 2 1 Job Reference o tional L COX (RCB)/ Randall Byrd, PE k23451/ 2325, Jason St. Merritt Island, FL / (321) 453-5564 2x4 = 6.100 s Aug 25 2004 Mi I ek inauslrle5, InG. VWV - . v ,J. I.—'— , oy Scale = 1:12.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.03 1-3 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.05 1-3 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a EJCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 15lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=224/0-4-0, 2=129/Mechanical, 3=95/Mechanical Max Horz 1=119(load case 2) Max Upliftl =-1 05(load case 2), 2=-171(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-68/34 BOT CHORD 1-3=0/0 NOTES (5) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 1 and 171 lb uplift at joint 2. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 5) Designed by FDL LOAD CASE(S) Standard A WARNING - Ver(fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, 0r_1" Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for art individual building component. Suite 1*300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/*Center plate on joint unless x,y d Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSI1. 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack Q-z c2-3 materials on inadequately braced trusses. WEBS c,14 3. Provide copies of this truss design to the building � designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate _ °' 3�'� 30 X°X\k\� other interested parties. plates 0 -' /�b" from outside edge of truss. a �U OR 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and c7-8 06-7 cOR embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. _ required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10, Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MITek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Miteke Connected Wood Trusses. Job l russ russ Type Qty ly Francis Addition/ RCB 04.1211R EJ7 ROOFTRUSS 17 1 Job Reference (optional) COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6,100 s Aug 25 2004 MiTek Industries, Inc. Wed No 10 13:13:33 2004 Pagel -1.4-0 7-0-0 3 1-0-0 7-0.0 Scale = 1:15 8 4 00 12 Ti 2 61 4 W = 7.0-0 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TIC 0.63 Vert(LL) -0.11 2-4 >737 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.22 2-4 >368 240 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 24lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. SOT CHORD 2 X 4 SYP No-2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=174/Mechanical, 2=408/0-4-0, 4=135/Mechanical Max Horz2=198(load case 2) Max Uplift3=-229(load case 2), 2=-265(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/22, 2-3=-93/45 BOT CHORD 2-4=0/0 NOTES (5) 1) Wind: ASCE 7-98: 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 229 lb uplift at joint 3 and 265 lb uplift at joint 2. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 5) Designed by FDL LOAD CASE(S) Standard e WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE, 14515 N. Outer Forty, �® Design valid for use only with Welk connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Chesterfield, MO 63017 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Mil is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI I Building Component M Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. e,\44 Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 _11le * For 4 x 2 orientation, locate Plates 0 - 1/16" from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Q CE O U ti Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all ¢ other interested parties. O U 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. 12, Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior 16, approval of a professional engineer. Install and load vertically unless indicated otherwise. MiTek® • © 2004 MiteV Job Truss Truss I ype Qty y Francis Addition/ RCB 104-1211R EVA ROOF TRUSS 5 1 Job Reference (optional) COX (RCB)/ Randall Byrd, PE It23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:33 2004 Page 1 7.M 7-M Stele= 113.4 4 00112 T1 81 2x4 = 7-M 3 7-M Plate Offsets (X Y): [1:0 1 6 0 0 2] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.12 1-3 >704 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.23 1-3 >352 240 DCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 22lb LUMBER BRACING 'POP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 7-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=323/Mechanical, 2=186/Mechanical, 3=138/Mechanical Max Horz 1=167(load case 2) Max Upliftl =-1 53(load case 2), 2=-244(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-95/48 BOT CHORD 1-3=0/0 NOTES (5) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 1 and 244 lb uplift at joint 2. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 5) Designed by FDL LOAD CASE(S) Standard WARNING - Verb design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. suite #300 Chesterfield, MO 63017 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only, Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component MiTek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1 Symbols PLATE LOCATION AND ORIENTATION *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 1 /19, * For 4 x 2 orientation, locate plates 0 - 1/16" from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur, Icons vary but EV reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI l : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, 0 O U a O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths t 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A TEE-LOK a cr O U d O H ►General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16, Install and load vertically unless indicated otherwise. © 2004 MiteV Wob Truss Truss Type Uly Fly Francis Addition/ RCB 04-t211R H7 ROOF TRUSS 3 1 Job Reference (optional) COX (RCBy Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6,100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:34 2004 Page 1 -1.10-10 5-4-12 1 - 9-10-13 1 1-10-10 54-12 4.6-1 Scale = 1:19.4 4 2 83 F12 3x4 = 3 1 M r� 1 N 2 7 6 5 1x4 II 3x4 = 2.5x4 = 5A-12 9-1 U 13 541.12 4-6-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TIC 0.48 Vert(LL) -0.07 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.13 6-7 >909 240 BCLL 10.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 40lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-6-13 oc purlins. qOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-12 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 4=226/Mechanical, 2=510/0-5-11, 5=512/Mechanical Max Horz 2=243(load case 2) Max Uplift4=-280(load case 2), 2=-346(load case 2), 5=-174(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/23, 2-3=-1253/543, 3-4=-81/38 BOT CHORD 2-7=-715/1202, 6-7=-715/1202, 5-6=0/0 WEBS 3-7=0/307, 3-6=-1260/750 NOTES (7) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 280 lb uplift at joint 4, 346 lb uplift at joint 2 and 174 lb uplift at joint 5. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) Designed by FDL LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=-3(F=25, B=25)-to-4=-134(F=-40, B=-40), 2=0(F=20, B=20)-to-5=-99(F=-29, B=-29) e WARNING - Very # design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 0300 Chesterfield, MO 63017 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property I'/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required. See BCSI1. 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c,-z materials on inadequately braced trusses. a 4 3. Provide copies of this truss design to the building T o designer, erection supervisor, property owner and all For 4 x 2 orientation, locate Z23 �,0other interested parties. plates 0 - 1/I6" from outside a �^� < = Q 4. Cut members to bear tightly against each other. edge of truss. 0 a5. Place plates on each face of truss at each joint and 07.8C&8 embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPl1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13, Bottom chords require lateral bracing at 10 ft. spacing, BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior EV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16, Install and load vertically unless indicated otherwise. Industry Standards: ANSIITPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MTek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 MiteV Connected Wood Trusses. ;Job Truss I ruSS Type y Francis Addition/ RCB 04-1211 R 1-17A ROOF TRUSS 1 1 Job Reference (optional) COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:34 20D4 Page 1 -1-10-10 5.8.11 9.10-13 1-10-10 5.8-11 4-2-2 Scale = 119.1 4 i I 2.83 12 3x4 i 3 I 1 wi wz HW 2 B1 I 2x5 = 7 6 5 1x4 II. 3x4 = 2xB II 1-8-2 5-8-11 9-10-13 1.8-2 4-0.10 4-2-2 Plate Offsets (X Y)' [2'0-3-10 0-0-7] [2'0-0-2 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.69 Vert(LL) 0.06 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.11 6-7 >999 240 SCLL 10.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 42 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-7-14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-4 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.2 REACTIONS (lb/size) 4=207/Mechanical, 5=535/Mechanical, 2=505/0-4-0 Max Horz 2=242(load case 2) Max Uplift4=-259(load case 2), 5=-197(load case 2), 2=-338(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/23, 2-3=-1213/522, 3-4=-75/35 BOT CHORD 2-7=-690/1162, 6-7=-690/1162, 5-6=0/0 WEBS 3-7=0/326, 3-6=-1237/734 NOTES (6) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=23ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 lb uplift at joint 4, 197 lb uplift at joint 5 and 338 lb uplift at joint 2. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6) Designed by FDL LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=-2(F=26, B=26)-to-4=-134(F=-40, B=-40), 2=-O(F=20, B=20)-to-5=-99(F=-29, B=-29) e WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE BIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSI l . 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c,-2 materials on inadequately braced trusses. O 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate ZC2 ° `�,3o ba other interested arties. pplates 0 -'/16" from Outside CLV4. Cut members to bear tightly against each other. edge of truss. R a5. Place plates on each face of truss at each joint and c7-a embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 b. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated b symbol shown and/or y y BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified, by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output, Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings u3j 14. Connections not shown are the responsibility of others. (supports) occur, Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. 9F number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate B © 2004 Miteke Connected Wood Trusses. Job I russ Iruss lype y �FranmAddition/ RCB 04-1211F �1`113 FLOOR 1 1 Job Reference (optional) COX (RCB)/ Randall Byrd, PE 423451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:52 2004 Page 1 0-1k8 Scale = 1:33.9 3x6 FP= 30 II 1 2 3 4 5 6 Ti 7 8 9 10 11 12 13 14 T�15 16 17 5 DIYY 94 30 = 3x6 FP= 30 II 20-1.8 20.1.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 18 n/a n/a BCDL 5.0 Code FBC2001/ANSI95 (Matrix) Weight: 88lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. QOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 OTHERS 4 X 2 SYP No.3 REACTIONS (lb/size) 34=63/20-1-8, 18=63/20-1-8, 33=152/20-1-8, 32=145/20-1-8, 31=147/20-1-8, 30=147/20-1-8, 28=147/20-1-8, 27=147/20-1-8, 26=147/20-1-8, 25=147/20-1-8, 24=147/20-1-8, 23=147/20-1-8, 22=147/20-1-8, 21=146/20-1-8, 20=148120-1-8, 19=142/20-1-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 34-35=-57/0, 1-35=-56/0, 17-18=-55/0, 1-2=-9/0, 2-3=-9/0, 3-4=-9/0, 4-5=-9/0, 5-6=-9/0, 6-7=-9/0, 7-8=-9/0, 8-9=-9/0, 9-10=-9/0, 10.-11=-9/0, 11-12=-9/0, 12-13=-9/0, 13-14=-9/0, 14-15=-9/0, 15-16=-9/0, 16-17=-9/0 BOT CHORD 33-34=0/9, 32-33=0/9, 31-32=0/9, 30-31=0/9, 29-30=0/9, 28 29=0/9, 27-28=0/9, 26 27=0/9, 25-26=0/9 24-25=0/9, 23-24=0/9, 22-23=0/9, 21-22=0/9, 20-21=019, 19-20=0/9, 18-19=0/9 WEBS 2-33=-138/0, 3-32=-132/0, 4-31=-134/0, 5-30=-133/0, 6-28=-133/0, 7-27=-133/0, 8-26=-133/0, 9-25=-133/0, 10-24=-133/0, 11-23=-133/0, 13-22=-133/0, 14-21 =-1 33/0, 15-20=-13410, 16-19=-132/0 NOTES (8) 1) All plates are 1x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) Designed by FDL LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. MiTeke ,�•�r-per-r__�r_�� r-r-. Y Y V Y Y Y ����!�����!" _. ' �_il►�.�!i!i!�!i!i!i!i?i!i?i►!i!i!i!�!i!i!w!i!i!i!+i�i!i!i!i!i!i s: Symbols PLATE LOCATION AND ORIENTATION I'/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 O * For 4 x 2 orientation, locate X plates 0 - Vm" from outside edge of truss. a - o *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all a: other interested parties. O U 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 MiteV Job I russ Truss I ype Qty y Francis Addition/ RCB 04-1211F F1E FLOOR 15 1 Job Reference (optional) COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.1OD s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:52 2004 Page 1 0.1-8 H 1 1-3-0I 1F-0-12r 2-0-0 11-0-12 Scale = 1.33.9 4x4 = tx3 II 3x3 = 1x3 = 3x5 = 3x3 = 10 II 3x3 = 10 II tx3 It 3x3 = 3x6 FP= 3x5 = 46 = 1 2 3 4 5 6 7 8 9 10 11 12 13 5 81 Y 23 22 21 20 19 18 17 16 15 14 3x3 = 4x5 = 3x5 = 3x8 MT20H FP = 3x3 = 3x3 = 3x5 = 3x5 = 45 = 3x3 11 3x5 = 20-1-8 20-1.8 Plate Offsets (X Y): [1 Edge 0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.38 18-19 >630 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.52 18-19 >458 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 14 n/a n/a BCDL 5.0 Code FBC2001/ANS195 (Matrix) Weight: 106lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) 24=1087/0-7-0, 14=1093/Mechanical FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 24-25=-1082/0, 1-25=-1080/0, 13-14=-1086/0, 1-2=-1118/0, 2-3=-2795/0, 3-4=-3935/0, 4-5=-3935/0, 5-6=-4455/0, 6-7=-4455/0, 7-8=-4455/0, 8-9=-3935/0, 9-10=-3935/0, 10-11=-3935/0, 11-12=-2796/0, 12-13=-1117/0 BOT CHORD 23-24=0/56, 22-23=0/2109, 21-22=0/3453, 20-21=0/3453, 19-20=0/4267, 18-19=0/4455, 17-18=0/4267, 16-17=0/3453, 15-16=0/2111, 14-15=0/0 WEBS 1-23=0/1444, 13-15=0/1486, 2-23=-1378/0, 12-15=-1383/0, 2-22=0/954, 12-16=0/952, 3-22=-916/0, 11-16=-914/0, 3-20=0/654, 4-20=-112/0, 11-17=0/655, 9-17=-113/0, 5-20=-452/0, 8-17=452/0, 5-19=01276, 8-18=0/276, 6-19=-180/0, 7-18=-180/0 NOTES (6) 1) All plates are MT20 plates unless otherwise indicated. 2) Refer to girder(s) for truss to truss connections. 3) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Designed by FDL LOAD CASE(S) Standard WARNING - VerWy design parameters and READ NOTES ON THIS AND REVERSE BIDE BEFORE IISE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Suite 0300 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSO-89 and BCSI1 Building Component MiTek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. 1 Symbols PLATE LOCATION AND ORIENTATION -61 14-t3/4 * Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. * For 4 x 2 orientation, locate plates 0 -'/16" from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. CONNECTOR PLATE CODE APPROVALS BOCA ICBO BEARING SBCCI Indicates location where bearings (supports) occur. Icons vary but IV reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPi1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 96-31, 95-43, 96-20-1, 96-67, 84-32 4922, 5243, 5363, 3907 9667, 9730, 9604B, 9511, 9432A AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. O U 4. Cut members to bear tightly against each other. °- 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10, Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14, Connections not shown are the responsibility of others. 15, Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. install and load vertically unless indicated otherwise. © 2004 Miteke Job Truss Truss Type y Francis Addition/ RCB ,04-1211F F1F FLOOR 1 1 Job Reference (optional) COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:53 2004 Page 1 Scale = 128.6 3x3 II 1 2 3 4 5 6 7 Ti 8 9 10 11 12 13 14 9 1 1 1 1 1 1 1 1 1 1 1 1 q v 3x3 = 3x3 II 17-0-9 17-0-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 15 n/a n/a BCDL 5.0 Code FBC2001/ANSI95 (Matrix) Weight: 76lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. �OT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. EBS 4 X 2 SYP No.3 OTHERS 4 X 2 SYP No.3 REACTIONS (lb/size) 28=60/17-0-9, 15=40/17-0-9, 27=155/17-0-9, 26=145/17-0-9, 25=147/17-0-9, 24=147/17-0-9, 23=147/17-0-9, 22=147/17-0-9, 21=147/17-0-9, 20=147/17-0-9, 19=147/17-0-9, 18=145/17-0-9, 17=153/17-0-9, 16=116/17-0-9 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 28-29=-55/0, 1-29=-55/0, 14-15=-32/0, 1-2=-7/0, 2-3=-7/0, 3-4=-7/0, 4-5=-7/0, 5-6=-7/0, 6-7=-7/0, 7-8=-7/0, 8-9=4/0, 9-10=-7/0, 10-11=-7/0, 11-12=-7/0, 12-13=-7/0, 13-14=-7/0 BOT CHORD 27-28=0/7, 26-27=0/7, 25-26=0/7, 24-25=0/7, 23-24=0/7, 22-23=0/7, 21-22=0/7, 20-21=0/7, 19-20=0/7 , 18-19=0/7, 17-18=0/7, 16-17=0/7, 15-16=017 WEBS 2-27=-140/0, 3-26=-132/0, 4-25=-134/0, 5-24=-133/0, 6-23=-133/0, 7-22=-133/0, 8-21=-133/0, 9-20=-133/0, 10-19=-134/0, 11-18=-132/0, 12-17=-138/0, 13-16=-110/0 NOTES (8) 1) All plates are 1x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) Designed by FDL LOAD CASE(S) Standard WARNING - Verb design parameters and READ NOTES ON TBIS AND REVERSE BIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek Safety Information available from Truss Plate Institute, 683 D'Onohio Drive, Madison, WI 53719. 1 Symbols PLATE LOCATION AND ORIENTATION 1'/. *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0-yd' O * For 4 x 2 orientation, locate plates 0 - 1/16" from outside a. edge of truss. o *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. 5FAt4t7_1q-3:7_TOII'! Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. ,General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all pr other interested parties. O U 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior 16. approval of a professional engineer. Install and load vertically unless indicated otherwise. MiTek® © 2004 Mitek® jJob Truss Truss Type Uty y Francis Addition/ RCB I �04-1211F FIG FLOOR 14 1 Job Reference (optional) COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:53 2004 Page 1 0.1-8 H '� 011-8 ; Scale = 1:28 6 4x4 = 1x3 - 4x6 = 5 6 7 8 1 2 3 4 Tj 9 Iq lv 17 16 15 14 13 12 11 10 9 4x4 = 1x3 II 1x3 II 04 = 17-2-0 i 17-2-0 Plate Offsets (X Y): [1:Edge 0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.21 13-14 >969 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.29 13-14 >701 240 gCLL 0.0 Rep Stress Incr YES WB 0.50 Holz(TL) 0.06 9 n/a n/a 13CDL 5.0 Code FBC2001/ANSI95 (Matrix) Weight: 89lb CUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) 18=924/0-7-0, 9=930/Mechanical FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 18-19=-919/0, 1-19=-918/0, 8-9=-924/0, 1-2=-933/0, 2-3=-2278/0, 3-4=-3032/0, 4-5=-3228/0, 5-6=-3032/0, 6-7=-2279/0, 7-8=-931 /0 BOT CHORD 17-18=0/47, 16-17=0/1755, 15-16=0/2774, 14-15=0/3228, 13-14=0/3228, 12-13=0/3228, 11 -1 2=0/2774, 10-11=0/1757, 9-10=0/0 WEBS 1-17=0/1203, 8-10=0/1240, 2-17=-1144/0, 7-1 0=-1 149/0, 2-16=0/728, 7-11=01726, 3-16=-690/0, 6-11=-688/0, 3-15=0/358, 6-12=0/359, 4-15=-304/0, 5-12=-304/0, 4-14=0/15, 5-13=0/14 NOTES (6) 1) All plates are 3x3 MT20 unless otherwise indicated. 2) Refer to girder(s) for truss to truss connections. 3) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Designed by FDL LOAD CASE(S) Standard O WARNING - Verb design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. suite #300 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DSM9 and BCSI1 Building Component MiTek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. 1 Symbols PLATE LOCATION AND ORIENTATION 13/1 *Center plate on joint unless x,y offsets are indicated, Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 -11te * For 4 x 2 orientation, locate plates 0 -'/16" from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur, Icons vary but reaction section indicates joint number where bearings occur, Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 O 2 U a OR Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A 19! 0 MiTeko EN TEE-LOK ��� ■I RV AGeneral Safety Dotes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building Q designer, erection supervisor, property owner and all pr other interested parties. O v 4. Cut members to bear tightly against each other. d 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 Miteko �Job Truss Truss Type i QtY ply I Francis Addition/ RCB 04-1211F F1G-G FLOOR it Z (Job Reference (optional) COX (RCBy Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:53 2004 Page 1 24-14 4-8-0 7-0-0 10-2-0 12-6-0 14-9-2 17-2-0 1 1 1 1 24-14 2-3-2 24-0 3-2-0 24.0 2-3-2 24-14 Scale = 1:29.4 1x4 II 606 MT20H= 2x4 it 3x8 = 3x9 = 1x4 II 49 = 13x4 = 2 3 17 4 18 5 6 7 8 I i 13 12 11 10 9 1.5x4 II 404 = 3x6 II 606 MT20H= 3x4 = 1x4 II 416 = 3x4 II 24-14 4-8-0 7-M 10-2-0 1 12-" _ 14-9-2 1 17-2-0 + 1 1 24-14 2-3-2 24-0 3-2-0 24-0 2-3-2 24-14 Plate Offsets (X Y) [3 0-4-8 0-2-0] [5'0-3-8 0-1-8] [13:0-7-12 0-2-4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.87 I Vert(LL) 0.03 12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.36 11-12 >408 240 MT20H 187/143 BCLL 10.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.03 9 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 167lb ILUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-2-10 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 3-11-6 oc bracing. WEBS 2 X 4 SYP No.3 'Except' W1 2 X 4 SYP No.2, W1 2 X 4 SYP No.2 W2 2 X 4 SYP No.2, W2 2 X 4 SYP No.2, W4 2 X 4 SYP SS W4 2 X 4 SYP SS, W2 2 X 4 SYP No.2, W2 2 X 4 SYP No.2 REACTIONS (lb/size) 16=-1310/4-8-0, 9=5035/Mechanical, 15=-1791/4-8-0, 14=11271/4-8-0 Max Upliftl6=-1310(load case 1), 15=-1849(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-16=0/1412, 1-2=0/3445, 2-3=0/3445, 3-17=-4127/0, 4-17=-4127/0, 4-18=-4127/0, 5-18=4127/0, 5-6=-12265/0, 6-7=-8534/0, 7-8=-8534/0, 8-9=-4706/0 BOT CHORD 15-16=-43/0, 14-15=-10366/0, 13-14=-10366/0, 12-13=0/12265, 11-12=0/12752, 10-11=0/12752, 9-10=01852 WEBS 1-15=-3785/0, 2-15=-139/101, 3-15=0/7621, 3-14=-10464/0, 3-13=0/15871, 4-13=-4001/0, 5-13=-8568/0, 5-12=0/240, 6-12=-533/0, 6-11=0/194, 6-10=-4644/0, 7-1 0=-1 843/0, 8-10=0/8459 NOTES (14) 1) 2-ply truss to be connected together with 10d Common(.148"xY) Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. Continued on page 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ors® Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/d *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. Q O * For 4 x 2 orientation, locate plates 0 -'/16" from outside d edge of truss. o *This symbol indicates the required direction of slots in connector plates. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI I. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. * Plate location details available in Welk 20/20 7. Unless otherwise noted, moisture content of lumber shall software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE not exceed 19% at time of fabrication, AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12, Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MITek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 MiteV Connected Wood Trusses. Job russ Truss Type y Q ply Francis Addition/ RCB 104-1211F F1G-G FLOOR 1 2 Job Reference (optional) COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:53 2004 Page 2 NOTES (14) 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1310 lb uplift at joint 16 and 1849 lb uplift at joint 15. 10) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 11) Load case(s) 1, 2, 3, 4, 5 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) Uplift for first LC exceeds limits 13) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 33781b down at 7-0-0 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 14) Designed by FDL LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 17-18=-54, 8-18=-888, 9-16=-40 Concentrated Loads (lb) Vert: 4=-3378 Trapezoidal Loads (plf) Vert: 1=-140-to-17=-213 2) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 17-18=63, 8-18=-771, 9-16=-10 Concentrated Loads (lb) Vert: 4=-3378 Trapezoidal Loads (plf) Vert: 1=-23-to-17=-96 3) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 17-18=63, 8-18=-771, 9-16=-10 Concentrated Loads (lb) Vert: 4=-3378 Trapezoidal Loads (plf) Vert: 1=-23-to-17=-96 4) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 `t Uniform Loads (plf) Vert: 17-18=63, 8-18=-771, 9-16=-10 Concentrated Loads (lb) Vert: 4=-3378 Trapezoidal Loads (plf) Vert: 1=-23-to-17=-96 5) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 17-18=63, 8-18=-771, 9-16=-10 Concentrated Loads (lb) Vert: 4=-3378 Trapezoidal Loads (plf) Vert: 1=-23-to-17=-96 A WARNING • VeryV design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 cr O * For 4 x 2 orientation, locate v plates 0 -'/16" from outside a edge of truss. R *This symbol indicates the required direction of slots in connector plates. * Plate location details available in Mfrek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but EV reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A c TEE-LOK BGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all p� other interested parties. O U 4. Cut members to bear tightly against each other. d 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 MiteV ;Job I rusS Truss Type Qty Ply Francis Addition/ RCB i 04-1211F F1H FLOOR 2 1 Job Reference (optional) COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:53 2004 Page 1 0.1.8 H 1-3-0 I 1-6-0 2-0-0 i 2-0-0 i� r Scale = 1:22.2 3x4 = 1x3 = 3x3 = 3x3 = 3x3 = US = 1 2 3 43x3 = 5 6 1 L 4 13 12 11 10 9 8 7 3x3 = 3x4 = 3x3 = 1x3 II 1x3 II 3x3 = 3x4 = 3x3 11 13-3-0 13-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.08 10-11 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.11 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code FBC2001/ANSI95 (Matrix) Weight: 69lb LUMBER BRACING OP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. OT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) 14=709/0-4-0, 7=715/Mechanical FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 14-15=-704/0, 1-15=-703/0, 6-7=-709/0, 1-2=-693/0, 2-3=-1579/0, 3-4=-1906/0, 4-5=-1580/0, 5-6=-691 /0 BOT CHORD 13-14=0/36, 12-13=0/1296, 11-12=0/1906, 10-11 =0/1 906, 9-10=0/1906, 8-9=0/1298, 7-8=0/0 WEBS 1-13=0/892, 6-8=0/920, 2-13=-839/0, 5-8=-844/0, 2-12=0/394, 5-9=0/393, 3-12=-412/0, 4-9=-41110, 3-11=0/16, 4-10=0/17 NOTES (5) 1) Refer to girder(s) for truss to truss connections. 2) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Designed by FDL LOAD CASE(S) Standard WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, �® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 0300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek Safety Information available from Truss Plate Institute, 683 D'Onofrio Drive, Madison, WI 53719. 1 Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. �'1/Ibn 0 O * For 4 x 2 orientation, locate plates 0 - 1/16" from outside a edge of truss. R *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated, Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA ICBO BEARING SBCCI Indicates location where bearings u1i (supports) occur. Icons vary but reaction section indicates joint 9F number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 96-31, 95-43, 96-20-1, 96-67, 84-32 4922, 5243, 5363, 3907 9667, 9730, 9604B, 9511, 9432A AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building 0 designer, erection supervisor, property owner and all pc other interested parties. O v 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14, Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 Mitek® Job russ Truss Type Uty ply Francis Addition/RCS 04-1211F F1J FLOOR 11 1 Job Reference (optional) COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6554 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:54 2004 Page 1 0-1-8 F i — 1-31-30 -1 1r 2-1-8 —� Scale = 1:17.1 U3 = 10 1! 1x3 II US = 1 2 3 4 5 6 13 9 L Y 12 11 10 9 8 7 104-8 i 104-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.03 9-10 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.28 Vert(TL) -0.04 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2001/ANS195 (Matrix) Weight: 55lb LUMBER BRACING OP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. OT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) 12=551/Mechanical, 7=557/Mechanical FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 12-13=-546/0, 1-13=-546/0, 6-7=-552/0, 1-2=-505/0, 2-3=-1131/0, 3-4=-1131/0, 4-5=-1131/0, 5-6=-503/0 BOT CHORD 11-12=0/28, 10-11=01936, 9-10=0/1131, 8-9=0/939, 7-8=0/0 WEBS 6-8=0/670, 1-11=0/648, 5-8=-605/0, 2-11=-599/0, 5-9=0/262, 2-10=0/266, 3-10=-155/0, 4-9=-153/0 NOTES (6) 1) All plates are 3x3 MT20 unless otherwise indicated. 2) Refer to girder(s) for truss to truss connections. 3) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Designed by FDL LOAD CASE(S) Standard e WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, r— Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1 Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated, Dimensions are in ft-in-sixteenths, Apply plates to both sides of truss and securely seat. * For 4 x 2 orientation, locate plates 0 -'/16" from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings t��w (supports) occur. Icons vary but lip reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 Cr O U d Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all p� other interested parties. O v 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all BOCA 96-31, 95-43, 96-20- l , 96-67, 84-32 respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior 16. approval of a professional engineer. Install and load vertically unless indicated otherwise. MiTek® • „ © 2004 Miteko Job Truss Type y Francis Addition/ RCB 04-1211F F1K FLOOR 2 1 Job Reference optional COX (RCB)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Wed Nov 10 13:13:54 2004 Page 1 0-1-8 h I 1 1-3-0 1.10-0 1x3 = 1x3 = Scale = 1:12.3 6x6 = 24 II 3x6 11 5x6 II 1 2 3 4 N1 R Art L L v 10 II 06 = 8 7 6 5 4x5 = 45 = 04 = 4-10-0 641-0 410-0 160 Plate Offsets (X Y): [2 0-3-0 Edge] [4'0-3-0 Edge] [5:Edce 0-1-81 [8:0-1-8 Edge] [9:Edge 0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.96 Vert(LL) -0.13 6-7 >566 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.87 Vert(TL) -0.18 6-7 >414 240 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.01 5 n/a n/a bCDL 5.0 Code FBC2001/ANS195 (Matrix) Weight: 45lb UMBER BRACING TOP CHORD 4 X 2 SYP No.1 D TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) 9=1749/0-7-0, 5=1749/0-7-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-1870/0, 4-5=-1776/0, 1-2=-2208/0, 2-3=-2208/0, 3-4=-1287/0 BOT CHORD 8-9=-0/0, 7-8=0/2208, 6-7=0/2208, 5-6=0/0 WEBS 4-6=0/1657, 1-8=0/2803, 3-6=-1229/0, 2-8=-1382/0, 3-7=-377/0 NOTES (5) 1) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 5) Designed by FDL LOAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5-9=-10, 1-4=-565(F=-465) WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, �® Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Suite 0300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield.MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. v/I6° 0 O * For 4 x 2 orientation, locate plates 0 - V16" from outside a. edge of truss. o *This symbol indicates the required direction of slots in connector plates. * Plate location details avallable in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. IKAt4139I;Tt4Ilii BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDAETIERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A W!0 MiTeko DER TEE-L104 �IIW■ ►General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building 0 designer, erection supervisor, property owner and all other interested parties. O U 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPII I. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication, 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 MiteV 5-0-8 32-3-0 HOLD TRUSSES BACK 1" FROM FACE OF WALL. KC -8 F1K 6-6-0 T 1 i STAIR OPENING 12-8-Q F1K 4-8-0 { 3-2-0II 6-6-0 1 3-2-0 CONVENTIONAL FRAME BALCONY O CYl f\ EXISTING WALLS SHOWN FOR CLARITY ONLY Ll1M8ER CO. 3874 Church Street, Sanford, FL 32771 Phone: (407 323-6990 Fax: ( 407) 323-S& I. Cleat to rNfeN oveol ptacemaM pW kthdfq dkne sbw, roof rot «rrq'Miler, top lord Alas, / am4varkngtls hsJ heights, tearing 9 non-heerar0 val locations and heights. 2. Clem to review entry and / or zdher andtlons that na*&. �q of peeiq overhangs or ontSevers to ensee proper truss dstgn. 3. Clkot to review AMU anchbow such as, hung horn oelYq, neassed Into oAng or attic mourMrd. It Is the denCs resporsblly to khbrm bus plant Ofbodom size, and MOM am* rt to a lean spKW aord0ors: such as bean bads, dropped soft bads and skyft locations to esure proper truss design / pboenat. S. Ceing Maps and wisps not show" are to be fkld lranhcd by dent. 6. Hip and mrw pads not rant arc to be tut in the Reid by others. 1. Overhangs arc N4 or b4 no flbddrug Is appld. a. Overhangs are wraMwed Mot, tart to fir b reel. 9. Temporary or permandR bra" is net kxkxW in truss package. 10. Esc tosses per HB-91 Sunnary Sheet Prior to erabng tsusss C refer to a®led owe apberbp shoes for ad0onal knportrx Mo. 11. s s the dkrt's r -,; , " — to moridbale delvery dater velth buss plan. Toss delay wi be on the agreed upon daft w1 h tress pink. 12. Oe t to tnovide a madmd Batton for delve y. Lotion must be r aassibk level and dmr or mane" and debrs. In tku or the, trusses wR be delvered In the bet avalable botbn at our driver's discretion. No drergs wR be aarpad F above aeerk s not met. 13. Al true repairs mast be aoordkMW tfau the bus plant Do Not CA Any Trusses I I mhtaa, n buss plant with specks d pmblen. 14. No bad carps or acne dar9s of any kid wR be awepfed obese spook* approved in writing by buss plant management. IS. Nate: One approved tryout must be returned to buss Piet before faMatbn / sdheMdng. 16. '-' Upon so*V you agree that you hove revkwgd this placernena plan b is entirety. Approved Br: Approval Date : Requested Delvery Date: Loadrg: 47 PSF, Sho-igfe; 20TCLL, 7 TCDL,10 8CLL,10 BCDL DOL-1.25 s T.0 PRdh 4 / 12 Wkd Cade NISI / ASCE 7,96 $ B.0 PM 0 / 12 Design Mad MWRt5 / FBC 2001 T.0 Stm 2 x 4 Wind Speed 120 mph / Exp. 6 Had HgL 2x4 Nam V Mean HgL n Mb. � Mock Buadbg CaL It w Centllvw N/A Importance Fador 1.00 sn Overhang 1'< Enclosure ParttMy Fndosed p O.H. Cat Moth Enclosure Lanal Psrdely Esdosed Spacing bC O.0 &4bwm a" Partly Erdased Lumber SYP t� THD26 - lVp. SkWe Ply Roof Truss PGWZI - Ty Ploer Toss W ® TMM2 ® TMU-26 ® H1G26 S N46-L ® THDH28.2 m THD-46 ® eUC•28 Sf0H6R m THM28-3 m me -a T msmu-IF wegeraw- --- — ---' by IISP Sbuclawal CDnrAM2 rs w k= rssbad 74- Brg HgL �' 20'd Bry. HgL aY Ensaq was r. z---r -n I Clint : Lloyd Francis Pam: Addition to the Francis Residence Model: z Addition/Renovation !+ LW StAdNsidVShCt AdMess: 2401 Marquette Avenue, Sanford, Fl cainty : Seminole Dare HAW Sot PITS PWh Daft Dawn By RCS Sheet a l of 2 1 COX ]obi 04-1 65-0-0 19-3-0_ 10-0 32-3-0 11-8-0 -- DQSTING ---- -- - --- DQSTING 8-0-8 n n n n V U u7 u7 u7 u7 0 C r n FRAME DOWN 1E MC V V - HEADER OTHERS I I 6-6-0 1 4-8-8 5-0-8 6-6-0 5-0-8 2F PLY) 4-8-0 1 3-6-0 Ln U V Q C3 5-10-0 1 3-6-0 12-5-81 6-6-0 12-8-8 EXISTING WALLS SHOWN FOR CLARITY ONLY UMKRCO. 3874 Church Street, Sanford, FL 32771 Phone: 407 323-6990 Fax: ( 407 ) 323-5& I. pier to iMew overall pacehet Plan Inns" h n dlinersiom rod and aww codllos, top chord she, overhang / can9ee l nlifthed . rs .s, le ad ig fi nos-beraril wall bntbrt lied hetpha. 2. Olds to view a" and / or aline tanatbes that reuuk canhes of peels, overhangs or ContYews to enure pope truss design. 3. Olant to review AMU conditions such as, hung from calling, r Into sing Or atrk ncolcW. Q is the d1i resp=Uft to I AM truss plant of locations, sta, and wetglis. 4. O'am to review special mnditloni; such as beam bade, dropped son beds and dwfbe locaUos to ensure proper toss design / placeneA. S. CeRng drops and valets not shown are to be field framed by client. 6. KV and comer Jacks not at are to be cut an the field by chess. 7. Overhangs are 2a4 or 2m6, no b- " n is applied. B. Overhangs arc considered wid, cut to fit in Red. 9. Tenporary, or permanent - --1 Is not Included ded in true peciage. IQ Eecl tosses per M "I Summary Sheet. Prior to ere ti ng trusses; eeettL refer m sealed tnss egbeag sheets for additional amPorcant lift. 11. It Is the can. MWMSbw to doatlbate delvey dates with truss pWi. Tens deFimey wit be on the agreed upon date with truss pant. 12. Client W provide a marked location for delivery. Location must be amamft level and clear of materials and debris. In tan of this, trusses wall be deFaed In the best available' ' at our drhCs d" . 'M. - No doges wit be amepted r above abet Is rat met. AN tr 13. uss reP*s must be coordinated thro the truss plan. Do Not Out Any Trews before contsi truss Paco with specilhs of problem. 14. NO bads charges or crane doges of any tad will es be aaspted od sParllcaIV approved in w Its by loans tit manydnant. IS. Note: One approved layout most be returned to tests plant hafte fabrldatbn / sd ischda g. 16. " Upon sir" you agree that you have reviewed this placement plan inks liar rety. Approved By : Requested Oelvery Date: Loading: 47 PSF, Shingle; 20 TCLL, 7 TCDL, 10 Ba410 BCDL DOL-1.25 S T.C. pads 4 / 12 Wind Cade : ANSI / AXE 7-98 B.C. Pftcln 0 / l2 Design Method MWFRS / FBC 2001 T.C. State 2 z 4 Wind Speed 120 mph / Ep. B v Meet Hilt. 2%4 Nor Mean Mgt. 2Y Min. Bay. elodc NCJdllve N/A Wipppnce Fads : 1.00 ai 1 Enclosure Partaly, Enclosed p O.M. Cut Pbrstb Enclosure umm Pwtaly FtKI Spec" 24. O.0 Enclosure EirN Partially Enclosed Lambe Syp V� THD26 a Tjp. Shngie Ply Roof True MSN422 = TyP. FIW Tnue W ® THD20-2 ® TW26 Q KX-26 ® w"r'L lL`g� ® THI*1 -2 e T 46 ® KX-26 Q SWA64t ® D OH26.3 (V THD48 ®f45M422-IF 8 are wnnr m..l by LISP Stsuctand Connection unless noted 94' &g. Hgt O r zvv Beg. Hill. N Ae ' - 1MW Above Finished Roos Client: Lloyd Francis Project: Addition to the Francis Residence Modrk = Addition/Renovation ►r I eft/ StAdhiiorVSbeet Address : 2401 Marquette Avenue, Sanford, FI County : Seminole Date 11/10/04 Sloe PITS Plan Date I Dram M RCB Sheet t 2 or 2 1 COK i0b t 0+1211 FORM1500A-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Lloyd Francis Builder Address: 2901 Margarette Av. Permitting Office: City, State: Sanford, FI Permit Number. Owner. Mrs Lloys Francis Jurisdiction Number. Climate Zone: Central 1. New construction or existing 2. Single family or mnUi-family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (it=) 7. Glass area & type Single Pane a. Clear glass, default U-factor 72.8 117 b. Default tint 0.0 A2 a Labeled U or SHGC 0.0 W 8. Floor types a. Raised Wood, Adjacent b. N/A G N/A 9. Wall types a Frame, Wood, Exterior b. N/A c. NIA d. N/A e. NIA 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealetl):lnierior b. N/A Addition _ Single fandl — 1 — 2 _ No _ 1612 ft' Double Pane — 87.9 fV 0.0 A2 — 0.0 ft' ft' — R=I l.tl, 1181A ft' R=30.0, 1612.0 W Sup. R-6.0, 50.0 fl — 12, Cooling systems a. Cenral Unit b. N/A c. NIA 13. Heating systems a Electric Heat Pump b. N/A c. N/A 14. Hat water systems a_ NIA & NIA c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat lump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, M7-C-Multizone cooling, MZ-N Multizone heating) Glass/Floor Area: 0.10 Total as-buiR points: 15895 PASS Total base points: 15984 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: Kl A M o a C A M P(+tJ A DATE: Te A, -o - o y I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: Cap: 48.0 kBtu/hr — SEER- 10.00 — Cap: 48.0 kBtu/bt _ HSPF: 6.80 CF, — EneravGauoe® (Version: FLRCPB v3.30) FORM 130OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: 2901 Margarette Av., Sanford, Fl, PERMIT #: I BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type= Omt Len Hgt Area X SPM X SOF = Points .18 1612.0 25.78 7480.3 Double, Clear N 2.0 6.0 61.7 2625 0.90 1461.8 Single, Clear S 2.0 5.0 15.0 4822 0.75 543.6 Single, Clear S 2.0 8.0 36.8 4822 0.87 1539.2 Dot bie, Clear S 2.0 8.0 26.3 41.92 0.87 955.7 Sine, Clear E 2.0 6.0 15.0 63.97 0.85 820.3 Single, Clear W 2.0 4.0 6.0 57.68 0.74 255.7 As-&M Total: 160.7 5576.3 WALL TYPES Area X BSPM = Points Type R Value Area X SPM = Points Adjacent 0.0 0.00 0.0 Frame, Wood, Exterior 11.0 1181.0 1.90 2243.9 Exterior 1181.0 1.90 2243.9 Base Total: 1181.0 2243.9 As4Ek t Total: 1181.0 2243.9 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 0.0 0.00 0.0 Exterior IrsLiated 20.4 4.80 97.9 Exterior 34.0 4.80 1632 Exterior hmiated 13.6 4.80 65.3 Base Total: 34.0 163.2 As-BuiR Total: 34.0 163.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1612.0 2.13 3433.6 Under Attic 30.0 1612.0 2.13 X 1.00 3433.6 Base Total: 1612.0 3433.6 As -Built Total: 1612.0 3433.6 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 0.0(p) 0.0 0.0 Raised Wood, Adjacent 19.0 1612.0 1.00 1612.0 Raised 1612.0 -3.43 -5529.2 Base Total: -5629.2 As43uilt Total: 1612.0 1612.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 1612.0 14.31 23067.7 1612.0 14.31 23067.7 EneravGauoe D DCA Form 60OA-2001 EnerovGauoe6ffibRES2= FLRCPB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: 2901 Margarette Av., Sanford, FI, PERMIT #: I BASE AS -BUILT Summer Base Points: 30859.5 Summer As -Built Points: 36096.6 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 36096.6 1.000 (1.079 x 1.150 x 0.85) 0.341 0.950 124M.0 30859.5 0.4266 13164.7 36096.6 1.00 1.061 0.341 0.950 12406.0 SrwavGauaeTM DCA Form 600A-2001 EneravGauae01FbRES2DM FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: 2901 Margarette Av., Sanford, FI, PERMIT #: I BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Paint .18 1612.0 5.86 1700.3 Double, Clear N 2.0 6.0 61.7 11.00 1.00 675.1 Single, Clear S 2.0 5.0 15.0 9.90 11.18 175.8 Single, Clear S 2.0 8.0 36.8 9.90 1.05 382.1 Double. Clear S 2.0 8.0 26.3 6.74 1.05 186.0 Single, Clear E 2.0 6.0 15.0 12.37 1.03 1912 Single, Clear W 2.0 4.0 6.0 1325 1.04 83.0 As -IBM Total: 160.7 1693.2 WALL TYPES Area X BWPM = Points Type R Value Area X WPM = Points Adjacent 0.0 0.00 0.0 Frame, Wood, Exterior 11.0 1181.0 2.W 2362.0 Exterior 1181.0 2.00 2362.0 Base Total: 1181.0 2362.0 As -Built Total: 1131.0 2362A DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 Exterior Insulated 20.4 5.10 104.0 Exterior 34.0 5.10 173.4 Exterior Insulated 13.6 5.10 69.4 Base Total: 34.0 173.4 As43uilt Total: 34.0 173.4 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1612.0 0.64 1031.7 Under Attic 30.0 1612.0 0.64 X 1.00 1031.7 Base Total: 1612.0 1031.7 As -Built Total: 1612.0 1031.7 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 0.0(p) 0.0 0.0 Raised Wood, Adjacent 19.0 1612.0 1.00 1612.0 Raised 1612.0 -0.20 -322.4 Base Total: -322.4 As -Built Total: 1612.0 1612.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 1612.0 -028 -451.4 1612.0 -028 -01.4 EneravGauoe® DCA Form 6WA-2001 EneravGauoe61FI9RES2M FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 2901 Margarette Av., Sanford, FI, PERMIT #: I BASE AS -BUILT Winter Base Points: 4493.7 Winter As -Built Points: 6420.9 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 6420.9 1.000 (1.068 x 1.160 x 0.87) 0.502 1.000 3489.5 4493.7 0.6274 2819.3 1 6420.9 1.00 1.083 0.502 1.000 3489.5 ErwavGauae"' DCA Form 600A-2001 EneravGauue4flVF1aRES7001 FLRCPB v3.30 -FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: 2901 Margarette Av., Samford, Ff. PERMIT #: I BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 2 2564.00 0.0 1 2 1.00 2564.00 1.00 5128.0 As -Built Total: 0.0 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Hot Water = Total Points Points Points Points Cooling + Heating + Hot Water = Total Points Points Points Points 13165 2819 0 15984 12406 3490 0 15895 EFP:ASS EneravGauoeTM DCA Form 600A-2001 EneravGauoe6*bRES2001 FLRCPB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: 2901 Margarette Av., Sanford, FI, PERMIT #: I 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REWlRtEMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1 ABC.1.1 Mandrrhuhrn:.3 cfnVscifL v*tdow area• .5 .fL door area. Exterior & Adjacent Wags 606.1 ABC.12.1 Caulk, gasket, weatnerstdp or seal between: windows/doors & frames, surrounding wag; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wag panels & top/bottom plates; between wags and floor. EXCEPTION: Frame waft where a continuous infiltration bamer is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.122 Penebaft wings >11!8" sealed unless backed by truss or jolt members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the and seams. Ceilings 606.1 ABC.12.3 Between walls & dings; penetrations; of ceft plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1 ABC.12.4 Type IC rated with no penetrations, sealed; or Type IC or non4C rated, installed inside a sealed box with 1W clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned slam, tested. Multi -story Houses 606.1 A13C.12.5 Air barrier on perimeter of door cavity between floors. Additional Infiltration regts 606.1 ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion ar. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or dearly marked circuit breaker (electric) or cutoff must be provided. External or buhlt4n heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 AN duds, fittings, mechanical equipment and plenum chambers shag be mechanically attached, sealed, insulated, and insWiled in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. WAC Controls 607.1 1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common wags -Frame R-11 or CBS R-3 both sides. Common celhg & floors R-11. EnerovGauoeTM DCA Form 600A-2001 EnerovGauoeRVF1aRES2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.7 The higher the *core, the more efficient the home. Mrs Lloys Francis, 2901 Margarette Av., Sanford, FI, 1. New construction or existing Addition — 2. Single family or mWti-family Single family — 3. Number of units, if multi -family 1 — 4. Number of Bedrooms 2 — S. Is this a worst case? No _ 6. Conditioned floor area (112) 1612 113 7. Glass area & type Single Pane Double Pane — a. Clear - single pane 72.8 fl' 97.9 A2 — b. Clear - double pane 0.0 li' 0.0 fe — c. Tint/other SHGC - single pane 0.0 fl' 0.002 — d. Tint/other SHGC - double pane 8. Floor types — a. Raised Wood, Adjacent R=19.0, 1612.02 — b. N/A _ c. N/A 9. Wall types — a. Frame, Wood, Exterior R=11.0, 1181.0 fl' — b. NIA _ c. N/A _ d. N/A _ e. NIA 10. Ceiling types — a. Under Attic R=30.0, 1612.0 W — b. N/A _ c. N/A 11. Ducts _ a. Sup: Unc. Ret: Con AH(SealeftInterior Sup. R=6.0, 50.0 R _ b. N/A 12. Cooling systems a. Central Unit b. N/A a NIA 13. Heating systems a. Electric Neat Pump b. NIA c. N/A 14. Hol water systems a. N/A b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pmmp) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, BF -Whole house fan, PT -Programmable Thermostat, M&C-Multizone cooling, M&H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 48.0 kBtu/hr — SEER:10.00 _ Cap: 48.0 kBtu/hr — HSPF:6.80 — CF, — *NOTE: The home's estimated energy performance score is only available through the FLA/RES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarIM&Signatiorr), 'j your home may qualify for energy efficiency mortgage W-W incenOws if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fseaucf edu far information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Connstruction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCPB v3.30) BUILDING INPUT SUMMARY REPORT Title: Uoyd Francis Family Type: Single Address Type: Street Address VOwner: (U Mrs Lloys Francis New/Existing: # of Units: 1 Bedrooms: Addition Lot #-. 2 Subdivision: WA WA O 0 Builder Name: (blank) Climate: Central Conditioned Area: Total Sbwies: 1612 Platbook: 1 Street: WA 2901 Margarette Av. a, Permit Office: (blank) Worst Case: No County: Seminole Jurisdiction is (blank) Rollale Angle: 0 City, St, ZIP: Sanford. F1, U)t O1 O 1 LL i Floor Type R Val ArsalPerianeNr Units Ir 0 O Q i Door Type Orlenladon Ame Units Raised Wood - Adjacent %0 1612 0R' 1 1 Insuia nd E1Aerior 2 Insulated Exterior 20,4112 1 13.6 f12 1 y 0 -3 0 Calling Type RVal Area Base Anse Units 0 Z 0 8 System Type Emdenay Capacity 1 Under Attic 30.0 161 ZO ft2 16120 W 1 1 Cent -al Unit SEER: 10.00 48.0 k8bAw W 0 V V Credit Multipliers: None Credit Multipners: Coil F. J Q 3 S Wall Type Location RVal Area Uw is 0 System Type Eflidarw.y Capacity 1 Frame - Wood Exterior 11.0 1181,0 ft2 1 Z W 1 Electric Heat Pump HSPF: 6.W 48.0 k8bAft = Credit MuMpOws: None Hand • = Lotion LLoocatiio nler R-9i1" L� 0 1 Panes Tint Ornt Double Clear N Area OH Length OH Hght 30A ft' 2.0 ft 60 ft 2 1 Unoond. Cond. interior 6.0 50.0 ft 2 5rigle Clear S 15.0 fe 2.0 ft 5.0 It 1 (� 3 Single Gear S 18A W 2.0 ft 8.0 It 2 4 Double Clear S 26.3 ft2 2.0 ft &Oft 1 � 5 6 Single Clear E Single Clew W 15.0 fe 20ft 6,0 it 1 6.0 fe 2.0 ft 4.0 it 1 Credit Multipliers: AHU sealed 0 System Type EF Cap. Conservation Type Con. EF W 1— Vi �► O 0 Use Default? Annual Opwa*V Cott Electric Rats ILL 1 Yes WA WA LU _ Rater Name: CodeOnlyPro Class: 3 Pool Size: 0 V Rater Certification t: CodeOnlyPro Duct Leakage Type: WA Pump Size: 0.00 tip V) g Area Under Fluorescent: Area Under Incandescent; 0.0 Visible Duct Disconnects: WA 1612.0 Leak Free Duct System Proposed: No Dryer Type: Electric Stove Type: Electric NOTE: Not all Rating Into sham HRVIERV System Present?: No Avg Ceg Hgt 10 cnergyuaugew (version: rLttEA-ti VJ.:3U) Residential System Sizing Calculation Summary Mrs Lloys Francis Project Title: Code Only 2901 Margarette Av. Lloyd Francis Professional Version Sanford, FI Climate: Central Location for weather data: Orlando - Defaults: Latitude(28) Temp Range(M) Humidity data: Interior RH 50% Outdoor wet bulb 76F Humidity differen r. Winter design temperature 38 F Summer design temperature 93 F Winter setpoint 70 F Summer setpoint 75 F Winter temperature difference 32 F Summer temperature difference 18 F Total heating load calculation 15915 Btuh Total cooling load calculation 17813 Btuh Submitted heating capacity % of talc Btuh Submitted cooling capacity % of calc Btuh Total (Electric Heat Pump) 301.6 48000 Sensible (SHR = 0.9) 306.9 43200 Heat Pump + Auxiliary(O.OkW) 301.6 48000 Latent 128.4 4800 Total Electric Heat Pump) 269.5 48000 WINTER CALCULATIONS Winter Heating Load (for 1612 Load component Load Window total 161 sqft 4368 Btuh Wall total 1181 sqft 3425 Btuh Door total 34 sqft 511 Btuh Ceiling total 1612 sqft 1773 Btuh Floor total 1612 sqft 1290 Btuh Infiltration 108 cfm 3790 Btuh Subtotal 15157 Btuh Dud loss 758 Btuh TOTAL HEAT LOSS 1 15915 Btuh Summer Coolina Load (for 1612 DIVAS($%) hti 4241 Do Spw' F�OW« SUMMER CALCULATIONS Load component Load Window total 161 sqft 3604 Btuh Wall total 1181 sqft 2291 Btuh Door total 34 sqft 345 Btuh Ceiling total 1612 sqft 2289 Btuh Floor total 0 Btuh Infiltration 94 cfm 1866 Btuh Internal gain 2400 Btuh Subtotal(sensible) 12795 Btuh Duct gain 1279 Btuh Total sensible gain 14074 Btuh Latent gain(infiltration) 2819 Btuh Latent gain(internal) 920 Btuh Total latent gain 3739 Btuh TOTAL HEAT GAIN 17813 Btuh LAwt " MSK$%) lat"t FVar V ^ft(22%) ► m-(1Dx) Do "42%) W-10m) AW0u+1x) M) ) EnergyGauge D System Sizing based on ACCA Manual J. PREPARED BY: Rd d M o d G 6 M P n J A DATE: CT' P Je c...-, .Q 0 - 6� V/ FLRCPB V3.30 System Sizing Calculations - Winter Residential Load - Component Details Mrs Lloys Francis Project Title: Code Only 2901 Margarette Av. Lloyd Francis Professional Version Sanford, FI Climate: Central Reference City: Orlando (Defaults) Winter Temperature Difference: 32.0 F 2/ W004 Window Panes/SHGC/Frame/U Orientation Area X HTM= Load 1 2, Clear, Metal, DEF N 61.7 23.2 1431 Btuh 2 1, Clear, Metal, 1.00 S 15.0 32.0 480 Btuh 3 1, Clear, Metal, 1.00 S 36.8 32.0 1176 Btuh 4 2, Clear, Metal, DEF S 26.3 23.2 609 Btuh 5 1, Clear, Metal, 1.00 E 15.0 32.0 480 Btuh 6 1, Clear, Metal, 1.00 W 6.0 32.0 192 Btuh Window Total 161 4368 Btuh Walls Type R-Value Area X HTM= Load 1 Frame - Exterior 11.0 1181 2.9 3425 Btuh Wall Total 1181 3425 Btuh Doors Type Area X HTM= Load 1 Insulated - Exter 20 15.0 307 Btuh 2 Insulated - Exter 14 15.0 205 Btuh Door Total 34 511 Btuh Ceilings Type R-Value Area X HTM= Load 1 Under Attic 30.0 1612 1.1 1773 Btuh Ceiling Total 1612 177313tuh Floors Type R-Value Size X HTM= Load 1 Raised Wood/Enclosed 19 1612.0 sqft 0.8 1290 Btuh Floor Total 1612 1290 Btuh Infiltration Type ACH X Building Volume CFM= Load - Natural 0.40 16120(sgft) 108 3790 Btuh Mechanical 0 0 Btuh Infiltration Total 108 3790 Btuh Subtotal 15157 Btuh Totals for Heating Duct Loss(using duct multiplier of 0.06) 758 Btuh Total Btuh Loss 15915 Btuh Key: Window types (SHGC - Shading coefficient of glass as SHGC numerical value or as dear or tint) (Frame types - metal, wood or insulated metal) (U - Window U-Factor or `DEF' for default) (HTM - Marwal.1 Heat Transfer Multiplier) Key: Floor size (perimeter(p) for slab -on -grade or area for a1 other floor types) EnergvGauwe FLRCPB v3.3o System Sizing Calculations - Summer Residential Load - Component Details Mrs Lloys Francis Project Title: Code Only 2901 Margarette Av. Lloyd Francis Professional Version Sanford, FI Climate: Central Reference City: Orlando (Defaults) Summer Temperature Difference: 18.0 F 2/20/2004 Type Overhang Window Area(sgft) HTM Load Window Panes/SHGCAMnSWExSh Omit Len Hgt Gross Shaded Unshaded Shaded Unshaded 1 2, Clear, DEF, B, N N 2 6 61.7 0.0 61.7 15 15 925 Stuh 2 1, Clear, 1.00, B, N S 2 5 15.0 15.0 0.0 20 30 300 Bhdi 3 1, Clear, 1.00, B, N S 2 8 36.8 18.4 18.4 20 30 919 Btuh 4 2, Clear, DEF, B, N S 2 8 26.3 26.3 0.0 15 24 394 Btuh 5 1, Clear, 1.00, B, N E 2 6 15.0 2.0 13.0 20 54 743 Btuh 6 1, Clear, 1.00, B, N W 2 4 6.0 0.0 60 20 54 324 Btuh Window Total 1 1 161 1 3604 Btuh Walls Type R Value Area HTM Load 1 Frame - Exterior 11.0 1181.0 1.9 2291 Stuh Wall Total 1181.0 2291 Btuh Doors Type Area HTM Load 1 Insulated - Exter 20.4 10.1 207 Stuh 2 Insulated - Exter 13.6 10.1 138 Btuh Door Total 34.0 345 Btuh Ceilings Type/Color R-Value Area HTM Load 1 Under AtOic/Dark 30.0 1612.0 1.4 2289 Btuh Ceiling Total 1612.0 2289 Btuh Floors Type R-Value Size HTM Load / Raised Wood 19.0 1612.0 sqft 0.0 0 Stuh Floor Total 1612.0 0 Btuh Infiltration Type ACH Volume CFM= Load Natural 0.35 16120 942 1866 Btuh Mechanical 0 0 Btuh Infiltration Total 94 1 1866 Btuh Internal Occupants Btuh/occupant Appliance Load gain 1 4 X 300 + 1200 2400 Btuh Subtotal 12795 Btuh Duct gain(using duct multiplier of 0.10) 1279 Btuh Total sensible gain 14074 Btuh Totals for Cooling Latent infiltration gain (for 44 gr. humidity difference) 2819 Btuh Latent occupant gain (4 people @ 230 Btuh per person) 920 Btuh Latent other gain 0 Btuh TOTAL GAIN 17813 Btuh Key: Window types (SHGC - Sha&V coeffiaent of glass as SHGC rwmerical value or as clear or tint) (U - Window U-Factor or'DEF for default) (InSh - Interior shadiing device: none(N), Br xWNperies(B) or Roller Shades(R)) 1^x -Exterior shading device: none D 6%&W PB v3.30 P. 0i C 11 L 1H,E �LRANVO-,/ Li -LIL A 0 Xk 0 S A'L D MARQUETTE AVENUE N 90'00'00' E 330.00' ..V ores -N. solo Is an uc C0 n Fn ,..BOA PLANS REVIEWED CITY OF SANFORD PORTION OF LOT 36 In.r SINGLE STORY RESIDENCE 12901 t ar 'tKTAL a aano gas +ae MOM a >< x xYw�u w N 90'00'00' E 330.00, ADDI'.I � 11L!°y � aMam roles a it" • al UA n N r� PROPOSED -SITE LAYOUT SCALE Community number: 120289 Panel: 0065 Suffix: •F. F. L R. M. Date: 4117195 Flood Zone: X Date of field work: 5115102 Completion Date: 5115102 Certified to: Lloyd C. Francis: Patricia E. Francis: Broker's Title of Longwood, 1, LLC; American Pioneer Title Insurance Company, Fidelity Bank of Florida, its' successors and/or assigns. The West 340 feet of Lot 36, MAP OF SANFORD CELERY DELTA, according to fire plat thereof, recorded in Plat Book 1, Pages 75 and 76, of the Public Records of Seminole County, Florida, LESS the South 317.22 feet thereof. Subject to right-of-way over the West 10.00 feet thereof. a t a rra: ifa �• 1 11a L t d. Ala x a. a r a a ipa !ta !fa xA,d. 96 rta t d i ss /a z� :1 U W CD p d c'� ZO�d P4 E... A O P-4 Coo W W L�l W O d Q O W W Cat 0-, O 0 E- a a of z ° �U°i z p�� 0 rwala zkAsii .owM WOW siMOT 1 0z1 IMI- 0 -------- I i,L_ M 014-JL - i LIM f ��� iff•ffff f•tifftfl fiNN fff 'f� Oawm ow MLL A6 W a" PC" oompnowmm XASEM-mIITB f LLE EXISTING f w�600f �� �1ff11f.......1ff11f.a.--- A�ff fff � uufwou1. TIW- 1 O BE G-I O Mrom t� Q BEDROOM !3 I i DINING AREA n TO BE CHANGE oa "m sm dk � IV CWA � BAtr.-ssY �.•a •�•� If f BATH—RM. � a f BEDROOM iZ jZMG AREA I TO BE CHANGE TO BE CµANry BEDROOM A4 i TO BE CHEXOTM ANGE I Pk=P LOW ionauf =sfa=Ufa•»rn••fsuonfu•sfo ti•ffx•-wfxufuau wflar. f•tI — dptLL — EXTENT OF CONSTRUCTION EXISTING PROPOSED EXISTING FLOOR LAYOUT aUN Val lit LE 4,dl z4 dzw x Q w p > C\2 d co Z*4Hd paE.,A Q >�w d wA �a O p w �cn� p0E,CID ox d x a W a z 0 s a mHo a.asa Qm�I rdBi�� x °o 0 d PAGE: DATM sCALz. war- ' 411MET 2or21 0 N Cr Q WALL Lud n -----�' •EXIOTN6 WALLTO SE PMIOVE 0 • EXIATWI WALL TO EE M4AN. �. PROPoeED Wu NOTE: ■ ALL DolemeION MOT BE FIELD vowy • ALL 14VAG W W MOT BE IJrldRADED. • ALL ELECIVOCAL WOW MOT DE UPGRADED • CONTRACTOR MOT VVWrr IF 9XIGTM LNML WILL M ArrICTED BY THE NOTALLATION OF TI! PPI OPOOED WNDOW P R DO JIECOM" oo ALTiINAME BOLUMN 04104 WILL ALLOW PIlOPOOED WNDOW .-PIT N E 46TNO OP MM E46TM M Il�DOf LNE� — PROPOSED FOUNDATION LAYOUT ROOF LM z� w�IT AT> E- O w d O�jcr wNA rw W zxv ww14o A ow 0 C) ElNx d W a �a a z 0 mg a L x< z $� a0 Vt 0 PAGE: DATE: SCALE: war-& SI�ET 3or'21 cx g NALLAWMID t. E)QbE "Tws WALL TO OE Mr"K i ZzmZii • ALL 011"UON M*T M FICA VMWY. ■ ALL WvAO tll W MOT eE OF ACED. . ALL ELEOTMAL WC I M *T M UP44RACED ■ CONTRACTOR MUST VVWr IF E)A67M LMEL WILL CE APPECTM BY TIE WOTALLATION OF YM PTIOPOSED WMDOW R IT DO )IEOA 3'!ND ALTM"TIVE SOLUTION WMON WM1 ALLOW rROPOslD WlCOW TO RT N EXI6TN6 Ormoa SQ.FT. CALUS LIVNG 200+60. FT. DINWs 110 SQ FT, KITC.4N 120 $a FT. CUREAT ROOM 106I SO. FT. 51;WST 61 SO. FT. 1ST FLOOR 1612 $0. FT. 2W FLOOR 1612 ea FT. TOTAL 3224 $a FT, INTERIOR DOOR OPENING SM L 0. wMTH L 0. BZDM 0" 20' 8214, 22• 02I#2' 20" 16• S2 V2• 24" 30' 82 0' 26" 3r S2 VJ• 30" 38' S2 VJ' 40" 9014, 0214, 9~ 02 V1• 02 V1' 14 VJ' S2 M' EXTERIOR DOOR OPENING = IL L& 0.s. 24" 3r sa• ar 2650 34• sa' sr 20i6 30. sa' sr w"I 4C sr 1 82• "" "' sr M. 94" 10' sr sr �• so- M. 0 WINDOW SCHEDULE 1i0. 8Di LO. COMM I (2) 25-SU4 MAN& ADV. 12-xw.) 2• PUL14-V9'X!i' 2 (2) 29-SN 14-14'X63' 3 294N 31-3/49c63' 4 22-04 31-3/4'0Qb' t@ 1• 9 39-SN 93-1/41,163' 6 94•X92•Xi0' PG4 46 3/4-00' 1T@! 7 �.� 21 / /q ...... I � � ® 1010 �+ +-+-•.+d..r� J///////////_ %/I////////!_%////////.1/I���, uuu■r+/ / Y+ a M / V IM !100 i1 n 1 I• ��l�ri =�� r PROPOSED FIRST FLOOR LAYOUT warNa LM z(n w d �:) O�dC''2 zaFd d A O Aw°'z O W�Cd (/] d Ox a01 PAGE* DATE: SCALE: WOW Si�ET 4or21 Ix Q aNAW3 memm CALLWVNEulE Mo 116 IFM 1201F11 1 26 S W_M 5 ]OD/ --7Is6� 2 20 4'-O-O' 4 �OiI -ITi 24.1/ -20A S 4 - �. < 20JM -22.6 1/ -265 4 10 9'-Ox7'-O' 4 ZA/ -23* 25S/ -2!J 5 20 4'.O'x5'-O' 4 20A/ -226 24 -26S i 12 Y-O'xBi-O 5 22M -2W •/- 1 26 -q~-DR $ 20AW -223 _ 6 70 4'-090'-O' 4 2O0/ -22Ir 14. S = 20 <'-O'er'-O' 4 20t✓ -22i 24. -26S 10 3,-�.�. 4 AS/ -236 29V -26J a 20 4'-O'xb'-O' S 20AW -22t C 20 <'-O' 4r 4 20i/ 216 241/ -26A 1S 20 4 20D/ -22i 24.1/ -261 14 26 3060-DR 4 20W -223 ` 4 20 4'-O'�O'-0' 4 20t/ -22i 24. / -26A 16 i0 S-OQ'-O' 4 21DI 43A 25S/ -26J 4 2U!/ -236 29M -26J 0 25 3-6x1'-0 4 20i/ -22A 24.6/ -261 NJ 32 4'-ix1'-O' 4 203/ -22J 24Y -063 20 2 S'-Ox1'-O' 4 20b/ -22A 240/ -261 21 26 3060-DR 4 20JW -223 7 -26b 22 12 S'4Px,4'-O' 4 21i/ -23A 25JN -260 23 12 S'-Ox4'-O' 4 2t6/ -23A 75W -2" 24 20 4'-O'x5'-C 4 20.6/ -224 -265 WIND DESIGN CRffERIA A) MASK WO 6MM MM4 O"N 110-Co W N1E1/L4L PRE66tilE CO-B*ICONT-0 J5 C) OUILM4 CATA60RY-S USE FACTOR 10 r----------- I I I I I I 1 1 i l I I 1 1 L--- PROPOSED SECOND FLOOR LAYOUT SQ.i 1. CAM'S LIVNG 200+W. FT. DNNG 110 $a FT. KITCHEN 120 $0. FT. GF EAT ROOM 1061 Sa FT. BRIgST 61 Sa FT. IST FLOOR 1612 Sa FT. 2ND FLOOR 1612 Sa FT, TOTAL 3224 Sa FT. ■ ALL D!'Q4610N K*T EE ABA VERPY. ■ ALL WVAC WORK KOT mE 1/°tiRADEP • ALL ELICTRICAL WORK MIST OE UP3R AVED ■ CCHTRACTOR MOT VERI'r P 0tl6TN6 LNTE_ WILL M ARPECTED DY T►E MTALLATION OR THE FROP06E0 WINDOW IN IT DO JlEC.Ommov ALTERNATIVE GOLUTICN UMCN WILL ALLOW PROPOSED WINDOW TO AT N EM6TN45 OPENNG *"NOTE ALL WALL& N DRESOM ARE MReORED 1wANB.6 DOOR 'D-!• TO t4~ACnM 9105CIACACATIM (6 -kXM STALL) MAN NANDRAL TO LATE! DETAIL PLEM-CAA66 PAN" s i� z� r-I W OEM Z o E-1�y W Ix 0Qw Wy0A O C) E1 M h�l O N 1 a 14 z 0 Q IOzWp� �Q�# UN �d x o0.< a x 0 a a �U Q a� 0 tl pwaE: DATE: 6CAL.E: War-& aHEMT 5o2r21 C.' r �s Q ameo eao BRXM. • am" `'-91>W-4' VAULTED CV& �Q GMUT �� O 4 � L-4 O O30 O { VAULTED CL6. YANTBRAITE S O I f_� Irb O8 I VAULTED py, I BEDROOM A9 tra O I I I I I 1 I I I 1 1 1 1 1 1 II----------i I 11 II I I I II II I 11 I I l i II II II DINING UVING 1 I 1 I I I �y,. R;a'Xop�c��� I I ROO VA13.TED CL1C4 t l Xf2'-6' 1 I VAULTED cLR3 L-11 ON I I E>d6TtN3 gAPOQU I f EXI6TM6 t1Af'IDOW 1 II I 1 I I I TO OE RB1WE II II TO Be FROMOVE L 9 O 4-f2 O o-z O Is •I PROPOSED FIRST FLOOR LAYOUT w w .sj.i Im 4^zT+qT4LINTEL SCHEDULE LMM NO. LENGTH TTrE CGM'1ERM Lai 4'-Y W%-EO)If L-2 61.4' A-064T L-1 W-4' EM.~ L-4 4'-i' ,Pa -EOM L-6 6'-A' dPI6-EOM L-. 111t4-bM L-1 Ma-Ed/T L4 6'-4' M6-EOM L-1 >r-4' sm-EOM L-fE 4•-64 er r-EOM L-A 6'-4' me-~ L42 6'-4' N%.EOM Leff 6'-4' M%.B fT L-f4 4'-4- SP16.EOM L-O 6'-4' N114-EOM L-a 4'-i' SM-EOM L•fl 4'-E- V*-EOM L-a s-4• M%-EDM L46 6'-4- 0%-EOM L-20 4'-4' w&-EOM L•7f 4'-4' 1fl9fr-EORT L-23 4'-4' 1 /It114-EOAT L-74 6'-4' EAU -EOM 0 WWDOW SCHEDULE No. I Im LO. COMMENT (2) 26-6H 14-lAP*Xft' TPIAK& ADV. V'Xadr)m.POL 2 (2) 26-OW 14-11WX63' 3 25-664 31-3/4'X63' 4 22-614 31-3/4,46, TEr! 6 36-6H 63-T/M'X63- E b4'K52'Xf0' Pu 40 5/4'X66' TEM° � HI *.4 azw wNd�c•�, W Aw�� C) E-f >4 O w d E"I 0-4 O E Q '^ !!1''���1 a WOA awv,o w C)AW 0 C)C) Ox x a M a z 0 Gl Salo M axU� a, a.9 I a z a U Q a� 0 0 PAGZ: DATM, gcwzz: B*MWT 6or21 0 0 N f------ I 1 1 I I I 1 ! ! I I 1 I 1 1 1 I 1 1 I I I L PROPOSED SECOND FLOOR LAYOUT UM LOAD TABLE WM 6 Y Wlwa Yr.d � rr■ O �Y■�i��E.y��w�'r Mb bd& IY..rrs l h'■Ylt Y.Y . )IM/� L ds■ IR1d ilY w�/■i fir► WAr Ile �r IY,► IM��w t MN YM� 1 hp■,.drM Y��Mdrt��•r4�/l�L� wla io~irw�"irepY�j�YwfAF. 46WAN ��IW . Mh ow IWtaWW WAfe wV■A Ii■ilt. a 1MR•MM No" iy�lyw�r r...a �r }i.�.w. w RNow liiilrw �w�w■�I�h�NwA•�rg.wewww.�rr�wrr R Y ■YY rll s era {.qM W1YN I�/f.■�■t �) M/Y R-I ■Y bond W�riwn�ilrw+r»��� R iYYwr/ WA. 4.i�*.■d � Y. drNW 17 •� rM KA"�V w .lri`Wrl d� s s w 4■i.p.AMAM&V ft Ie�e dw..�rrlry►-0 rs-■o.tlLAM ♦faM■ddadd" ndl-rlrw■rw00b ft-�14.w�w�a L,IY'irlw.dbip■.�w.�.Yw.4r.■Yw1� M.d f-■./�.Ld id�e .■r.r'rMa■r�y.rwsw�p■rwwa MC11.�I.Rt.IIM■rMrMd.errr�eM,■i wr M6 M.11■W■ Iif�YI � L tid w r Y7.1 YYt JR pelt /e YR) CM 1/�. M • t ww.. nwy. arr i. w~I(wr�Yli r+ ve nab lb wi da w 111■Mlpe■R—*AW aw.wY.Yd 'Y` �MstM■� w. r �■ Gmft Rr dr r w-.■f .r... aw w.w.1 • OW w�TME Md hy" rZ d■■t.r.Mr Wd Qw.i.lwe IM�a t Y -P. w" ■ MY P►ftmb pw w N.L 1 1 ! I 1 1 I I 1 1 I 1 I _J SPM4-05M 19P16-05ff AlF16-Off ICANT41mveLINTEL SCHEDULE LNM NO. LEMIU TYPE 02*2 NM L4 4'-i' M%-doff L-2 r-4• I1111.60iflt L-3 Y-4' dpi&-ably L-4 41-61 0%-dea L-5 W-4 0%-/off L-i IC-i' Irwelif L-1 4`-i• V*-~ L-a 5•-4' V*-Mwi f LA W-0 /Hi -doff L-la 41-V rr-~ L-I 51-0 Il15 abdf L-V 5'-4' a'li-a6f► L-W W-4' !li-dif 1.44 10-61 Ml 46a L-6 W-4• 1 NIFt-ibAf L-* V-i' 0%-~ L-M C-i' smo-MoM L-15 4'-4• llYr-08i f L-14 5'-4• !Y-dof► L-39P 4'-41 "-abff L-21 4'-i' SPW- f L-n 41-4' ILL -doff L-23 4'-4' SIM440fir L-24 W.A. !W-aofT 0 - W DOW SCHEDULE xo. s?m Ao. caumrr ! (2) 29-e6+ TRR15> ASV. 127Q09cS7•P&14-1A5'X>!i' 2 (2) S41" 14-IWX63' 3 25-d41 31-3/41Xi3' 4 22-664 31-W49Gi' T" 5 I We" sus -Va'Xi3' i 154W21AW fti 46 3/4'>mi' I 1B #' Tw¢ Deay) AMN IISFI6-15AT 1. J L� �' - I-W C &AX SAFE LOAD TABLES FOR GRAVITY, UPUFf & UMM LOADS r 14acm d rIls"am u-u ms 15e)PAWW f4+P,P1uaw F" 'IF-71C.'15-7 W_ AIV_7CAIt L`7 (-_l i-'A MII-RC:7E-_f 9" 1 47 W" J F'_'7 t""7 ["7 r7 �J rl C"_7 r rNW" a rEQfiFf>lu u-401fas na, r1�rrr fa') w�c4it eEr)n�e4w fi47P1�64if i _w'rw) rpwMw T-i' (IV)fgmc4If W-r f1r7 pgmc R r-iL'[i') P0MI:w [-O (I1167 r1YGY► C-w4w) FOLIC W 111A. W)FWAIM t w'I._� o1F WA Ci7 o�� rr�® YYiiStr�d1 ['_7 G'.7 C' C7 C-3 F �F1�� C7 EtJ 4_: �Y�iiiiE..�•�4.1!©L7 ILfWrwYE�©i� Mil zdzw F� Ir•4 w d� oc:04 �D M Q Q� d cY3 Z.4 0 U� a e. Or� 1a. Q C) �Wy PQ CV /� VJ 114 1�! Q IN kh.114 a z 0 gga a axn a as Axpz� xrd F 0. a x a< z°XI air QF a� 0 PAGE: DATE: scA*-- w.r-W SHEET 7 or 21 Q 0 CLEY DETAIL EXISTING FRONT ELEVATION PROPOSED FRONT ELEVATION ROOF MMW MATCM VdWW G. (TYPICAL) fW4' OA4PwG (SAND PHSM) (TYPICAL) _ _ _ JIa'-4' M MR OWL is TEXnkmo comoRT FinaM M MCAL) _ +IC -a' 7ND mK FLR N•N(YTE PROVIDMD aTUCCO CONTROL JOW AO REaw1!W. 1/8 ?W<n RED CEMlIT PHSN (TYPICAL) ALL ROOF M MM "AT MAMM EXIOTHIL (TYPICAL) z� W -gt x Q do E40wd 0-4 W >aw wo�A 0 WcaC� o 0 &, 04 d a ,a , W a z 0 �ma, g WO a axxU m : ] Z O IX I a rj 0a � 0 0 PAGE MIN DATE: SCALE: VE'•i-O' SHEET 8or21 ***NOTE r*aVEow ew= COMfROL JOKr A61FEGWICD. 1/6 TWKrJI® CVIW DHOW ALL ICOr MNW MOT HATC34 ALL D TgW4& dAL024Y L%W eorn.E SALM&FRAM IMI EXISTING RIGHT -SIDE ELEVATION PROPOSED RIGHT -SIDE ELEVATION f-.6' ay "A ems__ OW^ ��W z� �ww� z0Fd omwa >aw d WO A O � O�HCO Ox d a w Al z 0 p� M,Z O r4 all ma o F a zsrl a �Q� a 0 0 PAGE: DATE..` SCALM. v�•r-a' slug= 9or21 mr-4' m PM BR?rl W-W MK M L EXISTING LEFT -SIDE ELEVATION PROPOSED LEFT -SIDE ELEVATION ***NOTE rwovceo stucco c4NTR l JOMQr Ab IMEaJWMD. 11/6tE>Cnp.®CIHWT ALL leoc7l' PRa 4l MOT MAtCW MO M& ALL EXTER AL SALCOW UGM BOTTLE BALUOTRAM zrJ2 0.4 ZQ O A E.a � t�'7 O `a H d W A o WO�A � AW�w � U] QI' Ul ox� a M of z 0 m e� a a�EE m��e z°j� a�0 ah� 0 0 PAGIM DATE: eawLE: I/b'•C-O' SIEET 10 or 21 0 EXISTING REAR ELEVATION ***NOTE PROYOM Stucco C0KWWL Jow M Po$QXRm. 9/6 TOMIM ceimr M & (TTPIG6L.) ALL ROOF M 04 MOT MATCH DO M& MrICAU PROPOSED REAR ELEVATION fit ° Pik z� wZ��, a CV �OW� 0 E- � �a�o a o G%4 Ww,-4a A O o w C) 4 cn O M W a a as a z 0 07 e a o z10 0.Qssa w I r4pdaa: �y d a U o z OilQ a 0 QN.7 a� 0 0 0114 PAGE: DAIM: 8CA.M Wor-0' SHLIM 11 or 21 DMTM evoow TO as REMOVE NOTE: •CONNECTORS TO BE SIMPSON UN:O, TRUSS JOIST TO BLK MBHA W/ (12) 10dXI-1/2' U.N.O. *TRUSS JOIST TO WOOD PF026 W/ (8) 10dX1-1/2' U.N.O. 0 HEADER TRUSS JOIST TO WOOD LU28 W/ (8) 10dX1-1/2' UN.O. •HANCsERS SUPPLIED AND EN63INEERED BY TRUSS CO. METAL NAN3ER UAO PROPOSED TRUSS JOIST FLOOR LAYOUT fill i z z w ,`4 wr- A cv E- >* z� A Faso o w A 0 ow �U)a� C) O E-+ E� a �a a z 0 z QN11I wp � x0ae 0 z °roc x o A� a 0 0 PAGE: DATE: acA .rm SKEET 12 or 21 0 0 --- i I I I I I I I i I I I I I I I I I ' 1 I I I I I,MTM' Aoo� LM I I I I ' I I I I ROW NOTE: 'CONNECTORS TO BE SIMPSON U.N.O. •TRUSS TO BLK META-ib W/ (12) 10dX1-1/2' UNA. TRUSS TO WOOD MTS-12 W/ (a) I0dX1-I/2' UNA. 'HANGERS SUPPLIED AND ENGINEERED BY TRUSS CO. PROPOSED TRUSS LAYOUT i I gxfeTm ` MOP LM I I I I 1 I I � I I I I I z� wZir � � x OA�M z�Ed H�Wa �a o� w c Oc)&,M Ox � rx w a z 0 o, OZ 0 0.0 Nil UFF a 0as a l a ° °a� 0 n PAGE: GATE: SCALE: sBEET 13 or 21 MAIN DISCOMECr CO 60k6 E D UfDMLlOULD SERvlce By MUM CO. �� ALLL. cAtLE m! .ro orc o r COP -PM m SAMR �tae s COMM To fUm" 44 COTE,! TO Ow dIROtlD mm ALSO SWWw TO 06 COIDED TO ROOTM3 STL°.El ELECTRICAL RISER NOTE SWICn%CAL MATMRI,&* AM M6TALLATI" SHALL C VILY W ATLLC.4DI.E rROV,SIONS Q me NATIGNAL eur- CODE. LOCAL. Coom AND THE LOCAL MCWM CO. ELECTRICAL LEGEND &"IWL DowTION NOTES 6 w oinxr a Or OURAT �� m RMAJOff OSD. otneride IMffGM rHa-wr ateM swfcm aILL.T ► CANA A C/Yq Boat clw.Ns C LWS am o LLL�LLLq LLLLLLB uawrHe Y= 4-I' I�Cflet iLNNHM POMM Claws Lam" PDMM f - l CM-M PROPOSED FIRST FLOOR LAYOUT V (l zDZ Aw>� oaWA w H elw as xw wp�A o PZ,, ox w a w a z 0 aa9 wx a �z1 xax* 7� x I' z Old t. it 0 00 at4 0 0 PAGE: DATE SHE= 14 or 21 • i // F70 IS U i7f3 000 OOf7 p� / • s-el+ Oa f I ;, V71U�LL f----------------------------- � 1 , f i I 1 1 Vt I 9ALCO N-31 COWMASTER VA sunz I ' 1 i � I 1 - I VAMfT1' _-----11 k \ I j 1-6 I 6 I I I 1 I I 1 I ' 1 1 k I I y I 1 i MUM' 1 , 1 1 L-------------------------- i �`��-----------------� k \`\BAWOy PROPOSED SECOND FLOOR ELECTRICAL LAYOUT i 1 ®- 0®� 00�1 08� 6lkH LE Odl 0 z� d Awz� o z W � (d a z 0 a� U fy f+ a 0 PA•GiE: SCAS.6: war-o• 8�ZT 15OF 21 Name, TAPE W.LL WRFf ROIL T��A COF!lCTION6. ON NOULATIOL (2) WRAP OnfUGM DACM WITW I VJ' GLA66 FHB! Nlt"TION WfW VAPOR 6AIWM ORAL WN TAPE FIRST FLOOR HVAC PLAN zcn azw Wd�c+O x �II Aw�� C, 0.4 Ewa p o� w o0F� ox� x a z 0 a Q�< l IV. A., a oz UhE a .in 0 z Sol a���o r MS 0 c� PAGE: DATE: SCALE: Vd'■P-O' aHEET 16 of 21 COP FLEMKX DUCT WN ECTION (SEE NOTE v DIPRISER I*KLATION (SEE NOTE 42) NT•sIF.A "4MM WR01 C' OF END Or MIGO DUCT 0 tWA{. DUCT .EMOLE DUCT COIi#ECTICN (SEE NOTE v r -s- / t1 * & 6TN OF max DUCT 0 0 FEET. SUPPLY awpusm TYPICAL OFFUSER FM OUT DETAIL (TYPE 5WM noWj" A W L TRAP no9rAE r � Yild i Vi' DUCT M LATION) AC. WAM E DAMPER aye"" r- I I I I I 1 I I i I I I I I I 1 I I I i I i I I I I I I I L-------------------- "Mm urww w OF END Q moo DUCT I MM MTAL DUCT .KJDdKE DUCE CCMEC•TION (S@ NOIE 1) jr, . TN OP FLEX DUCT 0 b FEET. I OP"A R FO LATICN (SEE NOTE 4) ��FMINIM ouCT EIA i6ILATION)( TE WTM I X- GLA66 PLEXIBLEUCT DCO #SCTICN (SEE NOTE M)_ 6UrPLT 00"JlER-1 WAML�TY ME T PICA(. FOR ALL C ECTION6 ON RISILATIM WRAP OMMIR DAC1G6 WITH I W GLAS6 PWIR ML.ATION WrrW VAPOR D AMMAM WEAL GM TAPE SECOND FLOOR HVAC PLAN a�RooF ap 6CREB1 t MtAL.L z� azw F� 9z OA � 0 I -a w A w a >crw w A wT. 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LAl THM4 v-r OPeOa Ulm eE.Rra.I.LL OR SULAR GILL MWOK IM S C'-o' to V-0 I- 3 x i'Y f- 2 x 4'4 V-r f0 Y-W 7- ] x ICY ]- 2 x 64 W-r to T-0 f- f x QY !- 2 x 4ri 3-2x12 T.r to Y-w �tviloo0 FLITCH 2- 2 x We HEAOB! rr=& NOW ON PRA M MAN L rpwt Rr raerw+d tosm* arose ffwj am 6=0 Ulm MOO Tw mmom FE N Movem 4'6"*LE) ,evvAL� V r100LLU6 OF WHOM RY 3. JOWM PAM" Ll/rl AX= OW SWO MM VN Tb' w mww FEET! N moiltl CM17f.�/ w IV HOMMOWAL ObE14t lib W MOMUS OF ELo&4TICRY z0-0 A w o�do? > CQ zEA .14 o� F � Zn x c xw W d C) cxwvo Aw�w cri oxE-1 x a PAGIL DATE. 9 New 18 or 21 • . 1 STRAPPING SCHEDULE — HUGHES =�a[atfn.�t,...Li�E i[SLbatF3f'�l0fib=� t�aWuZ:�i .L► c+� ..L�'aE %3�E7•iC•SC=�®tL" t 1.+i4U' :ICE I_il:IN MILLI �=:-SI.;iC'3�7�:L�1.:3Z,Z�E..:IMF='[;Sf3ZI_'S7:•==ffi'�4�=--lL� _�:l STRAPPING SCHEDULE — SIMPSON ®id• W■:aE��4.�.► ��- r.:�r.: -.;�ac;ac=�[>af�I©ate 230 Hfro PAA-C P ATTACK TO 6PNDLE6 PER S[CTION VE11 STRAPPING SCHEDULE - SEMCO TIMM*- E13 VAF ATTACHM TO 6tT11100010 WW2) I" f3 bdt 8CW QYWO 2x2 6PROLEG • 6' Oa fend . r-r 3AY PAO- TYPE •A1 +r Go OMMOLM \ t-bdt Fiid►f 61t2Rf SAMWD `� VJ' FWM✓eD dT1�W't y. MOM WyKAM TVOp Will 4W WILE EACM IN- TO 61-0 W NO mmm PU! l446M TO CAP W V2Vr•ID SpWaY IWC6K 2x2 WD WHOLE- PA61L( TO WCW OOAIWD W6T2)1 IW % WD acpw W, cm bW SOW WWOAIO .agni 1 .r OPTIONAL STAIR RAIL DETAIL SCALE. NOTW� i PEUT. (TYPJ 6R1P6014 I'TTSW OR Pia! 6W'l6AN L&TA30 Xt Wailm RTI6TWI OR BAWALIEW 2xS0 • 16' or_ 2x4 BLOGKM M TYPICAL ARCH DETAIL S2 N.T.S bWWR111IM" CLIP (GEE SWW 62) FOR 6TRAPI"O SW FLOOR JOIST OVAL 3/4' PLYWOOD SW4q.0OR DSOKM ON PEAT. dLIED AND NAILED WY Sd NAILS • 4' OTC. —\ 11 IM 2WN r.l CK INIVIONLAWA6PHALT SWING�LE6 ON � FELT o+M,nb• oee (w.sa 1•) 6HETHN13 WV 6d NAL6 • 4' OTC. A� CLIP6 oN PRE- ROOF MAWS IW Odd PLYWOOD "ATHNG W Ad VIA" • 4. iVr- FN i6EA1WWNGr -V 404OCKM BLOM FLLW IW (V S IWE6AR F1fEGAGT CONCRRTE LNM WV (1) •s REAR 3-W COJCIRETE 61-AD a/ bx6 U0 tt. 6' CONCRETE SLOGK (TTPJ (M TYPICAL 2—STY WALL SECTION S2 N.T.S V CONCRETE GLOM W. EXPANSION OR ANCHOR W MT • 24. OG. 2 V4• HNPWW't EI'bEDI' — 1 EDGE DISTANCE 2x4 WILL A6 SPEC. N PLAN WW Ode GOLD SMATHN6 WY ad • 4. Or - BLOCK TO SHEAR WALL DE' N.T.S LKA24 ETA20 n STRAP TIE DETAIL S2 N.T.S 1w O6W3 SWRATHNGi L6TA 24 6TRAP TIE PLOOR Tim" C".) • WOC. nAx ( W ) (PLACE ON W&IM PACE OF or") / WY 1-% COW. CONCIEIE STRAP TE ETA 20 OR 80"ALENT • 32' OG (lLONJ (ATTACH TO CONT. 800) CONTWAJ6 CMO 6•xG' I04OG1CAA OLOCK NAL JOIST TO tlAWb FILLED WJ/ CONCRETE till 3-ed PIlK FLOOR JOIST DETAIL S2 N.T.S CONT. eAW+D PIS (HIIGFE6) WY 6-IOd x I In' WItTFIN 6' PROM GOITER AND • 24. OL. PAS (61MM) IW 6-IOd x 1 VJ• W3TWW 6' FROM COPNlR AND • 24' OG. (6B FLOOR JOIST OVAL FOR AOOfFIOh64L CONNSCTIOM) B BAND BOARD CONN. DETAIL S2 N.T.S iW &M TP4X OR 6Wl6AN SP4 AT EVERY OTHER ALSO, PROVIDE W t A TRUSS IS KITH 6' OF A 6TW II! PE1N.T. COU6EGTION "1106 • 16' or_ WY CKWS • 16' FROM TOP BEARING WALL AT ROOF S2 N.T.S Nx4 STUDS — • IS' OL. WV 2x4 OLOCKIP0 •NO SPAN v2 . AEL • 4W OG. (TTPJ 6104 • 32' Or- ��- THE STW CGMEGTED AT THE TOP SHALL Be COP EGTED AT T4E DOTTCM n INTERIOR BEARING WALL S2 N.T.S L zW Y•-1 --!4 w a :D Cl >Ct z14EA E 4 :D -ccY�1 E-t cr 0-4 o O ra A O PQ V1 Q `l V1 � NOx W W a z 0 e mT. U QyA2O 1' rd 0.� A 04 x I, 0 0 d PAGE: IW3DATM SICAILE: WOW SIZET 19 or 21 M cc Q A ASPHALT ONDME6 OVER AB FELT lAi' OGO. 6MEATMNO OR LB• PLY 2w Ilbs 3 pm TI10 BAYS �'DGUNFELT6 OT,31 t �OF 1111.1/6E6 • T16A b Ili' om30 DWA.ATION 1)6' TEXft#ED R-30 NOLL ATION 1##tlCAN OYP&J-1 DRYWALL OVER A'!8T OVER TA6', Q,6� GREAIRLNG 5A6' dYPoLN DRYWALL 6TRB�TFI (Oft TIR LOV 1,1104 STWAMTM OR PLY. NAB. &ABLE TO 2X IOLAOARD as PM CQlBOARD LLED LNiB BL IC IV 12d 6. OL. FILLED LNT� EL.KWiH (1P5 ROD IRS' RANCHO BOLTS RENR WTTM (LP5 ROD -00 T. FLIRRMY8 STRIPS AT V O. G P!T. pipma 6TRIP8TEx1L1 TExnkgw PHI Cm NOILATION 3 NGILATION RYWALL BASE 2 y ' DRYWALL WOOD BASED L_y, I I I 1'YP. WALL aR mm ELK S&MLE STORY s' ANCHOR BOLTS AT 3. OG. T. 2' ADV. CONC. CH C"6m t. ® ... -- .. / 3 Vr . DEAD OF GARAGE VARIEb WITH SLOPE) Y ANCRAOR BOLTS AT 3' OG. COLY f IrLPT ON WALL L 2 45.6 ON CkAM Ito MOB FM AT GARAGE GTW-W ir- 2 TYP_ WALL 6EGTION ELK GNIE.E 6TORY ((SABLE) r=f P., 45 CONT. 3 VP . DEAD OF dARAGE IYARME6 WrtH SLOPE) AT DOL.YS L. 3 �5'6 ON CRLANm a POt31ED LENTIL 0.. N CONE. (TYP) .r 2X WALL MP44M 6' CMI PILLED (3) L12W ANCHOR BOLTS CLiLL (TYPJ W/ 2*)C')" WALKER AND NW SPACED EV6LY PROM EXT. PRAM! WALL TO PLOOR TO BALD BROIL GET EstOL;K WALL GOIMMECTRON IN JOKM N660 C 4GGLE VED�ANCW R 0 PK)1R ACCEPTABLE RETROFIT) DOM LARDED 11 R 94LL RElF. G10011TED CELL LG5 CA01104WR IMP ALL LAFS 2V MK TYP. REDAR LAP �1 0 LNTEL COI Left iEs »f rHt • • E�E�Eft1EtlA CLSAHOUT Reap r—� • - •. FOR GROUT .LIFT 15 FT.1.1141 S WORZ REMPORGNG ti FOOTMiCs DUB IS W WOOK L NOT MOT). mza+TALnERrICAA REN CONICI ^. (A, T1a1e6�sAPTeR 2XI2 61 P SEE Tam PLAN POR COMlCTOR Taxnogw PwwW�I COW. DOPOLIR ILA % r CONC.6LM Li L u724W' CONC.PAD •516 EYL P'ORCCH GCPIEEK NCL OSPE ,e EXP. ANCHOR r .i 05 Cam. i A T1We4r_ 1 FOOTMCs- M AT AL.L PAvaM AREAL (3) • 5 ROD6 EA, WAY CH CRAM (MK 3• COVEN I I 2ihQP EXT. PAD 9 GARAGE CURD STOP I DOItE3. SAM`y T In' canB ; of It ON CHAIRS L4Y01M1' IZ GARACaE GURD PELT PAPER EA(CK VENEER TIES WERP . i'-0' Or_ NOT OVER 16, O,G (VERTJ (2nd Ir PROM BTJ t NOT OVER N' Or- (HORIV dALV/ALIH PLA6MN(i ,� BRICK L.EDC+t POOTNd TQ � MIORCM MDGll1 � GIN RLAM.6 • . s• or- N FME.O if OF: 1� i 1` ! 0 � . 11'P. EI(fEItlOR blATHN6 o AtTAC4rBiT FOR ROOF SKEAN (OA& TO BE 6TRICNRAL GPM TYP. EXTERIOR t1#J►tia•I(. ATTACWHBW .•. �• -.-." • GW NAMA • . IY Or- N REED • ! • T1'P. 3/4' T A d 9.15 FLOOR DELI &LIED TO ALL ww dYP6LL4 DRYWALL 6M4P60N M-S— AT EEN A. Eno � OR IQ' MkYi STR@ICiTH on 0.d (MELM.rrT) 2X4 DDL TOP PLATE t.NG OSLAB 1/2' DRYWALL 3 S5'■ -8 2X4 W04M STUDS Gib' O.G. INTEROR BEAR 43 WALL 2-STORY 6111060H M-5 2X4 PT. PLATE NOfE+ POR PL.00R SMARM WALLS AT EA STUD 111 In"' AALC410R DO NOT NSTALL 00MMEGTOR6. Lam 50I-T5 a 32' Oj:. CO?+41CT0ft OILY NEEDS 04M T► ERS eWMN 2T) N UPLFT ON KIALL COIIG &LAB 2 s'. can INTERIOR BEARING WALL NOTE+ P0M PLOOR REARM WA16 DO NOT INSTALL Cati:CTORb. CG/NE(.'Tom ON-Y NEEDED 0m TARE N L ru" Qi WALL 2X RIDGE Y Ch7RAPIER or OVERALL 2X RAFTERUs y T TPIL" FtApm IMI. O*& Do NAlL m -/ OR V2• PLY. 2-12d ff%lW TPLW COW. FRAMI?s* DETAIL TO In' ALBvL � RKFLR *RE -CAST 6G0 ! SET LEVEL BY BLOCK MA60N) 314, AR JOMIT RECESS FOR DOOR -t4 I AD ROD 13 SLAB AT 6L GLASS DOOR 15 RI BAR SET N 20" 1 P61 EPDXY 25• MN. ARV. i GLABli' MN. BELOW 1 1.4 TYP. REMCM, FOR ALL ALL 0411SED POUNDATIORI DOWELS POURED LENTA. • COM. (TYP) f •; ' G A1'AC>E DOOR BUCK IW (3) V2'X3' AMCFIOR BCLTG PRE-CA61 MDR `� .� r W( 2'X2'xbb WAGMI9! AND NUT 1-BLOCK FROM TOP AND 1-BLOM PROM BOTTOM A (I) BOLT N CENTER SET N JOMR6 PRIOR TO FA.LNG. 6' CM) FlI.LRD (&.!EYED ANCHOR N GOLAD cm (TYPJ zPOUR ACCEPTABLE RETROFIT) ROOK TO dAPI AdE DOOR MDR 1-2Xi PT BLOCK . CENTER OF DOOR MEADER WKI) V2'XS• AB. CsAR.66E DOOR W1 2`X2 )" WAGWW AND ,-1 , I. F, • ' e1�i.�\2-S'S ON CWAM 6R7RY CsA5 RAM IVEs TOP C40M AT W ROOF "ATI-IM LAYOUT .. .- _ • - _ . - s•���� II SITE PLAN NOTES Y LArFALAi Ar L1YM.AA MA1 Mp"mw MOM awM s sana.e+o w r �� a aAr V M1�011G�NOw.MG■dr.lw MM.a10a w.00F wAl A ANABlYGwM■.r•mw RR Avm .r V, w' IG. a� l/.tO.rVaMC�A110ppRaiMI�L Ma1���./.W w . AL416-mORwUAI.ML aOAwwwaILID OQIA.1O71!■ F/ ANAMR OILLLir ALOLR► u�NrP OLOMMOMAl0 AAA07Aw A1aL•Iba rGttne A■NILALr w ■raw ML/ OItAGIAi. FOUNDATION NOTES L GOIOfI■ HY,LpA�pLp✓p1111i MYi ■N 1LOU.A EOIS GR AOLD ■R FA7IwM 1 ICRFiIIt GALL ■■ T1'F■ N M A6;Y71CANCf MIN AwIM C77R N■►AL Aoe.I/GA/ L Jew IftG0orw. Adam r A 40 T■f tILALL Compow 10 TI■ IyCL�■L��O�N. ,yp ,�plp�, G =0& TIOR FL/iAM MR ! �R ■�R AIOpti C_ AM1 ANC ItlR= PGUL ACMM A0 lam, i fif_ K-- G @M a �CI�R ■0.A.M0 WYJ Oatl� iL/IaIC�RY�f���N/Ll ,1��(�LMArowa ■OK aIIf�AL. 6,L�LRr' L IWP1If 1401t L& . NIAD ��C IIYOAI 1.o.I0 wLo JOMf «ALL f, >w TNICK . FIA/ W NNAS GAL S RMa■ OR.TALTs.OIo GOtGIfIORON ffM FNIAOYIM OM AM LAP SWX 1100. • OAa NMWWAL JOMf I�ipCffR, M.AOp nam 10 vismCA. R MULL f1 TL- K fp JW= AT NO/ MOIM iNAN r• OG 1ill/ommo aa,a■aw. L 019PORC.r.Ia AMLL a NO. f ■ALL L UM I WAS AN 9194 SAMB C" 1W MAY fi INOW-M 41NiCICW MKL ■■A MrC■ Y AIO 0■G/up It ACCOMWA tt WIN ANN AM A*W AOM OR AW6. POURED LENTIL o CONT. (TYP) 2X WALL FRA4Mr. 8' Cm FILLED CELL (TYPJ (3) W*W ANCHOR SOLT6 W( 27G'XV6 W46FER A NUT EXT. PRVN•E WALL TO 14ELOCK PROM TOP AND 1-BLOCK eLoaG WALL COMEGTION FROM BOTTOM t (u BOLT N CENTER C SET N JONT6 PRIOR TO FILLM (GLEEVED ANCRAOR N 60LID POUR ACCEPTABLE RETPIMT) NAILING SCHEDULE wrws.r. arorArsrlv..�..rAas. M INE= � � .. ...L reps rwreirrcrorw NAIL 11EGILIW VIE R6 w 14B, 1 11w Impirmomp PLUMBING NOT / TNraAwuawuasww.LaneAna■arI r Aw�O w M Gf.LGAtICAL N �AallAa UItL a AL46 V O.pGA {Ia MALL alaL AI.OII\I.LM6 GaMII../La■Aw Gw r.Iwsc Y�CNM rLOY�RRALLMO♦IGRS.A V VAINLi�1OiYY{ILOOOCIO.O/Ni N/M! FI..w Iwe IAI M� AA4O■ MR Nwa..ai u rar � >o a Iweee a ■AOt1Aro 1!*GAR ro .�awewLNtraM.L N/{ arrow IAAAIIir v GAMe AIYIt MRTI.Ar Iowa wLGRew AaA. « I,.■LL.I.e..L.Rl.07i.■.LGOWL..L6.I.L a Raw R 4faIIt.I GALowAewwr v ALMOLPLOSMA.�Jw Y■lw. MALL alMGaw C010%W RAGMU Mw.lw =0"" IVIOMR. II�O t0la 4 a.aesAID I�..a., . 1N NM GAeG owL wwA tM7a11tlOr 7LO.R MItL01 MNa, . ��L�MAuoervwlvwANaoo w Iba MRTlmMKL*maw w oum.0 aiow 4000 r R..w,baAG■.Lr...MI■AII■IN.M/.GI.AttM. M ILL ■�COww ■TALL a oaaArai Y AI.A011ial Tt/■ FOUNDATION NOTES L FAUMMMON OfMG/ ■MM OL WOO ~ MN. A U w.... wMr Nfftl/t L ALL MAAOLARF OONfRCROII "w omwo" m 11. IC■.w/G/ O Owrlfe 1-1 A AO MGUACf WM AEI OR ■A omwm 0000 I410mme" Q f1fammm ■I■OC MMOM R GOrAfM M DAY Mlafia GULL ■f fGf AI W IMP FA OW A./l..tlt t AL &A* GULL f1 MK f VY SWK Crialsl! Aft• w VAPOR ■WMtOVER 4A M §N.L C"AMM TINNO D "WOW Oft- R Dam WLY001L171�MAN AiL T ON I NOR.■ aA Lapem" 4mmmMOOYV. MK Vow. COW" TO �. AN0101t fOlm GULL f1 LOCA/f) O■ sac" Gef a ALL ■GOD At YAC SAT 04WVA& CAfR i INolm 1O/L7R m MEAL. ff 2-4 "mum MTCRr, s�. MEM2-O o W OYIft GARMW f1 COIIN M AMM Cgfltl. Mf C004M 040 OR ENO RM W LAP A rfAnN OF a • ALL MOTNO ■EVAN0/ MAT f■ IC sa R.a GRAD■ a RMII KAG A7 f[ r AEA! wMNstiof 3 r z� � W< Qr' Gz.L �:) M A 7 Cat O H0W� t M H 0-4 O�Wx ,4 Q car o G`L �i ANy W rf W O O Vl O�HCO M 1�1 Qi O W a z 0 A �l7 mz 9 a. Qm I MEri Sawa lollx$�< 1 0 Q r Roo Qr- a '� o c� PAGE: SECTION DETAILS IF DATE: SCALE: Wer-O' SHEET D 1 or 21 LV L;z cx Q z CMII (rrrj C4" r dE6L yr PV1' OLEEvE / FOR OM LRE GA5 L INE THROUGH BLOCK WALL MAW M micro &-M Mw W. To ra 1Q' Ta tC' A!O lr ws�e Q WeAODY tllw SlPu1Rm so t7 MOW 1 , 4 tamm CP RYl L~ elws , , AT KAOW NO OP WRACM , MINR'RJM WALL AiFg;l HEADER STUD RHCIJIREMENTS (DOW EA 6CE OF TRWl6 ADDITIONAL 0' ARIC410R 6TIGW W3 IOd X I EACH TOM AND (219W X I IR' TAP COME EAiC14 TPLIM RITO DOM SEAM PM49 adl40100 TMJ" TRUSS ANCHOR DETAIL -RETROFIT W -TOVEERR a�' v sc ie E12' PLYWOOD O��Rgg ii Is OVER % FEtL�dVER �T 1/16' 000 "ATWNG OR VA' PLY. �Of�TRLB6E6 1 2X4 IPF 6TR WRACK AT�UF T6 p� 47E �y i g�O.G TO TOP�PLATEd NAILER TO BE FLUBW WTI4 ENG. GABLE TfMA6 WALL WEN VAULTED TEXTUPW FINISH OVER 06 FELT OVER ATHMG TOUR b W brP6U 1 O197W4LL 6t11BYsTH W PLYSF 2X4 DOUBLE PLATE NAIL GABLE TO 2X4 6RAT RX ADJACENT PF 2X WA2d 8' O C TO DIAGONAIL GRACE RAT 2Xi2 B 6X6 NOTE DIAGONAL BRACE • CENTER OF TRU66 SPAN OR NKaNE6T RIDGE DIAGONAL BRACE TO BE r ANY 6PAN *'-0' OR GRATER REFER TO TM" EML FOR ADDITIONAL WORIZONTAL TRJ66 REINFORCEMENT. 0'-0' TO 30'-0' (1) W BRACE 30'-I' TO 6&-0' (3) 'X' BRACE (I 'X' BRACE • CENTER) (2 'X' BRACE DIVIDED ECLLALY FROM CENTER TO END) DEAR PORCH Q-6j E R COxc . VI,. W PYCVr 35" r o Care- t.At waklirlmovm N CtaAN W" CO)rAMW aJ7 RS.R cnrr_ PIPE • foor 9 I x 4 QM7 xL1-aft TA -cm OR CMVI PN a!t 8MM Miw l x 4 01K 2 x 2)1.1w TrPCa) Mf MAD M J.iP OR OIIIYt Ptl a+tl SiMC M!i A FOOMW MEACOMOU m N@!R I twi Ml lino M JM r NYW)t MAW � AD w Wvr.u.r WtdoWs.r.rr rw/ @P"wCVW I NP) of Mnc MN 14W "amw r PRM wcw DO AV w T. f x• QM f x fJ:-tAi TYCAI OG M#X Mk V "sMW w M Wv WWWtu. OR W�lYsa lw tot M rYK Ww Mo nux l x • aim t x J) 2-sm ralom "M Sam M am �. �yR C A GRIN PN aOr sum M2W m M�l1t 1 V4.) MN faro M JN r mum /404 DO AlD r Ml l7MllR 1 VP) oG MLx Ttf alrr Mf7QDlf r PM" RACW we *a w 2 x • a0{ 2 x s) 240 LftiQl QG MAx MN 14w Mmlle T.w' Olt am""** OR O1.N PIN aim WON M)0 %' OM SiA16" f x i a+,r f x }) 7 Ll► TdPODN 7 X 4 W Or-MNt/ff W 0VW 16' N 1Ml/RJ Mk IiAD M JSP Tx4 OLOCM aR CW.ra PN A71 •rrnc MJO 2X4 aeCw )tl MYD�R 16w) mWiAC M AW - - -cm MLA r pmm saw t0 A V r av tr L m w1mop 1w 14Y) oc rfAx Mkl yr t sao►Wilr r POW Uew w0 AD w OC. Mrx Mk W v4• M@CMff ARCPWAY DETAIL IW AND UNDER. ARCPWAY DETAIL I6' AND UP ROOF MWit" W COWLUCTOM EE "MM PUW) DOL TOP {•LATE TYP EXTERIOR OPENING IN FRAME 6r"W TOI'U SAW aype m ORYWALL OR In, INMI, 6T,"MIW CLAW. OOARD IP PLATE Hr' OL. 2X6 FCR Pirt6Fi 6X6 TI cKwc ROOF Morse W =WecTowsEE "%" K.*V DO- TOP PLATE ICRNNPI.E by=* "Ljj;T°N-n ju _ 111 RLL LEMGTM 6rUD(6AKR16 /TUC alm TO FBI! (bVeqy HC-b TOP r OOTTOM) MAIL P6t 11 u p tl U• APWUND 944DO II li 11 11 MAL PER 6culca- J 11 11 -., . s., ... TYP EXTERIOR BAY WINDOW x 4. = �Op( arlAm fw Q=Wm PN &M Mr faro M JM Nlr wilmor R 11w) llntr r oP alai go r w Or. Mwt APAc+s lx4. ' oR c.lfe Ai awl *"K MM rti mm M JM m Rmmmomlr 1 tw) MrNM r Q a/aW w r r OG MAx OPACN` 3X& cm rJ-/+M• �APCOw OM LL OINK r cm- PIN~ SING MM ft an MAW rx MAL= ftf Wary M JM ooecAlm ll MN MYOPOr 1 LW) ra.40WM. r.== w4 lux w tu, $nwler. +oonle JAM ATrdal7Y) 3 x oo mi W e= 1w. 17l MrMl5rC1CR. MMA QOOR JAMB TO BLOCK 1-1/2' + Wxr rl. cw.44' x 4' Mt ON** TAORMS 014 cow Nk {ado M JM _1,,. L Mf wwYDrltr 1 MP1 J. t7'Y- aY rxr Pl 1111t! l..l,la)w..ucn..w OttdiA WVR «,rG1L � � DO=JAMD —� w DOOR JAMB TO BLOCK 3/4 OR 5/4 �i iffiT Barb TO TmM 2X4"bTrPOACK AT ALL IP 0C*ft oven w-1a' IJE! �T AT ROOF OVER'90�E T OVt'8! 1 ' 066 WArOAhr AD4E61VE OR AGP$"LT 6HM UM OVM W PELT OVM TAW OW bAV GYMPI DRYWALL �\ OR VT HIGH &TMMTH \\' CL4L BOARD Ty'µ �Aig& a p ST'G,gd R. t,rrrl?, . -SO GRACE. 0'-0' TO 30'-0' (V 'X' BRACE 30'-I' TO 60'-0' (3) 'X' BRACE (I 'X' BRACE * CENTER) (2 'X' BRACE DIVIDED EQIlALY FROM CENTER TO END) GABLE END CROSS BRACING Z� IYr Aw�� H z�E 0-4 a C) WtyO�A W Far. .� O A W PLO 0-4 C��-.!4 M•pl h+•l �i O a L- J la a z 0 fl4 s; x E ZI E * L U F E+ a L 4 x0W L z�a a 0 Ql a� 0 0 PAGE: MON SECTION DETAILS DATE: scm.m Vb'•P-O' SPIFFY D2 o 21 ix a r, REVISIONS PERMIT ADDRESS CONTRACTOR D ATEDD�. PH # S `L—/ ' Z,5;7 FAX # DESCPRITION OF REVISION: C 17/0 UTILITIES FIRE BLDG e THE FRANCIS PROJECT PROPOSED ADDITION Plan Review Status For Case # 04-00001420 ADDENDUM.: PROJECT NO. : PERMIT # 04-00001420 Case # 04-00001420 Primary Contact : MR & MRS LLOYD FRANCIS Case Address : Subtype : Project # U 0' 2004 Project Name 2901 MARQUETTE AVENUE Building —Alteration 04-00001420 FRANCIS RESIDENCE PROPOSED SITE LAYOUT SCALE-------------------------V = 30' :ry, Nu rg Z PLANS REVIEWED CITY OF O' !i �-y P i� LEI zco w Q � CO Aww� z�FA wo�A 0 w CQ 00odU' ox a W a 0 IN X8 rA aM "SM ec� 1Bor 21 3/A MS FLAT FLANGE 4'x4'xt2'-O' T16WG WALL LEGEND ■ EXISTW3 WALL TOM REMOVE Q ■ EXISTNG WALL TO BE REMAK ®. ■ PROPOSED WALL NOTE: • ALL OR•IENSION "T BE FIELD VERIFY. • ALL NVAC WORK flUST EIE UFGRAVW. • ALL ELECTRICAL WOW YWT M UPGRADED • CONTRACTOR MAT VERIFY IF EXISTWj LNTEL WILL BE AFFECTED BY THE MSTALLATION OF TFE PROPOSED WWDOW IF IT DO JIECOMMN O ALTERNATIVE SOLUTION WWICW WILL ALLOW PROPOSED WNDOW TO FIT IN EXISTNG OPE?Oes CIA. HOLE _ 0 O O o ° (o 0 ... 'U16010 �--# 4'x4TUBNG WELDED TO WELDED TO 3/8 MG FLAT 3/6 MS FLAT FLANGE TYPE IF2 FLANGE MS FLAT FLANGE 4'x4'x9'-4' — 1 Tl1BNG 3/8 MS FLAT FLANGE MS FLAT FL. EXISTING ROOF LNE� GR--- 0 0 0 =fL_L_E^^ 0 0 is I 'O 11-10 --�--+F 4k4' TU6 WELDED PLAT. �P .� MASTER SUITE I n PLAN OF COLUMN NTS I 1 I I 4'x4St11'•O' T1BWG 4 QI 1 a I I Ia I I I I 1 D I I G f I I I _t a CLOSE I I I • I I t I EXCAVATION WIOTN VARY F I I I I I --LAG I 1 I 1 I 1 ' 1 , • I I 1 ' I ' 1 ' 1 1 I I ' — — GRILLE — EXISTNG LA ROOF LINE I COLUMN FOOTER DETAIL NTS TUBING COLUMN DETAIL NTS ■ a I, II % SCREEN PORCH r-�----1--�-ram I I I I I I - I , I , I I GItlLLE I I I cGts�t+T� Ee • , I I I I I iT T� i--------------- r ■� I I 11 I �I KITCHEL1f I E'. II � I I t I EXCAVATION 01DTt4 VARY I I II I I II I DINING AREA I ICII I •- 1 1 � 11 I --- -x- — -� - HALL -WAY Fs== ----------z-----� 4 I' I II I 1' I II 1 1; I BEDROOM LIVING AREA I; 1 — II I r - II I I If I I —-------------1L- ---- ------- —'Y-------� I ---- —-----�—\ /ir GRILLE ( o-I LE PROPOSED FOUNDATION LAYOUT II I II 1 ++ 4'x4'x8'-4' J TUBNG S/BBOOTAx •' 1 1 11' DIA I 1 I COLI►'N G I 1 I I 4'x4' TUBWG LOOIR °LOOK SLAB I I WELDED TO I I 3jS MS FLAT COLUMN FOOTER DETAIL NTS zcl) 0-4 0.4 U E, z EA C ►.*w cnN ~ W a � A cn a0 =E. d is S Fm cmmm ocmm WOO slow" 3or21 cr- 0 0 y EXISTING FRONT ELEVATION .� ROOF ItIATGM EXISTING. rrrFrcAt/AI-) 40 6'x3/4' EIANDMG ($APO FIN164) rTYFNCAL) O KEY DETAIL _ — — — ♦!6'•4' ]ND FLR Eris. 1/6 TEXTURED CEMENT FINISH rTrPlraL� Im•-6• 2140 Far. PLR ***NOTE — — — — — — — F%OADEED STUCCO C "RIOL JOMT AS REG311RED. 1/6 TEXTURED CEPIENT FMI6H - - - - - - - rT7FICAU ALL ROOF FINI6H MST MATCH EXISTMG. ALL EXTERNAL DALC4N7 USED C.ONCIVATE MOTTLE SALUSTRAOE rTtrICA1) m'-m' FM. FLR PROPOSED FRONT ELEVATION .4 4iA z z ,'tea W d x w co a�wi IIF�> cv zo�Q cn xw o d W cn N d O�Fcn d N� W a p a z s� �n 16 z V :ATO Wewcs w•r-+. 8or21 —7 Fl. ***NOTE FRIOVIDEED STUCCO CONTROL JOINT AS IiECUIRED. 1/6 TEXTURED CEMENT FINISH !TYPICAL) ALL ROOF FINISH MWT MATCH ExISTINCa. ALL EXTERNAL ISALC0NY USED /CONCAZTE OOTTLE 6ALWTRADE HE ------ ------ ----E RIGHT —SIDE ELEVATION PROPOSED RIGHT —SIDE ELEVATION z� U z ,aa w�Aco x w EO-I�A''QM O �aF„A w xw Q AW O rn cn O F., I�r�l F+y Qi �NOy W a m AI 0 x� :AOM MON "To =A►IM waf. 9or21 0 C�k cv 04 2x& RAFTER 24' OC\ TRUSS SECURED TO 2xS BEARER BY TRUSS ►1ANGE1R SMPSON TWA2* HANGER ,2x8 DEARER SECURED CM WALL W/ 42' DIA W V2' PLYWOOD IV ROOFWG FELT "I ASPHALT bWtJGLEb RAFTER 3/4' PLY11100112 BLOCKING i-- MECE W/J' AIR GAP SrIFSON TRUSS TO VERT. WALL & EAVE DETAIL D-4 NT& m PNMM 8 EAVE DETAIL D-5 NT5 V Lb�S FASCIA No ROUGH FASCIA BOARD a' CCK VENT 3/6 PLYWOOD SOFFIT EXISTMG WINDOv TO BE REMOVE NOTE- -CONNECTORS TO BE SIMPSON U.N.O. ,TRUSS JOIST TO BILK P'IBHA UJ/ (12) 1OdXl-1/2' U.N.O. ,TRU55 J015T TO WOOD PF026 U/ (6) iOdX1-112' U.N.O. 19 HEADER -TRUSS JOIST TO WOOD LU26 U/ (S) 1OdX1-1/2' U.N.O. •HANGER5 SUPPLIED AND ENGINEERED BY TRUSS CO. TRU56 SECURED TO axe PROPOSM BEARER TRUSS NAtYaER /ROOF LAYOUT R'1 9PSON TW TWAab HANGER 1/ II 11 11 A 11 It II II II IdISAJ 11 11 it 11 11 11 11 11 11 N N I I N I N I I N I I I I N r �f I i l l II I I I I IIWR SECURED JOIST SECURED TO" . W/ I!a' DIA xi' / DEARER BY JOIST HANGER ANCHORS DOLTS / SN'MONUM WANDER CMJ WALL W/ SW DIA xb' 1 I ----- tml i I Nn-"- 2-2 — TilTAL WAW3ER LU201 N N N NDOUBLE V = _ I EXISTMG WHXW — Tff6E _ PROPOSED TRUSS JOIST FLOOR LAYOUT MlOPOSED IOIST LAYOUT MtOPOSED ROOF LAYOUT CZ'i 5g�: s a: j� z� r-4 '—' U z ,"4 4 w p Z .4 O �cnW� 4 IW©.4 r..l 00��. wo A 0 w W��d O�F� d Ox a m iM oc8r"� L s F sCAM Ur.' -I' 12 or 21 1a4 1 r---------------------------- ROOF LME NOTE: CONNECTORS TO BE SIMPSON U.N.O. TRUSS TO BLK META-* W/ (12) 10dX1-1/2' UN.O. TRUSS TO WOOD MTS-12 U1/ (6) lOdXI-1/2' UN.O. ,1-IANGER5 SUPPLIED AND ENGINEERED BY TRUSS CO. d Ik � II II Ik h II Ik u II f< � II B � II N � II PROPOSED TRUSS LAYOUT PROPOWD ROOF LM z W ,aa d H d x cr a; 0 r4 O ax � C a a a a Ak swami OAM semm w-W 13or21 'a y 0 ETA/HETA/HETAL/TSS TOP FLANGE HANGERS • .1u• eMseooeaMUM ,urexoRs nevsssewrsNwraN MBHA rHA c !` 1�• i 1yb�•- The 24" length accommodates longer strap requirements! See tables ; « . The HETAL provides substantial lateral loads• pages r to ifi See Hanger Options on , a / I pages 69 to 74 fnr hanger modifications, which may result s Till This series provides an engineered method to properly attach roof in reduced loads. trusses to concrete and masonry walls. Straight (ETA) and twisted The MBHA is a single piece, non -welded connector •r ' « Ni (ETAT) models are available to suit most applications. available for solid sawn, truss and engineered wood products. The HETA has a heavier gauge; ETA and HETA have a staggered MATERIAL:10 gauge H nail pattern for greater uplift resistance. FlNISH: Galvanizedi�l « MBHA MBHA « N The TSS, a companion product of the ETA, provides a moisture INSTALLATION: • Use all specified fasteners. See General Notes. Installation ETA barrier between the concrete and truss. The preassembled unit is R OPTIONS: See Hanger Options, page 73. with H riveted with no height adjustment. TSS MATERIAL: HETA-16 gauge; HETAL strap 16 gauge, truss seat 18 ga.; ETA and ETAT-18 gauge; TSS-22 gauge Sol Caere AllmrabN t a/s emdod cbNl Allorn6le t oeds I Mo1N Ohnsasioss Z� FINISH: Galvanized. Some products available in Z MAX; s� Corrosion Fast Model tit' Floer 1N) U M How 1N No. W H Z �� Resistance, page 5. UPIIR I Daent Smear �115) UNIII Oosm smw V1151 MBHA3.56J7.25 7y "" ' U INSTALLATION: • Use all specified fasteners. See General Notes. NO. Header' I Aq Jest# IRt (133) (1N)! � Reef UDR (133) (1N) UN Rea MBHA3.56/9.25 9 a Z W • The ETA and HETA are embedded 4" into a poured concrete ! Top Feee 125W 33 125W'f33 a bond beam or grouted block wall; HETAL is embedded 5Yis". MBHA 1-ATR W 1-ATRY4x8 18-10d 15712 3145 3775 22352 6050 11290 3145 3475 20895 5330 MBHA3.56111.25 11 j� Qi Zco ' 4. • Minimum center to center spacing is 101A" for HETAL, and MBHA models MBHA3.56/11.88 11� 4' �I with 1-ATR};x81-ATRY4x43:18-10d - 1885 1885 - 4380 5955 1AM 1AM 14562 4380 MBFIA3.56/14 14 A 8" for all others. • DO not drive nails through the truss plate on the opposite side 1. ATR is a0 threaded rod. 6. Loads are based on installation using Simpson ET22 Epoxy -Tie 61': MBHA3.56(16 16 Q d M of the truss, which could force the plate off the truss. 2. Allowable loads are based on a minimum of 2500 psi minimum embedment required. All thread rods and/or machine bogs MBHA3.56/18 18 H }+ • The TSS moisture barrier may be preattached to the truss using concrete and 2500 psi grout with one 15 horizontal to be 1'.' diameter x 8' long, grade A307 or better. Refer to the MBHA5.50W725 s 7 , O W 6d commons, or attached to the ETA prior to truss placement. rebar in the shear cone. Anchoring Systems MBHA5.5W9.25 ` 5 9 ,,,a d HETA20 ETAT CODES: BOCA, ICBO, SBCCI NER-393, NER-469 (ETA, HETA); Dade 3. Design toads are test limited based on the lowest of. 7. MBHA harpers with height of 7'i.' require a 3'k' minimum embedment M8HA5.5W11.25 5 11 ZO � H A County, FL 93-0828.8 and 93-1016.1 (ETA, HETA). 'W deflection, or ultimate load divided by 3. Ultimate load of the face bolt using ET22 Epoxy -Tie. Ali thread rods and/or machine MBHA5.5an 1.88 5 11� W a failure in all testing was cracking of concrete or CMU block. bolts to be W diameter x Ole long, grade A307 or better. MBHA5.5W4 5 14 � 4. Design download is limited by W deflection. 8-Additional anchorage products to be designed by others. �' a O Lif. Lab 5. Uplift loads have been increased 33% and 60% for wind 9. Uplift loads are for Southern Pine. For Doug Fir use 2930 lbs (133) MBHA5.50Wt6 5Y216 d a' ,.4 F 3 "ilk (133 i I$@) loading with no further increase allowed. and 3515 Ibs (160). MBHA5.50/iB s 18 O No. "I UNM 2 er 3 uplift d 1 PIFTrsa : (1 1 (1Ni PlyTnas 11�) (ill) �' W/WNP/HW/W1Yl , rr�rw�csutrs w o la g ,/�� �" O ETA12 8 5-10dx1}i 815 735 4-16d 715 860 65 � See tables on pages 42 to 45. See Hanger Options on pages 69 to 74 ETA14 10 6-10dx1y2 736 885 5-16d 895 1070 65 for hanger modifications, which g may result in reduced loads.' / A O� �" hl ETA16 12 8-10dxlX 980 1175 5.16d 895 1070 65 85 WM hangers are specifically designed for use on standard it z GA.TOP ' ZI`P CQ CQ Q d ETA18 14 9-10dx1)i 1105 1195 6-16d 1070 1195 65 85 grouted masonry block wall construction. 7' FLANGE 7GA 12 GA Y ETA20 16 10-10dx1y2 1195 1195 7-16d 1195 1195 65 85 MATERIAL: See tables on pages 42 to 45. O O ETA22 /8 10.10dx1Ys 1195 1185 7-16d 1195 1195 65 85 FINISH: Simpson gray paint. Some models available hot-dipRAN a x d ETA24 20 10-10dxly, 1195 1195 7-16d 1195 1195 65 85 galvanized; specify HOG. O _ INSTALLATION: • Use all specified fasteners. See General Notes. 21A' �` a ETA40 36 8-todxl}ri 980 980 5 16d 895 980 _ • H dimensions are sized to account for normal joist shrinkage. a" HETA12 8 6.10(11KIA 745 8961 6-16d 1095 1315 1001 9W W dimensions are for dressed timber widths. HETA18 t2 il-tOd5c1}L t3B¢ t635 11-16d 1890 1890 100 980 W, WNP, Hw • Hangers may be welded to steel headers with '�� M t 10-10dzt 1240 t490 10-1t3d 1825 1890 100 ! 9W to for at each for WNP and'p for e. by 1'h' fillet welds a 01� 12-10dz1 1490 1785 12-16d 189p 1890 100 i 960 � ated 016d duo ex na Is (8 gaaxg3'�i' double head) must 0 Typical METAL E� HETA2016 14-lodxl 1736 18W I 14-16d law lew 1001 960 be installed through the top flange and embedded in the Fay � � I � lnstallafdon atop 1&ttkbct 1890 1890 t6-16d t�0 1890 tn0 960 grouted wall. Tooling hales allow free flow of concrete. WNP412 a Grouted Wall HETA24 20 16•10dxit4 1890 I SW 16-16d 1 91 890 100 960 • Embed into block with a minimum of one course above and and HETA40 36 8-1WX 990 990 8-16d 990 ' 990 - one course below the top flange. WNP210.2 WNP414 e OPTIONS: W and H dimensions are modifiable; see Hanger Options, 72. ld ETAT12 8 5-tOdx1� 615 735 4-16d 715 88O 65 85 n9 P � p9 a fA ETAT 14 10 6-10dxlX 735 885 5-16d 895 1070 65 85 CODES: BOCA, ICBO, SBCCI NER-209; ICBO 5117; Dade County, FL ✓10' E V � METAL 9"719.09 (WM); City of L.A. RR 24947 and RR 24949. f p, ETAT16 12 8-10dx1y 980 1175 5-16d 895 11070 65 85 ETAT18 14 9 tOdxt)� 1106 1196 6-16d 1070 1195 65 85 12 GA. Z Nailer Table �/ rw TOP Q e ETAT20 16 10-l0dxt}rs 1195 1195 7-16d 1195 1195 65 85 The table indicates Uie TopAllewsble f �e w"'"rr' �' V �' 2 ! Me" Nailer f� ��'� ETAT22 18! 10 tOdx1)�, 1195 1195 7-16d, 1195 1195 65 85 maximum allowable I Mei1� •' ETAT24 201 1O-10dx1}, 1195 1195 7-16d 1195 1195 65 85 toads for W, WNP v and HW hangers 2x 2-1Odx1y 1600 v HETALI2 7 10.10dx%Z 745 895 110-16d'i 10951 1315�5 1100 � on wood milers. 7� W 3x 2-16dx2y, 1765 2* u• IHETALI6 11 15.10dx1)J' 13651 1635 15-16d'�t89011�0 4� 15 1100 Nailers are wood HETAL20 15 , 20 10dx�)�'` 18901 1890 ; 20 16d' 1890 � 1890 415 1100 members attached to 2-2x 2-10d 1665 the top of a crest 4x 2-1 Od 2200 FI I-beam, concrete or 1.Allowable loads have been increased 33% and 60% for earthquake masonry wall. This 2x ' 2-tOdx1 2525 table also applies to I ft. i W or wind loading with no further increase allowed: reduce by sloped seat 3x 2-16dx2X 3000 33% and 60% for normal loading criteria, for example. hangers. WNP -- e r TSS2 IY, 2-2x 2-10d 3255 • • • cantilever construction. I { Typical E'TAIM TSS2 2 3ys 2. Five nails must be installed into the truss seat DATA 4x 210d 3255 Typical Wa►Qwtt� Imo"/' Installation TSS4 Sys 3. Parallel to Plate load towards face of HEFAL is 1975 lbs. Hyy 4x 4 10d 5285 FIW Typical HETA20 with with Tie Plats TSS Installation WM Installation wM 21$ or 21