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025-090-065
7". 'Y�t, 7". /7i' NOTES RESIDENTIAL ^ � . PERMIT NO. co--________ ' 02�'09O'O05 05'2O0� ' ` � DUSRK4AN0 AK4M8K A ' . ."°"".,muu� Y0 / clar ~' .' LLBY YYY(LOT #3Vv.BV3GS Cont: OWNER . - �8F ^ � � . " � ` � ` . ~ .� � � SPECIAL CONDITIONS. ' CHECKED ` - BY ' ___SRA --__ FLOOD CERTIFICATE REQ. _-----_ _-_- FIRE SPRINKLERS REO. ___' SPECIAL INSPECTION ITEMS .. _--_.VERIFY UGE PERMIT CONDITIONS � � -� SUB -STANDARD HOUSING LETTER � t2� ' � �,^ /405 . ' � OFFICE COPY . ^ ` «u«reo» ^ . \ ^ ` ' GAS ^ . �Meter ' ELECTRIC � ~Meter By -`.~__--_�~- � JOB F1NALED(DaAa .8L'Simmmtume J=OK 0 = Not OK Not Applicable . = Not Ready RESIDENTIAL (Single & Duplex) Date UNDE,A'F)�OOR (Plans) OK except #'s Gmd.-/ 4. Ftg., PgWk6s & Decks; Soils -Steel-/ /" Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped I () 17,-(h ha,_Wb'Id Downs and Special Anchors ` .V; Fall -Fitting -Test -2 Way C/0-SeVer Test %1 (ZTl kQdr, Gas Pipe; Size Ancho ard Ip ; Size Test' r 11 _ Wer Pipe; Test -Anchors- r- ervice Test 12. Electric Underground -+S--Qlenums & Ducts; Clearance -Material -Support -ins. 1 irders-Sills-An r Bolts- oists-Vents-Crippies 1.5 -,"Access entilation, 16. Insulation Date Card B-1 Date Of a Card Date n . Z1 .Or Card B-1 Date Card B-1 Date PLU I (Penni OK except #'s er Htr.; Vent -Access -Combustion Air Baffle . Water Pipe; Test & Anchor -Nail Protection D.W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. Te Tub & Shower, Second Floor -Tub Access Gas Pipe; Sixe & Anchors 3. Fire Sprinkler, Test Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) .OK except #'s 24. F' ture & Transformer Clearance -Ins. Protection Elec. Receptacles Spacing -Lights & Switches at Doors ze Boxes & No. of Conductors Stapled R mex Installed Close to Edge of Studs & C.J. F,.quip. Ground made up w/Mech Fasteners -Bond Gas & Water 2 Appliance Circuits in Kitchen & Conductor Size GFI bfeed Wire Size/ /ga. Cu or AI -AC. Wire Size/ /ga Cu or AI Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or AI w Insulated Neutral 0 Yes 0 No 32. ServiceRiser Conductors & G nd Main Disconnect 33. I . Clearances Panels-Motors-Mech. Equip. jSrCohes Closet Light -Shower Light -Spa Light Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MEC ICAL (Permit) OK except #'s A.C. Duds Insulation & Support Vent Fan, Exhaust above insulation 38. Condensate Drain & Overflow, Size & Grade 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 40. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAPAG (Permit) OK except #'s . Sills Proper Materials & Anchors 0 6_s Studs -Nailing Spacing & Braces -Plates -Sound Bearing Walls over Girders & Floor Nailing; 4 Draft top in Walls (rat proof) .n "4 . F Stops, Furred Ceilings -Stairs -Chasers -Tubs •: Vit,Headers & Beams -Size & Bearing' Date FR G (Continued) . borgers-Post Caps -Anchors -Connectors 48! ing. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting: Rtng. 4&place Ties or Type A Flue -Fireplace Throat Clearance Ic Access; Size & Romex Protection -Draft Stop -Ins. Baffles Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions Garage Fire Protection Framing -RC Channel 53. foperty Line Firewall & Openings 5.- Ext. Doors -One T -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56.l ood on Roof Overhang -Attic Vents -Rafter Outriggers Siding -Nailing Veneer 58. S ucc ' esh-Drip Screed -Fd. Vents-Underflr. Access ng Area -Glass Protection -Skylights -Plastic Shear Walls; Nailing -Bolts 61•. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 53. Infiltration -Walls -Windows Date 7-Z qi („, Cana B-1 Y✓T Date Card 13-1 j Date U - 4 • Card B-1 —' W'� Date Card B-1 Date FIN (Plans) OK except #'s Steps -Door & Sidelight Protection -Landings 65. oke Detector OK Furnace Vents -clearance -Comb, Air-Connector- IaA6 rage; Above Floor-Ducts-Mech. Protection' Bedroom Exiting f I. & Bath Fixtures & Tub Access -Spa Elec. Trim & Subpanel, Breaker Sizes & Labels 36 -Stairs & Rails t'r Ffeplace or Stove, Clearance -Hearth 7�.Outlets at Wood Panel, Int. & Ext. . Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance Elec. Outlets & Receptacles at Kit. Counter W-5- Garage Fire Door, Swing -Landing -Closure OTe!CC. Dud in Garage -Damper %r Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. garage; Above Floor-Mech. Protection 740"Plb.; Elec. & Mech. Equip. Listed for Location Elec. Receptacles in Garage (FFI.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Cysard Rails & Deck Construction -Post Caps Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth" Clearance Looked under Floor 0 Yes 83. Following InsUdJDrive 0 Yes 0 No/Walks 0 Yes 0 No/Planters 0 Yes 0 No 84. Stucco Brown -Finish ,aV, .C. Unit Disconnect, Electrical -Plumbing Se V06 Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings ter Well, Disconnect, Electrical, Plumbing e.ior Elec. Trim, G.F.I. Receptacle -Underground V tilation Throughout House S,lass Protection Corr ns from Previous Inspections 2,45", 0 (L, X92 eters Tagged, Gas -Electric 99-�ater & Sewer Connected -C/O to Grade -HD Approval ergy Compliance Certificate -Other Certificates Address Posted 96. Fre Sprinkler Date Q Card B-1 I DateDatetZ. r and Date . C)Card B-1 0 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: J=OK D =Not OK = Not Applicable . =Not Ready MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer, Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) S. Electricity; Location-Clearances-Gmd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat or/ /" L "ft1 P LPG 7. Well Clearance & Disconnect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test-Dernand-Valve-Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water, MH Test-Regulator-Connedoe 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert of Occupancy Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Stze-Spacing-Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water, MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs-Connectors Shthg- Frg- Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance -GR 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 insulation Certificate 0 P nUS' lYh ' BUILDING PERMIT BUILDING OWNER: sq - BUILDING LOCATION 23 W t 11-e a. , s _((10.0 Description of Installation Material 2=a trame Thermal Resistance (R -Value) CEILINGG(�ai i- 1 V, -1— Brand Name Batt or Blanket Type -3 'Thickness ('inches) 10/' Thermal Resistance_(R- Value ) Loose Fill Type Brand Name Contractor's minimum installed weight/ft' lb Minimum thickness -U �-`�- inches 2 Manufacturer's installed weight per square foot to acheive Thermal Resistance (R -Value) 17 7 EXTERIOR -WALL /ulwnvt Material : �c,11 L�k Brand Name - Thickness (inches) Thermal Resistance (R Value) RAISED FLOOR I I /%t,#, )111-C, Material C -j oGe.' Brand Name t t n Thermal Resistance (R -Value) Thickness (inches) , S tckness (inches) Width (inches) Declaration I hereby certify that the above insulation was installed in the building at the above location in conformance with ards for new residential buildings contained in Title 24 of the the current Building Energy Efficiency Stand California Administrative Code. IM4eneral License N ber ntract�(B�) I / �� Signature and Title Date Sub -Contractor (Insulation Installer) Signature and Title License Number Date THIS CERTIFICATE MIIST.BE PREVI�DIDTOTHE NIHE BUILDING.PRIOR TO FINAL INSPECTION APPROVAL AND A COPY SHAD JANUARY 1993 '...rr+. _a.r., .-r.ry.-.rr-....�.-*-.x—.,ry,., . ti._-.. -ter-. .. _. . f.r'.•...— 1 .. ra COUNTY OF BUTTE A` BUILDING DIVISION -' DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE' .11(kS koAt,� 20 OWNER PERMIT NO.. *>', A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of f work is completed. If you have any questions pertaining to this matter, or need additional ationplease contact the Building Inspectoras indicated below. Inspector �,xpla t Ce, Phone # lS��v. A %_1 CSS FOR.RE-INSPECTION CALL: 538-7636 OR 891-2834 f JC DateTZ Inspector 'REV 4/05 Phone # FOR.RE-INSPECTION CALL: 538-7636 OR 891-2834 f I/� N I ✓l a Q ) s OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of y work is completed. If you have any questions pertaining to this matter, or need additional `t ex lanation, please contact the Building Inspector as indicated below. ,t) I?r- __v . 4c _T k I J ♦ f`tµ=� Date 12' ' O `� Inspector REV 4/05 Phone # U FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 r COUNTY OF BUTTE BUILDING DIVISION F DEPARTMENT OF DEVELOPMENT SERVICES -� 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE f I/� N I ✓l a Q ) s OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of y work is completed. If you have any questions pertaining to this matter, or need additional `t ex lanation, please contact the Building Inspector as indicated below. ,t) I?r- __v . 4c _T k I J ♦ f`tµ=� Date 12' ' O `� Inspector REV 4/05 Phone # U FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 r l ` COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work is completed. - If you have any questions pertaining to this matter, or need additional explanation, �'e If the Building Inspector as indicated below. o �t 4< - G, t Ill 0:2 'LC4- Co Date Inspector REV 4/05 Phone # —���� FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive - Oroville, CA - (530) 538-7541 CORRECTION NOTICE Q5 OWNER A PERMIT NO. A routine inspection indicates at the followXg violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work is completed. If you have any questions pertaining to this matter, or need additional ex;Wn'ation, please contact the Building Inspector as indicated below. cA I & t ( A, -L,, ,I S w�Vt, O' P � cA -c Q f t a �rC i: e, o. r te. , -c . �O 1 2 U ftrOf I M Date Inspector REV 4/05 _ Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891=2834 . COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive - Oroville, CA - (530) 538-7541 CORRECTION NOTICE Zoo G OWNER PERMIT NO A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact the Building Inspector as indicated below. r Date REV 4/05 Inspector Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834, COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work is co eted. If you have any questions pertaining to this matter, or need additional � ple explana ase contact the Building Inspector as indicated below. CG C Date Inspector REV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 T CG C Date Inspector REV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 �c . . . . . . . . . . . . ........I... COUNTY OF BUTTE ............ . BUILDING DIVISION -. . DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. K� `tz A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of [R work is completed. If you have any qu stions pe taming to this matter, or need additional y explanation, please contact the Build' In ect indicated below. 41r�. XF Datel r J �^ / Inspector P , REV 4/05 Phone # f.FOR RE -INSPECTION. CALL: 538-7636 OR 891-2834 N COUNTY OF `BUTTE.............. BUILDING DIVISION ' DEPARTMENT OF DEVELOPMENT SERVICES~ 7 County Center Drive • Oroville, CA • (530) 538-7541 ` CORRECTION NOTICE ta. ER /D PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact the Building Inspector as indicated below. Date 112 — t/7 Inspector �� G 'C1117,74 / i< REV 4/05 Phone # 7 FOR REANSPECTION.CALL: 538-7636 OR 891-2834 4+at-Y�+^•^K�i.:7i#�.�LJi.a7�'7�aa�'n���•-"--•..++r..--...•..+..r••,•.t.•.ar�.ny�4t'�•k.'y,""y'�a�N'� 4d`,„�,�^'4.i / rri i COUNTY OF BUTTE ry n } BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES .FY 7 County Center Drive • Oroville, CA • (530) 5384541 CORRECTION NOTICE ' V OWNER PERMIT NO. 4a A routine inspection indicates .that the following violations of Butte County Ordinances exist at x the above address and should orrected. Please call for re -inspection when correction of work is completed. If you ve ny estions pertaining to this matter, or need additional .' -explanation, please ntac he B i in Inspector as indicated below.Al k rtzn .FY `l - 4a 4 ;A I !` 4/ ` �/d Date ` Inspector t �° it L' SS REV 4/05 Phone # S t FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and. effect. License Class : License Number: Dale: Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' Stale License Law for the following reason.(Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its Issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): 2( I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' Slate License Law.). ❑ I am Exempt under Article 3 of the Business and Professions Code Date: (D Q �Owner.-lypt" tAS WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: Policy I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: 1-D / 4 I �l!�'- R , 21311 F111 In WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. PERMIT NO. BPO52009 Issued Date: 10/04/2005 APN: 025-090-065-000 Siie Address: 231 WILLEY WAY BIG Map Index: Description: NSF(2057)GAR(836)COV(1289) Owner: BUSHMAN, THOMAS F. ETAL HAMMER, ANNALIZA 2806 CHICO RIVER ROAD CHICO, CA 95928 (530)415-3599 (530)755-3044 tombushman@allstate.com Applicant: BUSHMAN, THOMAS F.ETAL HAMMER, ANNALIZA 2806 CHICO RIVER ROAD CHICO, CA 95928 (530)415-3599 (530)755-3044 tombushman@allstate.com "ontractor: License #: Architect: Engineer: RCE STRUCTURAL ENGINEERING Total Square Ft: 4182 S.F. Valuation: $174,393.00 Census Code: CONSTRUCTION LENDING AGENCY This permit is herissuedyntleNh i a provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency for the Resolutions t o woad crated ab ve for Ffich fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) /yr« G Name: By: Date: PERM IR N: �� L/ '�� Address: (Date) ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, . ,handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information Is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purposes j`, Print Name: N\104- , VIZIP" Signature: Dale: ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor L3. G. ljuuoing vermn ui-io-uq pg .i APPLIED TESTING CONSULTANTS MATERIALS ENGINEERING TESTING AND INSPECTION } REPORT OF EPDXIED ANCHOR INSPECTION/ TESTS DATE: 8-4-06 PROJECT: Bushman Residence CLIENT: Tom Bushman 231 Willey Way Biggs, CA 95917 Type of Adhesive: Simpson Set 22 / Exp 2-07 ; Number of locations: 2 Hole depth: 9" Hole diameter: 3/4" Anchor type: 5/8" All Thread Placement: Number 7 wall in garage, Number 2 wall in bedroom # 2. Drill into existing footing. DESCRIPTION OF WORK: Arrived at job at 6:45 hours to provide special inspection of epoxy -grouted seismic anchors in the garage and 2nd bedroom. A total of 11 anchors were installed. All holes were brushed and blown clean with compressed air. The adhesive was injected into each hole in sufficient quantity to cause exudation of the material when the anchors were inserted. The anchor bolts were rotated during and after insertion to insure proper bonding of the adhesive to the bolts. F c 3060 Thorntree Drive, Suite 10 ° Chico, CA 95973 ° Telephone: (530) 891-6625 ° Facsimile: (530) 891-4243 i August 15, 2006 Tom Bushman #3 Wiley Way Biggs, CA RE: Bushman Residence Dear Tom, Our previous letter stated: 3060 Thorntrree Drive #10 • Chico, CA 95973 (530) 894-8833 voice • (530) 894-8882 fax email: cj@r-c-e.com "The roof plans show additional 6x posts added under window headers. The posts were added with a revision cloud around the callout on the roof framing plan. These 6x posts may be replaced with a triple 2x6 post (three 2x6's nailed together). The 6x posts shown under the large girder truss must remain as 6x posts." Please review the attached calculations for clarification. The header only requires 1.5" for bearing therefore a single trimmer provides an adequate bearing surface. The vertical load requires a triple 2x6 stud to prevent buckling. The solution then is to provide a single trimmer and double king stud to adequately support the window headers in question. Thank you. for the opportunity to be of service. Please contact us at the address and number above if you have any questions. Sincerely yours, Charles J. Roberts, PE, MS P. 1 / APAK;vv%7 Certificate of Conformance Certificate 054086 THIS IS TO CERTIFY that the glued laminated timber products identified with a collective mark of Engineered Wood Systems (EWS).were manufactured in accordance with the applicable standards and associated specifications indicated below: ANSI Standard A190.1-1992, For Wood Products — Structural Glued Laminated Timber NER-486 Glued Laminated Timber Combinations And "GAP" Computer Program For Determining Design Stresses AITC 117-93 — Manufacturing — Standard Specifications For Structural Glued Laminated Timber Of Sbftwood Species IT IS HEREBY CERTIFIED that the APA EWS trademarked structural glued laminated timber members were produced in a manufacturing facility subject to regular audits in accordance with the Engineered Wood Systems (EWS) Quality Assurance Program. Routine audits include inspection of the manufacturing process and evaluation of the in -plant QA program with adequate sampling to verify conformance to industry standards for lumber grade and glueline bond quality. V/-7 3 jo )2 11 e,o °o 0 Rq rn `fes �i �Zt SEAL �3_ 03 4SfiING��..`�` by 4 L Thomas G. Williamson Executive Vice President ENGINEERED WOOD SYSTEMS is a relalefl Corporatlon of APA —THE ENGINEERED WOOD ASSOCIArION 7011South 19th Street- P.U. Box 11700 -Tacoma. WA 98411-0700 Telephone: (253) 56-5-w6600 Fax Numbot: (253) 565-7265 } January 9, 2006 t: Tom Bushman #3 Wiley Way 4 = Biggs, CA RE: Bushman Residence Dear Tom, 3060 Thorntree Drive #10 a Chico, CA 95973 (530) 894-8833 voice a (530) 894-8882 fax email: cj@r-c-e.com I am writing this letter per our conversations on July 24th & 25th, 2006 regarding a building inspector's correction notice. The building issues are addressed in the same order as the correction notice, (copy attached) and one additional comment relayed via telephone has been added as well. 1. Provide a fix from engineer for 2x6 sill plate of #7 & #5 shear walls. The sills were designed as 3x6 sills and were inadvertently installed with the 2x6 material. The stress for the #5 wall is between the 350plf to 600plf range and thus allows for doubling of the anchorage in lieu of installing 3x sill. The #7 wall however is over the 600plf threshold for the wind condition. The calculations for wind were based upon 80mph Exp. C and when changed to 75mph Exp C the stress goes under the 600plf threshold. The #5 wall has ''/i" diameter anchors specified at 18"o.c. which shall be increased to 9"o.c., (or 12 anchors total on the 1.0' long wall), to qualify for 2x6 sill plates. The #7 wall has t/z" diameter anchors specified at 12"o.c. which shall be increased to 6"o.c., (or 8 anchors total on the two 3' long walls or 4 on each 3' long wall), to qualify for 2x6 sill plates. 2. Nail all shear panels off per schedule. No engineering response required. 3. Provide connection between attic & shear wall at wall line #3, garaize and other locations. See attached "Detail A". ' 4. Engineering for trimmer used for dbl 2x's. The PHD2 hold-downs have been specified using dbl-2x studs. The dbl-2x studs are used to gain embedment of the special screws used in the connection and to provide collection for the overturning forces. In this case the screws only connect the king stud and the trimmer. The trimmers extend up to the header thus providing adequate embedment for the screws and also providing adequate length for collection of the hold-down forces. Also the studs are not collecting strapped forces from an upper story so the missing top 24" of the trimmer is not really needed. 5. Frame baffle shear transfer above shear walls. No engineering comment required. a 3060 Thorntree Drive #10 • Chico, CA 95973 (530) 894-8833 voice * (530) 894-8882 fax email: cj@r-c-e.com 6. Provide enizineeriniz for electrical service in shear wall. The shear wall line "F" has three walls included in the original design. The six foot wall surrounding the electrical panel may be eliminated or have a hole cut in it and the two other walls can pick-up the wall load with no design changes required. 7. Nail sole plate per schedule. No engineering comment required. 8. Tighten all hold-down nuts. No engineering comment required. Additionally you mentioned that some 6x posts required on plan were missing. The roof plans show additional 6x posts added under window headers. The posts were added with a revision cloud around the callout on the roof framing plan. These 6x posts may be replaced with a triple 2x6 post (three 2x6's nailed together). The 6x posts shown under the large girder truss must remain as 6x posts. Thank you for the opportunity to be of service. Please contact us at the address and number above if you have any questions. Sincerely yours, Charles I Roberts, PE, MS COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE - OWNER PERMIT'NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact the Building Inspector as indicated below. 0 cam: ) "SoI.� n1,�t �� �r .,^�C.t'1 U.1 . Date `� Inspector REV 4/05. Phone #dam `{ FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 15USHMAN RESIDENCE TRUSS, B.O. BALLOON FRS A35 @ :2 1(od E EN =AI JOB *2005.054. Page DETAIL A )F PLY MAILING SHOWN D NAILING L PLY WHERE URS, SEE PLANS D INTERIOR SHEAR V�ALL ALTERNATE DETAIL 1"=1'-O" % APPLIED TESTING CONSULTANTS MATERIALS TESTNG, ENGNEERING AND NSPECTION ASTM 1557 Moisture/Density Curve r Sample No: T-1 Client: Tom Bushman Date: 7 -Oct -05 Address: 231 Willey Way Tech: B. Carter City, State Zip: Biggs, CA 95917 i Attn: Tom Bushman Project: Bushman Residence Soil Description: Sample location: Sample depth: Trial No: Water Added Gross compacted wt: Container Tare: Net compacted wt: Wet density, pcf: Dry density, pcf; Pan No: Gross wet wt: Gross dry wt: Pan tare: Net dry wt: Moisture loss: % Moisture Content: 121.0 120.0 119.0 118.0 117. 116.0 a 114.0 E` 1123.0 Vi 111.0 110.0 109.0 Z' 108.0 107.0 105.0 104.0 103.0 102.0 N/S N/S 1 2 3 4 5 360 460 260 '160 7391 7455 7050 '6700 2845 2845 2845 2845 4546 4610 4205 3855 133.71 135.51 123.6 113.3 117.71 117.41 110.91 103.6 Sample Weight: 5000.0 g 1 1 2 3 1 4 1 5 1 Rock Correction' ASTM D4718 951.8 905.7 869.0 810.0 Total sample wt: +3/4 rock wt: % of +3/4 rock: Specific Gravity of +3/4: Rock adj. density: 848.4 •795.6 788.1 802.0 84.2 82.5 80.7 80.7 764.2 713.1 707.4 7,21.3 1-03.41 110.11 80.9 ,. 68.0 . 13.5%1 15.4%1 11.4%1 9.4% 7.0% 8.0% 9.0% 10.0% 11.0% 12.0% 13.0% 14.0% 15.0% 16.0% 17.0% Moisture Content (% of dry weight) Max density from curve: 118.7 Max adjusted density: 118.7 pcf Optimum This test was performed per ASTM 1557 Reviewed b R' 14.4% 3060 Thorntree Drive, Suite 10 a Chico, CA 95973 e Telephone: (530) 891-6625 a Facsimile: (530) 891-4243 1600 Starr Drive, Suite C * Yuba City, CA 95993 * Telephone: (530) 671-4473 * Facsimile: (530) 671-6770 APPLIED TESTING CONSULTANTS _.<.._.A-,---T--C. MATERIALS TESTNG, ENGNEERNG AND INSPECTION Nuclear Density Testing Report Per ASTM 1557 Report Seq. No. 1 Client: Tom Bushman page: 1 of 1 Address: 231 Willey Way Date: 10/6/2005' City, State: Biggs, CA 95917 Tech: K. Coy Attn: Tom Bushman Project: Bushman Residence Soil Description: Gauge # CALIBRATION DATA: Density Std.: Moisture Std.: Density Xi : Moisture Xi Compaction Equipment: Not Specified Req'd % Compaction Curve No.: T-1 Max Dry Density: 118.7 Opt. Moist. Content: 14.4 90% Test # Test Depth Location: House Pad Elev. Wet Density H2O Density Dry Density Moisture Content % Comp. Results 1 12" North Side FPG 115.7 9.2 106.5 8.6 90% — PASS 2 12" West Side FPG 116.7 10.5 106.2 9.9 90% PASS REPORT: Arrived at jobsite at 1000hrs. to perform compaction testing of the House Pad. Performed 2 nuclear density tests at random locations as indicated above. The 2 test results indicate at least 90% relative compaction. Note: The results of these tests apply only to the soil at the location and elevation at which the tests were performed. No other conclusion is rendered based upon these tests unless such conclusion is presented in the form of a report. Copies to: Reviewed by: 3060 Thorntree Drive, Suite 10 • Chico, CA 95973 • Telephone: (530) 891-6625 • Facsimile: (530) 891-4243 1600 Starr Drive, Suite C * Yuba City, CA 95993 * Telephone: (530) 671-4473 * Facsimile: (530) 671-6770 BUTTE COUNTY RECEIPT 7 County Center Drive Oroville, CA 75965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Receipt Number: B260 Permit Number: 05-2009 Job Address: 231 WILLEY WAY Contractor: ' OWNER Fee Description Account Number Permit Renewal Fee 0010-440001-4210500-1010 Printed: 09/26/2006 8:49 am Fee Amount $109.98 Total Fees Paid: $109.98 Date Paid: 09/26/2006 Paid By: TOMIANNALIZA BUSHMAN/HAMMER Pay Method: Check 1263 Received By: TMP �pprwPd - O�unPr w'clGny Up ���v6 P1jALN PtE"SION Owner's Name: BP#: 0 2aC) Date: 2-nCD Contact Person & Phone Number: AP#:n� Received By: f6rc haC'(� Time: b3om6 --. PURPOSE OF RE -SUBMITTAL OR REVISION ❑ Permit Application Data Sheet Item ❑ *Engineering '1\1/Revised �2 S.N.S� *Plan Revisions S TVLI Cd�Wu Obons Ny*Req uested by Building Inspector's Correction Notice — Inspector's Name: ❑ Requested by Plan's Examiner —Plan Examiner's Name: ❑ Other: *If revising a plan which has already been issued, submit two (2) drawings reflecting the revision for plan review along with your approved plans. If engineering is involved in this revision, the these drawings and wet stamp and sign two sets of engineer must put his requirements on engineered drawings. Revised drawings must clearly show changes proposed and locations involved. WHEN APPROVED$ PROCESS AS FOLLOWS: ❑ Mail to Owner/Contractor at this address: ❑ Call and hold for pick-up. o Deliver with next inspection. Minimum revised plan check fee to be collected at time of submission of revision, plans ex er will determine if additional plan checking fees are needed: spay rrte , Minimum $54.99 Receipt ❑ Fee not required for revisions requested by plans examiner prior to issuance of permit. Receipt #: � IS r_; 67 � BUTTR COUNTY A I DEPARTMENT OF DEVELOPMENT SERVICES �V BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 n OFFICE #: (530) 538-7541 LI v A FEE WILL BE REQUIRED AT TIME OFAPPLICA TION Website: www.buttecounty.net/d1 ds I a/ 0 **PLEASE PRINT CLEARLY** T Q' CONTRACTOR WE Last Name .�t,;O * d zoofo_� ► Meg 5 ZiR"l -;T3 PailU Fax Map Book State Licens Numbe Lot # Planner Date Approved: CONTRACTOR � ► OR A,d. .�t,;O * E ID CityNRILD State 5 ZiR"l -;T3 PailU APPLICANT NAME ARCHITECT/ENGINEER Name S T. VDPOIZT-S Address E ID CityNRILD State 5 ZiR"l -;T3 PailU Fax Map Book State Licens Numbe APPLICANT NAME I Name �r�S 1 W Wp'<� Address � n et Ve-r\—, RA City St Z' '-2%� v Pho �/a Occ. Type Const. APPLICANT SIGNATURE X For office use only: Zoning Flood Zone SRA Yes No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS K:\FORMS\BUILDING FORMS\BldgApplSubRgmts.doc PERMIT NO. 3S—2x x JIN LOCATION AP# Property Address VV t VVA 10(ejaS Cross Street WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name IRkM Address Page 1 of 2 EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. qCe f l Rec 'v by: l - Amount: 4dg SRA Receipt #: " / �- Sheriff 7 SMIP Other Date: �y �`�- b C.� Total REV 2-24-05 SUBMITTAL & PERMIT REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxes! ❑ 4. Energy compliance design and supporting documentation in duplicate. ❑ 5. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. } r ❑ 6. Manufactured homes:. (A) installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All'of these must be stamped and'wet-signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if'required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Detached Accessory Building Form filled out by the owner (if required). ❑ 12. Hazardous Material Form (for Commercial Buildings only).. , Remaining items needed to issue the permit. Additional items may be required afterPlan Check and Planning *items.) review (May require additional plan review upon receipt of the following ' ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ❑ 2. Impact Fees. . ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number. - ❑ 8. Owner -Builder Verification (if required). ❑ 9. , Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts. ❑ 12. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, please contact a Permit Assistant at (530)538-7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMS\BUILDING F0RMS\BIdgApp1SubRgmts.doc Page 2 of 2 REV 2-24-05 a O Butte County Department of Development Services uTtFa CN o YVONNE CHRISTOPHER, DIRECTOR ° ° ' O 00 7 County Center Drive °--�•�_�Y :� � ° oCOUN�yo N 1 CA 95965 OOroville, (530) 538.7601 Telephone (530) 538-7785 Facsimile O CN TO: ' O FROM: N 1 SUBJECT: O DATE: 0 WILLDAN Scott Rutherford (530) 538-7160 srutherford@buttecountv.net Plans Transmittal For Review Per Contract 7/26/2005 Applicant: Bushman/Hammer Permit No: 05-2009 Project Type: NSF/Gar/Car ort/Brzw 025-090-065 100% 70% Plan Check Fees $ 1,167.72 $ 817.40 $ 1,167.72 $ 817.40 WILLDAN Fee $ 817.40 Copies Attached:, Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other 17.�'vr"4YY.F'+r�'+!%'}�.�`k11...�4Y�It,e�°✓hr5�'yr7�.��Y;a,;,,;.��iwY..f-t: .'t=ir.2:,{" .y :r., ...�...-...... -. Y�.,�s^,��.. y-.�.r-.(.:•.'r+`........�--+.+r.-� - r r : ��jj. ._. .. .: . COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION' 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: ASSESSOR PARCEL N`UTABERZ956" 6"��A�' Proposed Building Use: �/V �J) .' Permit Technician: / 1/ Date: %'- _� Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. . L 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxesl ❑ 5. Letter from Engineer or Architect for truss design review. 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and AIC for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans'and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Letter of intent fog non-residential' buildirigs. ❑ 12. Hazardous Material Form 13. Acknowledgement of building permit application without required clearances. ❑ 14. Other V�n needed to issue the permit. (May require additional plan review upon receipt of the following items.)/�,� itation and site plan approval from the Environmental Health Department in ❑ Chico 119roville, as applicable l� lnY 5 I1 Sprinklers............................................................................................ ❑ 17. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 18. Soils Report and/or Engineered Foundation required ........................................... C119. Erosion Control Plan Required........................................................................ ees as shown on the attached Schedule of Fees Due Sheet .............................. City of Chico Plumbing permit........................................................................ ❑ 22. Site plan and business license approval from the City of Biggs .............................. 0. 23. California Department of Forestr Ian approval ❑ paid. Sent by: ®j 24. Planning approval for (A) Use: 81(B)Parking: (C) Parcel Check:... ✓.. �/� ❑ 25. Contact Land Development about _ Improvements, _ Drainage ........................ NPDESForm.............................................................................................. ncroachment Permit for driveway from the Public Works Dept ........................... Contractor's license information. (Number, Name Style, Classification) ................... ❑ 29. Worker's Compensation Carrier and Policy Number .......................................... 30. Owner -Builder Verification ( eTiven to owner, _Mailed to owner) ..................... 31: Letter of Signature authorization..................................................................... corded copy of Agricultural Acknowledgment Statement ................................. 3,zisting violations and/or expired permits......................................................... O34. Deed Restriction..........................................................::.............................. ❑ 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ......................... ❑ 36. Other: ❑ 37. Other: When issued Telephone �(��YI and hold for pickup. I have been informed of the above items an requi ements for obtaining a building permit. -7/Applicant: Date: 1. Index permit application for the above items numbered: C 10 APlan Check Letter _ 2. Additional items required Contractor, design'owner, owner, as advised of the above data by ❑ phone, ❑ mail, %,°counter, by Kr-) • Date: / Contractor, designer, r, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, b Date: Plans reviewed by: Date: Plans approved by: Date: 42 602 1A Structural reviewed y: Date-krStructural approved by:Date: Note transfer by: Date: Yellow: Building Division TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance E.H. UaE Plot Plan Anachod _ Floor Plan Attachad Sent to S.D. 1 tocrn &Jlyrvo�3 D9 Owner Locatio AP# Plan Approved for: Sewage Disposa'I--,-�,__ , ater Suppl Publ'c/. Private Well Clearance for dwellino. Other V��Q 010-v- , �% L V.l Hold final for: Final clearance O.K. for: NOTE: Environmental Health Specialist 8/96 Date COUNTY OF BUTTE c� DEPARTMENT OF DEVELOPMENT SERVICES — BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 PHONE (530)538-7541, FAX (530)538-2140 SCHEDULE OF RECEIPT OF FEES Website: www.buttecounty.net/dds OWNER fISh PROPROSED BUILDING USE BUILDING PERMIT FEES -- Balance Due ..................... $ A.P. # DATE RECEIPT # DATE REC. q70q bb I 0"Neo --- FEMA Flood elevation review ... $ --- Additional plan checking Fee.... $ R)\2. SCHOOL DISTRICT FEES n/ �11/14 G c).5 (paid at School District Office) (fotin_ av6ildble after Plan Check) 3. SHERIFF FEES (paid at Building Division) Commercial (sq. ftg.)..... X $0.03 = $ Sq.Ftg. 19 4. RECREATION DISTRICT FEES (paid at Recreation District Office) (form available after Plan Check) 5. RESIDENTIAL DEVELOPMENT�ACT F ES �- COUNTY WIDE (per dwelling) $ �� . CHICO URBAN AREA (per dwelling) $ EL MEDIO FIRE DISTRICT (per dwelling) $ NORTH CHICO SPECIFIC PLAN (per dwelling) Zoning $ 1�/T1 6. SRA FIRE INSPECTION AND PLAN CHECK FEE $204.98 (paid at Building Division) S7. WATER TENDER FEES BATTALION # $200.00 (paid at Bu'lding Division) 8. SMIP- 9. DRAINAGE FEE \ 10. OTHER 11. OTHER At time of permit application, I was advised the above fees are.required to be paid prior to issuance of the permit. These fees may be changed during the plan checking process APPLICANT DATE / 2�/ `J Pursuant to Government Code Section 66020, you are hereby notified that items, 2, 3, 4, 5, 6, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Division Yellow -Applicant Pink -Owner (rev. 7/05) 'r •=•.C:,v..:: Cil O '� oo u 14'-t a�UC Department of Public Works C o u n t y o f B u t t e J. Michael Crump, Director HND DEVELUPMtN 1 UIVMUN Storm Water Management Program 7 County Center Drive Oroville. CA 95965 (530) 538-7266 (FAX) 538-7171 r National Pollutant Discharge Elimination System (NPDES) Phase 11 Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement BLESS THAM 9 ACRE Project Description: A__9 ;f Project Location and/or Parcel Number:.��� By signing below, L the project owner/owner's agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that L therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. Signed:. Title: o Date: Butte County Departmei2t o.f'Develop 7iei2t Selvzces °Q,V o 7 County Center Drive Oroville, CA 95965_ (530) 538.7601 Telephone (530) 538-7785 Facsimile BUILDING PERMIT APPLICATION WITHOUT REQUIRED CLEARANCES I request and authorize the Building Division to process this building permit application through the plans examination process WITHOUT first obtaining all necessary, related permits and clearances from other regulatory entities, including but not limited to, Planning, Environmental Health, Land Development, County Fire, and Agriculture. I hereby acknowledge: I need to submit applications for septic and/or well to Butte County Environmental Health immediately. I am required to bring the approved Environmental Health site plan and approved sanitation clearance to the Building Division as soon as clearance is obtained I am responsible for notifying Development Services, in writing, to stop processing of the application and to arrange for* disposition of plans. The Building Division will ' process the application through the plans examination process, as submitted, without input from other regulatory entities that could prohibit issuance of the building permit or rqguire submission of amended building plans to the Building Division. Once the plans examination process begins, there will be no refund of plans examination fees. Any changes requiring submission of amended plans to the Building Division will incur additional fees. Within one year from the date of applicationfor a building permit, all other required permits and clearances from other entities must be obtained for the permit to be issued. Failure to obtain these permits/clearances will void the application. Typically other required permits/clearances include, but are not limited to, verification the parcel was legally created, adherence to. all mitigations and conditions imposed on the parcel at time of creation, as well as zoning requirements, legal access, and applicable set -backs and environmental issues (fire, agriculture buffer zones, and habitat/species). Please print: �j Applicant Name: Tn q mus F V us6ct4 rr , ^ /i� Building site address: LA � V V I I -eco Wcctj APM APP CJ G 0��- Permit No.: '::kv. I have read, understood and accept the terms and conditions as expressed herein as indicated by my submission of the above -referenced building permit application and my signature below: SIGNATURE OF APPLICANT DATE -7/ Q� ra �� 4C��'� f i �,�„ ��3 k9, ir4 � ��.rg `�vg� i��� � d �•�( a��'O�?� II Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is,received. 1. I personally plan to provide the rnaJor labor and material for construction of this proposed property imFovement: YES NO [ ]. 2. I HAVE [ r/ ] HAVE NOT [ ] signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction: NAME: ADDRESS: PHONE: CONTRACTOR'S LICENSE NO: 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise, and provide the major work: NAME: _ ADDRESS: PHONE: CONTRACTOR'S LICENSE NO: 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK SIGNED: PROPERTY OWNER: DATE: —71,-,2 &10 _c NOTE: This Owner -Builder verification is required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit. Rev'd 11/42004 Butte County Department of Development Services ADMINISTRATION * BUILDING * GIS * PLANNING 7 County Center Drive Oroville, CA 95965 (530) 538.7541 Telephone (530) 538-2140 Facsimile W' 'K ,, ��/' Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "owner -builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that your plan to subcontract, you should be aware of the following information for your benefit and protection: o If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $200 or more for the entire project and such persons are not licensed as contractors or subcontractors, then you may be an employer. o If you are an employer, you must register with the state and federal government as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers' compensation insurance, disability insurance costs, and unemployment compensation contributions. o There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to workers' compensation insurance. o For more specific information about your obligations under federal law, contact the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under state law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner -builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contacting the Contractors' State License Board in your community or at 1020 N Street, Sacramento, California 95814. Please complete and return the enclosed owner -builder verification from so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. cerely, Mic el C. VieirJ C.B.O. M ager, Building Inspection NOTE: This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. �V WILLDAN Serving Public Agencies September 29, 2005 Scott Rutherford Butte County Building Department 7 County Center Drive Oroville, CA 95965 (530) 538-7169 (530) 538-2140 FAX 2399 Gateway Oaks Drive, Suite 210 Sacramento, California 95833 916/924-7000 fax 916/924-3644 www.willdan.com BUTTE COUNTY PLAN REVIEW REPORT Status: Approved Jurisdiction Job No: 05-2009 Assessor's Parcel No: 025-090-065 Description: Bushman/Hammer-NSF/Gar/Carport/Brzwy Willdan Project No: 14353-1812-M Dear Mr. Rutherford: Willdan has completed a plan review of submitted plans and documents for the above referenced project and recommends your approval with the conditions noted on the 2"d page of this letter. The plans and documents provided for this review that have been found in compliance with the applicable codes are: �k Plans: Two (2) copies, sheets 1 through 7 dated 7/21/05 revisions dated 09/19/05, by Janice Lee, and sheets S1, S3.1, and S6.1 dated 09/06/05 by RCE. �k Structural Calculations: Two (2) copies dated 7/20/05, revisions dated 09/07/05 by RCE Engineering. * Truss Calculations: Two (2) copies dated 6/28/05 by Jarrod P. Holliday. * Energy Calculations: Two (2) copies dated 7/5/05 by Marty Runnells. The plans have been stamped with the Willdan approval stamp and dated. According to our previous letters relating to this project, the superseded plans and documents will be discarded within 10 days unless we receive other instructions. On the pages to follow is the identification of the codes and standards applicable to the project, a code analysis, conditions -of -approval and identification of any deferred submittals. Cc: Alice Mefford, amefford@buttecounty.net Charles Roberts, Fax: (530) 894-8882 Thomas Bushman, Email: tombushman@allstate.com Page 2 of 2 Buttes iuit)� 05-2009 Willdan 14353-1812-M.110F WI LLDAN 2399 Gateway Oaks Drive, Suite 210 Serving Public Agencies Sacramento, California 95833 916/924-7000 fax 916/924-3644 APPLICABLE CODES www.willdan.com Our review was based on requirements of the 2001 California Building Standards Code found in the California Code of Regulations, Title 24: • Part 2, known as the California Building Code (CBC). • Part 6, known as the California Energy Code, and Energy Commission Standards (CECS). CODE ANALYSIS Our plan review revealed the following information regarding the occupancy designation, type of construction, and other pertinent features. This information is consistent with that shown on the plans and permit application. Specific Use Type of Occupancy Type of Construction Stories 1" Floor Sq Ft 2nd Floor Sq Ft Total Sq Ft Dwelling R-3 V -N 1 2057 NA 2057 Garage U-1 V -N 1 836 NA 836 Covered Porch R-3 V -N 1 745 NA 745 CarportBrzway R-3 V -N 1 544 NA 544 CONDITIONS OF APPROVAL 1. Approval is contingent upon the review, requirements and approval of other departments and/or agencies that have jurisdiction over this project. 2. Revisions and/or notes as redlined on the plans. 3. All plan sheets shall be signed by designer or person responsible for the plans as required by California Health & Safety Code Section 5536.1. 4. *Permit application building areas specified in the scope -of -work shall be reconciled with plans to Butte County's satisfaction. 5. Field inspector to verify installation of existing or new smoke detectors in all existing bedrooms and hallways leading to bedrooms (may be either battery operated or 110 volt with battery backup) as required when the valuation of any addition made to a Group R -occupancy exceeds $1000 per CBC 310.9.1.2 through CBC 310.9.1.5 6. Gable -End Truss calculation submittal is deferred to Butte Co.'s review at their discretion. SPECIAL INSPECTION NEEDS Our plan review reveals no special inspection needs pursuant to CBC 1701. DEFERRED SUBMITTALS Our plan review reveals no deferred submittals. Sincly, .�---moi om Tererueb Gustavo Franco, P.E. Plans Examiner Structural Plans Examiner Page 2 of 2 Butte County 05-2009 Willdan 14353-1812-M.PC:31-' Residential Development F -F-1 0 No of Living Mobile Home Units Installation -VA 05� -a�2, BUTTE COUNTY SCHOOLS IMPACT.FEE CERTIFICATION FORM (One form per.Building) School District U (QC�S .. {�("� Building Department No. B or A.P. Number Jli 0 L J- (cl 0- Jurisdiction: ® City County Property Owner (�S� iiii`ri /f I fYtixlf�r Property Location/Address ) 11 "L. W 5 C ?' Subdivision Lot No. Residential Development F -F-1 0 No of Living Mobile Home Units Installation Commercial/Industrial Q 0 New Addition ;................................................... ...................... Q Sq. Footage 20 5`7 Addition/ 'Supplemental to (Group. R) Conversion Permit # *(No foundation inspection) i ........................................................................................ Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) District Identification No. School District certifies that � G , (Street Sq. Footage (Including Exterior Roofed Areas) 101oli , Date � I 1 W Q (ApP icant) `I 1 � "-) (Phone Number) (City) J (State) (Zip Code) •' . has complied with the requirements of Resolution. No: �. by payment of $ „6 representing S �l , .square feet.. JAB 2926 $ i . ULL MITIGATION $ . IolL!!<1S Date TT Paid by Check # 0 Remarks: Notice: You may protest the Imposition of the fees Identified above by submitting a written protest to the District, In compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to su trait a timely written protest will prohibit you from challenging the Imposition of the fees In any court action. If, subsequent to the School District Representative signing this Butte County Schools tmpact Fee Certification Form, the School Dtsbict Is notified by the applicable Local Planning Agency that this project Is being reviewed under On California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate Its Impact on the school disMcra schools. White (school district), Yellow (building department), Pink (applicant) feetomn.xls (3lO5)dfnm 9 0 T Fo ENCROACHMENT PERMIT 6 0 0 County of Butte Department of Public Works a 0 �Ou 7 County Center Drive Oroville, CA 95965 .yc9 otic wv Phone: (530) 538-7681 Fax: (530) 538-4356 All information except signature must be typed or legibly rinted Permit #: NOTIFY COUNTY 24 HOURS BEFORE WORK IS TO BE STARTED Assessor's Parcel/ _ Number (Required):() 25- �q� — �l(J 5 •Property Owner's Name: BUS tic N I PROPERTY Phone: Property Address: LOT Mailing Address (If Different): Po .19,DX OWNER C14- Otgq I-1 01 C S l Work will be performed by: ❑ Contractor ❑ Property Owner Contractor's Name: Phone: Address: Fax: WORK Contractor's License Certificate of Insurance currently ❑ Yes ❑ No PERFORMED BY Number: on file with Deoartment7 Applicant is: ❑ Property Owner ❑ Property Owner's Agent ❑ Contractor ❑ Other: I / WE, the undersigned, hereby apply to the County of Butte for an encroachment permit to do the following work under or over thl CoTty roads and highways, all in accordance with County ordinances and general laws. Signatur Date Signed: (D (J, Road AaffAected: .Y v A Time and Duration of Encroachment: ❑ Permanent Encroachment ❑ Temporary: From To LOCATION Type of Encroachment: ❑ Driveway ❑ Roadway ❑ Culvert • ❑ Fence ❑ Pipe/Pipeline ❑ Sign/Billboard ❑ Other Site Plans El ❑ No Attached: PERMIT IS: ❑ GRANTED ❑ DENIED Conditions: In compliance with the above request, and subject to all terms, conditions (including those on page 2 of this permit form) andspecial conditions written below, permission is hereby ranted. 1. ❑ Underground Service Alert (U.S.A.) must be notified two working days prior to any excavation. 800-227-2600 2. ❑ All work shall conform to. accompanying: ❑ Detail ❑ Plans ❑ Special Conditions 3. Cl Other Conditions: PERMIT CONDITIONS (To be filled in by County) Date Expiration Surety: Issued: Date: Date Paid:/V//0 mount Paid: Paid By: Check No: R pt Mike Crump, Director of Public Works By: Road District: Inspected By: Inspec ' ❑ Co ete El Completed —Not OK For County Results: Eld ' ' nal Comments Attached Use Only Comments: Note: If permits are faxed to any number besides (530) 538-4356, they can be delayed up to one week. Form: 200506EP Page 1 of 2 GENERAL CONDITIONS 1. It is understood and agreed that the County has prior right to the use of its rights of way. It is further understood and agreed by the Permittee that the doing of any work under this permit shall constitute an acceptance of all the provisions contained herein and failure on the Permittee's part to comply with any provision will be cause for revocation of this permit. Except as otherwise provided for public agencies and franchise holders, this permit is revocable at any time. This permit is to be on job at all times while the work is being done. 2. All work shall be done subject to the supervision of and to the satisfaction of the Public Works Department of the County of Butte. The Permittee shall, at all times, during the progress of the work, keep the County Highway in as neat and clean a condition as is possible and upon completion of the work granted herein, shall leave the County Highway in a thoroughly neat, clean, and usable condition. 3. The Permittee agrees by the acceptance.of this permit to property maintain any encroachment placed by the Permittee on any pad of the County Highway and to immediately repair'any injury to any portion of the highway, which occurs as a result of the encroachment, until such time as the Permittee may be relieved of the responsibility of such encroachment by the County Department of Public Works. , f 4. It is further agreed by the Permittee that whenever construction, reconstruction, or maintenance work upon the highway may require the installation provided herein shall, upon request of the County Department of Public Works; be immediately moved by and at the sole expense of the Permittee. 5. No material used for fill or backfill in the construction of the encroachment shall be borrowed or taken from within the County right of way 6. At least one lane of any public road, under the jurisdiction of the Board of Supervisors of Butte County, and other public roads junctioning or intersecting therewith, shall be kept open for travel by the general public at all times. No public road under the jurisdiction of the Board shall be closed to travel by the general public without special permission, in writing, from the Board of Supervisors. 7. The Permittee, by the acceptance of this permit, shall assume full responsibility for all liability for personal injury or damage to property which may arise out of the work herein permitted or which may arise out of the failure on the part of the Permittee to do the work provided for under this permit In the event any claim of such liability is made against the County of Butte or any department, official, or employee thereof, the Permittee shall defend, indemnify, and hold them and each of them harmless for such claim, 8. All excavations shall be backfilled and compacted immediately after work therein has been completed. Trenches shall not be left open farther than 300 feet in advance of pipe laying operations or 200 feet to the rear thereof, unless otherwise permitted by the Engineer. Unless otherwise permitted under the Special Conditions, backfill shall be place and mechanically compacted in such a manner that the relative compaction throughout the entire fill within the County road right of way shall conform to the percentage of compaction as stated below. Permittee shall notify foreman 24 hours. before backfilling and/or paving. a. The relative compaction from the bottom of excavation to a plane five feet (6) below finish surface grades shall be no less than ninety percent (90%) as determined by Test Method No. Calif. 216-0 of the Materials and Research department,'State of California, Transportation Department, Division of Highways, or other approved test method. b. The relative compaction from a plane five feet (5) below the finish surface grade to said finish surface grad shall be no less than ninety-five percent (95%) as determined by the above testing method. Permittee shall bear all costs and responsibility for compaction tests. c. The relative compaction from a plane five feet (5) below the finish surface grade to said finish surface grad shall be no less than ninety-five percent (95%) as determined by the above testing method. Permittee shall bear all costs and responsibility for compaction tests. Material for use as trench backfill in any existing or proposed roadway section shall be sand, shall be place in 8" lifts, and be compacted to a relative compaction of not less than 95%. Material for use as backfill in roadside gutter excavations shall be the native material and be compacted to a relative compaction of not less than 90%. Any pavement cutting shall be scored, or saw cut before trenching. Minimum depth of cover over all underground facilities shall be 30 inches, except drainage culverts. All installations, parallel with roadway, shall be placed as close to the right-of-way line as possible. No portion of the backfill(s) shall be compacted by ponding or jetting. All pavements, curbs, gutters, sidewalks, borrow ditches, pipes, headwalls, road signs, trees, shrubbery, and/or other permanent road facilities impaired by or as a result of construction operations at the construction site(s), or at other ground(s) occupied by materials and/or equipment, shall be restored immediately upon backfilling or the excavation to the original grades and cross sections, and to a condition as good as, or better than, existed prior to the construction. All surfacing materials of roadways and driveway approaches cut or damaged by or as a result of construction operations, shall be replaced within ONE WEEK following the backfilling of excavation, weather permitting, with compacted layers of surfacing materials at least as thick as the existing, and no less than two inches (21 of asphalt concrete over eight inches (8') of aggregate base, according to current California State Specifications. 9. Whenever necessary to secure permission from abutting property owners, such authority must be secured by the Permittee prior to starting work. 10. The future safety and convenience of the traveling public shall be given every consideration in the location and type of construction. Permittee shall cause to be placed, erected, and maintained all warning signals, lights, barricades, signs, and other devices or measures essential to safeguard travel by the general public over and at the site of work authorized herein. 11. If the construction work covered by this permit is to be done by a private contractor hired by the applicant, applicant shall notify contractor as to the special conditions and requirements contained herein. Page 2 of 2 MEAD MEADE O N 025-090-057-000 025-090-064-000 p o N N O C? CT w 00 CT 0 0 0 0 O O rn 6 0 0 0 025-090-002-000 cNn 025-090-060-000 025-090-065-000 W 0 6 025-090-028-000 O O 00 N N Uf Cr O O t0 O W O O N O (T O O v O N A O O OO O O O rn 025-090-061-000 025-090-067-000 m. C> 0 N CJS 025-090-062-000 025-090-068-000 000 A CDo_ O 0 025-090-063-000 025-090-070-000 025-090-059-000 025-090-071-000 0 N CT 025-090-028-000 OD O O_ v O O O N Co X20Y' CD 025-090-014-000 0n0 0$0 o 000 0e0'sZ0 CD 000 5�0 O - - 5- MEADE O N CT p N O C? CT w 00 0 0 0 0 rn 6 0 0 0 025-090-002-000 cNn 0 0 6 025-090-028-000 00 N N Uf Cr O O t0 W O O N O (T O O v O N A O O OO O O O rn O -0 0-075-000 C> AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 2005-0060262 Recorded I REC FEE 13.00 official Records i County of i COPIES 3.00 Buti:e i CAitiDACE J. GRUBBS i County Cler4-Recorder! I I SA 09:33AN 04j -Oct- pp IIp page i of 3 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this.property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Date 10/1/0-S' U/1/O- State of Californip County of (w * -e On (O k 10S PROPERTY OWNERS: me, 3 personally appeared .4 4A,5?, 1we-(or proved to me on the basis of satisfact ry evidence) to be the person(s) whose name(s)Atfare subscribed to the within instrument and acknowledged to me that JK44}re/they executed the same in .l4sflr8t/their authorized capacity(ies), and that by his{#rer/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my_hand and official sear. 19 g u - L�,CZfeY OUSSE Si nat r ^ Seal: �S ``� ``. LL ''jaL vi COMM # 1457039 jNOT PY Fu6L;r -CALL t DI41A A. P. # L 1:b (✓ ._..%� -> • til IJi Gi U . 1 f3 2b RECORDING REQUESTED BY Mid Valley Title & Escrow Company AND WHEN RECORDED MAIL TO: Thomas F. Bushman and Annaliza Hammer 2013 Woodland Dr. Yuba city, CA 95991-1537 A.P.N.: 025-090-065-000 2005-0034616 Recorded I Official Records I Count of I CIVIMuJ�eGLM I County Clerk -Recorders I I 02:10IM 17 -Jun -2885 I REC FEE 11.89 TAX 176.80 BW Page 1 of 2 Space Above This Line for Recorder's Use Only File No.: 0401-1880360 (DMP) GRANT DEED The Undersigned Grantor(s) Declare(s): DOCUMENTARY TRANSFER TAX $176.00; CITY TRANSFER TAX $0.00; , y SURVEY MONUMENT FEE $-0- 6LTJ x ) computed on the consideration or full value of property conveyed, OR computed on the consideration or full value less value of dens and/or encumbrances remaining at time of sale, x unincorporated area; [ ] city of Biggs, and FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Lewis -Duggan, LLC Limited Liability Company hereby GRANTS to Thomas F. Bushman an unmarried man and Annaliza Hammer an unmarried woman, as joint tenants the following described property in the unincorporated area of Biggs, County of Butte, State of California: PARCEL I: LOT 3 IN BLOCK 2, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "RIO BONITO COLONY, BUTTE COUNTY, GALA.", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 1, 1892, IN BOOK 5 OF MAPS, AT PAGE(S) 31. PARCEL 11: A NON-EXCLUSIVE RIGHT OF WAY FOR INGRESS AND EGRESS AND PUBLIC UTILITIES AND DRAINAGE FACILITIES OVER THE FOLLOWING DESCRIBED PROPERTY: A PARCEL OF LAND DESCRIBED AS A CIRCLE OVER LOTS 9, 10,11 AND 12 IN BLOCK 2, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "RIO BONITO COLONY, BUTTE COUNTY, CALA.", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 1, 1892, IN BOOK 5 OF MAPS, AT PAGE(S) 31, HAVING A RADIUS OF 50.00 FEET AND A RADIUS POINT LOCATED ON THE SOUTH LINE OF SAID LOT 11, AT A POINT 34.99 FEET EASTERLY OF THE SOUTHWEST CORNER OF SAID LOT. PARCEL III: Mail Tax Statements To: SAME AS ABOVE A. P. N .: 025-090-065-000 Grant Deed - continued File No.:0401-1880360 (DMP) Date: 06/16/2005 A NON-EXCLUSIVE RIGHT OF WAY FOR INGRESS AND EGRESS AND PUBLIC UTILITIES, AND DRAINAGE FACILITIES OVER THE SOUTHERLY 30.00 FEET OF LOTS 1, 5, 7 AND 9 AND THE NORTHERLY 30.00 FEET OF LOTS 2, 4, 6,8 AND 10 ALL LYING IN BLOCK 2, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "RIO BONITO COLONY, BUTTE COUNTY, CALA.", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 1, 1892, IN BOOK 5 OF MAPS, AT PAGE(S) 31. Dated: 06/16/2005 Lewis -Duggan, LLC, a Limited Liability Company STATE OF LGII i'1 UYC1 i )SS COUNTY OF '%ut4•C- ) On me, before Gina T. Duggan, Member appeared xona '- ' - a aJ \ ejr.c_n, personally known to me (or proved to me on the basis of satisfa ory evidence) to be the person(s) whose name(s) Is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same In his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed_thW instrument. WITNESS my hand and My Commission Expires: This area for official notarial seal DECNONIK # 3PRICE 341122M %rrare CO nCOF OUTM CAUMNU commiabnDo"'Im. 24, 2008 NotaryName: I .v�/1l . PkICe Notary Phone: Notary Registration Number; County of Principal Place of Business: w SITE PLAN REVIEW APPLICATION Date: �'' " �.Gl �� #� Permit Number (if applicable) Bin Number APPLICANT INFORMATION Parcel Size: S Owners Name: Owners Address: ro 6 � �ibt0,r ITCi' Telephone No.: �3o y y Email: Situs Address: Proposed Use: Residential ❑ New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial '❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other Septic ❑ Agricultural Exempt Building ❑ Other: Brief 'Explanation (if necessary): ,.n /a/in _ /9/1 /,/ V S " ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel Well ❑ Agricultural Buffer Form ❑ Applicable ❑ N/A DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) afl Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval Site Plan Stamped Approved �1��/a5 6D%C OS --,7-007 By ����. Date or �. ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) Expansive Soils (Test for expansive soils and if verified proper foundation design required) AKJ�A ❑ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) Flood Zone: Flood Panel No.: 9 % UC, Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ❑ Detached Building Use Form ❑ Encroachment -Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: `-f0 Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. n,. __ n -.Cc Zoning Code Streets & Highways Fire Prevention Subdivision Map Front i Side ��— Side Street Rear Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. n,. __ n -.Cc I_% Applicable Development Fees: Standard Fees ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Drainage Area ❑ Thermalito Urban Area ❑ Other Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) Amount Formula * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By Fa� Date of Creation: l q y 3 Deed of Reference: 0/3 ---73FYV Parcel Frontage on Publicly Maintained Road: Complies with County Standards for Deed Cre Comments: �f D,/ a an, t a Legal Access Provided: ❑ No Legal Access Required ❑ No ❑ No ❑ Yes, Road Name: 93° Y-4 % was 0 o2s E Yes 'Yes . -0 Vo Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Deed of Creation ❑ Obtain a Certificate of Compliance/Notice of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements IR Subdivision Map/Parcel Map: Map Date of Recording Lot: 3 I /i tO� Book: ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: e. s 7� Page Parcel Map/Subdivision Map[Use Permit Conditions ❑ Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide -an erosion control plan for building and land disturbance. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development.. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for roa Summary of Specific Requirements: This information provided in this summary is based on the application information and on the best available data at the time of review. CAL.arrys\Building Permit Site Plan Reviewl .doc Page 5 of 5 0 � 0 OAI�'' BUTTE COUNTY CALA BEING PART Of QAMbH0 rERN.I.Orr ROCA' I'ARORIS /J Ay 17 af 1,5 e -c t S Ar • At' Ir 6 .4 6* r a /I A' Af • IfZ IJ I Y 11 /1 6 14 /1 'u, let z 6,1 I'ARORIS /J Ay 17 af 1,5 e -c t S Ar • At' Ir 6 RPP.M(/MR?LOCAl/ORN • Pa 4w.. I WRTA'ER 9fE OlTRK 'A' JJ' AY/0E /RRAFO/MN t",r - C BY .CL: f. /ILeo - _ _ /ER BK J7S L1Ff09 ro. ef/ -- STE9' (RJ STOS. SE'(MJ TD � M60O RYE. -- � EER /� ) • � x:a•(RJ £ BiCCS E[osr Nwr. _ _=Nef•n•.Ic'ElMJ 1ay.R3•- / / I + im I ey e a "\ 1 IZy4\ q `1 R.1 r it -VOTES: a w� /2 lMl � O. Y.f,M .I %I.Ov M I ?L .QP�[RN� %I.OV•/yA/J 10J6.00'(R, MJ Ifewff� ,I,L0Ie(,)Lfa,IJ )) jD� e B/6'CS EAST /VIN' IN.O10 YR. JfA: / WAINfR I `Iwo/•rM� dY Re.E: mdoo jF i Jef-Se'IT-E/.) fa /J: ARVL fEf/R l � ,R; se NOTE. TJt'/S /J E Mf'o LMKY. JNE Q %vNs /s anI HferVu sser WL'Bl PER "&I) f •A �M W u7nr /Anf a -VOTES: � •` '` ^ : ^ � � AI Rf0PO9E0 GO'W/OE NdV-EICLUT/✓E R/GVRO/•IWY 8 ? 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P. � � aosis ofeEARi�vs OI O »Vi L'EN)BreW,- aV NERB AYEA/UE )2MlZN o BETWEEN MONL/MENr9 AVO/L•ArEO AS C N40•O2'1E-E PER V e ~,-q • O 2 � 9NlEl ONLY J It O MJ �� /ATi.00'IR, MJ 1• � ef'Jr'OC/Ml \ I ( Q� •JW MEAD RYE ` 3/if.IO%N/ J/Le'!RJ BY R.C. f. N6IO (R) W.00l f" R/ PER N IV -4, !o) - rR).fr&f.09' TO i A,"o ANL. e",FA/O * - fR Ad /NLVCArEO %- JET+?•.QW.P L.S.I2Of Off A9 /NO/.OfsSO 0- ro/Nr Aerl aml." ov[r AvETA/L AA "f (R}J-°. TAMW ~ J/ 19,11 S4 W.4AW IV. IV „Fl:?,r'„ (RIJ-ON.PIP .M.1fSro.Jr !A•rJ -eA- 1t MiiT /v. Ji '�.. � _ 4,,Y . t Ir ,•"� RECORD OF SURVEY LOTS ANO.4 ~T/ow of lor0, starx s, NR/o somro cotayvr , OW. S ~AS M 3/, MNC► /M PROTRAMAP SECT/OMS' /70/O, r/Bw, AM, M.QM.,6/N/N- CORPlAIPArEO AM C.4 Or. #IWrEM.,dOt1A.. feat/ Ross wlar ; Er. AL. SURVEYORS STATEMENT COUNTY SURVEYORS STATEMENT RECORDERS STATEMENT THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER THIS MAP HAS BEEN EXAMINED W ACCORDANCE WITH •J,� FILEDTHIS. Al DAYOF F AU,,.ti_•1982,AT R:AA RM. ENGINEERING MY DIRECTION INCONFORMANCE WITH ME REOUIREMENTS OF THE LAND SEC ION 8766 OF THE LAND SURVEYORS ACT THIS `7Q-_OAY WBOON_-IQ(!t_ OFMAPSATPAGE �'.Sf' 72 , ATTHEREOIJESTOF SURVEYORSACTAT THE REOUESTOF R WILgX. ET AL OF, 4(IC 198.1. � SURVEYING �,A,,,.�, a G�A - -- D IN.Mn9t1!...._196 L. A PLANNING SERIAL NO. �_•. 220 GRAND AVE. a P F /J CMOACE A GRUBBS OROVILLE• CALF. 95985 !nL 29L �/ " COON Y E ORD R A (916)SM-2088 WILLIAM CXEFi .C.E.10223 EXP. 8/80/0B 1 N D. CNRISTOK ERSO 1.5. 0208 COUNTY SURVEYOR Br oE� s/SiEE% /QRs'. B%-OZd GENERAL CONDITIONS 1. It is understood and agreed that the County has prior right to the use of its rights of way. It is further understood and agreed by the Permittee that the doing of any work under this permit shall constitute an acceptance of all the provisions contained herein and failure on the Permittee's part to comply with any provision will be cause for revocation of this permit. Except as otherwise provided for public agencies and franchise holders, this permit is revocable at any time. This permit is to be on job at all times while the work is being done. 2. All work shall be done subject to the supervision of and to the satisfaction of the Public Works Department of the County of Butte. The Permittee shall, at all times, during the progress of the work, keep the County Highway in as neat and clean a condition as is possible and upon completion of the work granted herein, shall leave the County Highway in a thoroughly neat, clean, and usable condition. 3. The Permittee agrees by the acceptance of this permit to properly maintain any encroachment placed by the Permittee on any pad of the County Highway and to immediately repair any injury to any portion of the highway, which occurs as a result of the encroachment, until such time as the Permittee may be relieved of the responsibility of such encroachment by the County Department of Public Works. ,c 4. It is further agreed by the Permittee that whenever construction, reconstruction, or maintenance work upon the highway may require the installation provided herein shall, upon request of the County Department of Public Works, be immediately moved by and at the sole expense of the Permittee. No material used for fill or backfill in the construction of the encroachment shall be borrowed or taken from within the County right of way: 6. At least one lane of any public road, under the jurisdiction of the Board of Supervisors of Butte County, and other public roads junctioning or intersecting therewith, shall be kept open for travel by the general public at all times. No public road under the jurisdiction of the Board shall be closed to travel by the general public without special permission, in writing, from the Board of Supervisors. 7. The Permittee, by the acceptance of this permit, shall assume full responsibility for all liability for personal injury or damage to property which may arise out of the work herein permitted or which may arise out of the failure on the part of the Permittee to do the work provided for under this permit In the event any . claim of such liability is made against the County of Butte or any department, official, or employee thereof, the Permittee shall defend, indemnify, and hold them and each of them harmless for such claim. 8. All excavations shall be backfilled and compacted immediately after work therein has been completed. Trenches shall not be left open farther than 300 feet in advance of pipe laying operations or 200 feet to the rear thereof, unless otherwise permitted by the Engineer. Unless otherwise permitted under the Special Conditions, backfill shall be place and mechanically compacted in such a manner that the relative compaction throughout the entire fill within the County road right of way shall conform to the percentage of compaction as stated below. Permittee shall notify foreman 24 hours before backfilling and/or paving. a The relative compaction from the bottom of excavation to a plane five feet (6) below finish surface grades shall be no less than ninety percent (90%) as determined by Test Method No. Calif. 216-0 of the Materials and Research department, State of California, Transportation Department, Division of Highways, or other approved test method. b. The relative compaction from a plane five feet (5) below the finish surface grade to said finish surface grad shall be no less than ninety-five percent (95%) as determined by the above testing method. Permittee shall bear all costs and responsibility for compaction tests. c The relative compaction from a plane five feet (5) below the finish surface grade to said finish surface grad shall be no less than ninety-five percent (95%) as determined by the above testing method. Permittee shall bear all costs and responsibility for compaction tests. Material for use as trench backfill in any existing or proposed roadway section shall be sand, shall be place in 8" lifts, and be compacted to a relative compaction of not less than 95%. Material for use as backfill in roadside gutter excavations shall be the native material and be compacted to a relative compaction of not less than 90%. Any pavement cutting shall be scored, or saw cut before trenching. Minimum depth of cover over all underground facilities shall be 30 inches, except drainage culverts. All installations, parallel wit `roadway, shall be placed as close to the right-of-way line as possible. No portion of the backfill(s) shall be compacted by ponding orjetting. All pavements, curbs, gutters, sidewalks, borrow ditches, pipes, headwalls, road signs, trees, shrubbery, and/or other permanent road facilities impaired by or as a result of construction operations at, the construction.site(s), or at othei ground(s) occupied by materials and/or equipment, shall be restored immediately upon backfilling or the excavation to the original grades and `cross sections, and to a condition as good as, or better than, existed prior to the construction. All surfacing materials of roadways and driveway approaches cut or damaged by or as a result of construction operations, shall be replaced within ONE WEEK following the backfilling of excavation, weather permitting, with compacted layers of surfacing materials at least as thick as the existing, and no less than two inches (2") of asphalt concrete over eight inches (8') of aggregate base, according to current California State Specifications. 9. Whenever necessary to secure permission from abutting property owners, such authority must be secured by the Permittee prior to starting work. t 10. The future safety and convenience of the traveling public shall be given every consideration in the location and type of construction. Permittee shall cause to be placed, erected,• and• maintained all warning signals, lights, barricades, signs, and other devices or measures essential to safeguard travel by the general public over and at the site of work authorized Herein. t-- 11. If the construction work covered by this permit is to be done by a private contractor hired by the applicant, applicant shall notify contractor as to the special conditions and requirements contained herein. Page 2 of 2 Q. ENCROACHMENT PERMIT T TF �o° ° j County of Butte Department of Public Works ° ° c�U y /Phone: 7 County Center Drive Oroville, CA 95965 4c ° (530) 538-7681 Fax: (530) 538-4356 All information except signature must be typed or legibly rinted Permit #: /� ID NOTIFY COUNTY 24 HOURS BEFORE WORK IS TO BE STARTED✓/ !�_.. Assessor's Parcel _ //' +� %A j J (O P erty Oer's Name: Number (Required): t�J_---�-7i�-_o PROPERTY Phone- q` S3O_) `'� t(5 Property Address: �� �1 �,� OWNER Mailing Address (If Different): -co ✓ Z60 Gt,hLo RAv cAtA" G Sri Z Work will be performed by: ❑ Contractor operty Owner Contractor's Name: Phone: Address: Fax: WORK Contractor's License Certificate of Insurance currently ❑ yes ❑ No PERFORMED BY Number: on file with Department? Applicant is: ❑ Property Owner ❑ Property Owner's Agent ❑ Contractor ❑ Other: I / WE, the undersigned, hereby apply to the County of Butte for an encroachment permit to do the following work under or over the County roads and highways, all in accordance with County ordinances and general laws. Signature: Date Signed: Road affected: Time and Duration of Encroachment: ❑ Permanent Encroachment ❑ Temporary: From To LOCATION Type of ❑ Driveway ❑ Roadway 13 Culvert Encroachment: y y ❑ Fence ❑ Pipe/Pipeline ❑ Sign/Billboard . ❑ Other Site Plans 11 Yes ❑ No Attached: PERMIT IS: ❑ GRANTED ❑ DENIED Conditions: In compliance with the above request, and subject to all terms, conditions (including those on page 2 of this permit form) andspecial conditions written below, permission is hereby ranted. 1. ❑ Underground Service Alert (U.S.A.) must be notified two working days prior to any excavation. 800-227-2600 2. ❑ All work shall conform to accompanying: ❑ Detail ❑ Plans ❑ Special Conditions 3. ❑ Other Conditions: Ll PERMIT CONDITIONS (To be filled in by County) Date Expiration Surety: Issued: Date: Date Amount PaidCheck Receipt Paid: Paid: By: No: No.: Mike Crump, Director of Public Works By: Road District: Inspected By: Inspectro Completed - OK ❑ Completed — Not OK Results: ❑ Additional Comments Attached For County Use Only Comments: Note: If permits are faxed to any number besides 530) 538-4356, they can be delayed up to one week. Form: 200506EP Page 1 of 2 A 1,N\ w , W MiTek® JOB: BUSHMAN RES LOCATION: BUTTE TRUSS ENGINEERING MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, Ca.95610 Phone:(916)676-1900 Fax:(916)676-1909 ► LUMBER ► HARDWARE ► STOCK PLANS ► CUSTOM DRAFTING ► TRUSS ENGINEERING ► TRUSSES , ► PRE FRAMEb WALLS r1.:. v 655 Cal Oak Rd. P.O. Box 1947 Oroville, Ca.95965 Phone: (530)534-0300 Fax: (530)534-5269 WARNING: DO NOT CUT OR ALTER TRUSSES IN ANY WAY. WARNING: DO NOT STORE TRUSSES ON UNEVEN GROUND. TRUSSES REQUIRE EXTREME CARE IN HANDLING BUTTE C0IJNTY BUi ADIVISION APPROVED s TIMBER PRODUCTS INSPECTION ® 105 S.E. 124th AVE. Vancouver, Wa. 98684 Phone:(360)449-3840 Fax:(360)449-3953 TRUSS SCHEDULE Tails Mark TC Pitch BC Pitch Span Amt. Description Front Back SJ1-SJ3 6 0 2-0 23 2'-6' SIDE JACK 2-0 0 EJ1-EJ12 6 0 8-0 57 2'-12' END JACK 2-0 0 J1 -J6 6 0 6-0 22 2' -6' END JACK 2-0 0 HG1 6 0 27-0 1 HIP GIRDER 2-0 2-0 H1 6 0 27-0 2 HIP 2-0 2-0 A 6 0 27-0 6 STANDARD 2-0 2-0 G1 6 0 27-0 1 GIRDER 2-0 0 HG2 6 0 42-0 1 HIP GIRDER 2-0 0 H2 6 0 42-0 2 HIP 2-0 0 H3 6 0 42-0 2 HIP CATHEDRAL 2-0 0 H4 6 0 42-0 1 HIP CATHEDRAL 2-0 0 H5 6 0 42-0 1 HIP CATHEDRAL 2-0 0 B 6 0 42-0 4 CATHEDRAL 2-0 0 H4A 6 0 42-0 2 HIP CATHEDRAL 2-0 2-0 H3A 6 0 42-0 2 HIP CATHEDRAL 2-0 2-0 1-12A 6 0 42-0 2 HIP 2-0 2-0 HG3 6 0 42-0 1 HIP GIRDER 2-0 2-0 HG4 6 0 22-0 1 HIP GIRDER 2-0 2-0 H6 6 0 22-0 2 HIP 2-0 2-0 C 6 0 22-0 19 STANDARD 2-0 2-0 H6 6 0 22-0 2 HIP 2-0 2-0 HG4 6 0 22-0 1 HIP GIRDER 2-0 2-0 D 6 0 10-0 4 STANDARD 2-0 2-0 F1 4 0 16-31/2 1 20'-3 1/2" GABLE END STUB LEFT 0 0 F2 4 0 20-31/2 1 GABLE END 2-0 2-0 Project: Bushman Res. County: Butte Contractor: Endeavor Homes Date: July 8, 2005 Roof: Comp Plan: Custom Snow: 0 Drawn By: MT Tail Cut: Plumb 19! 0 MiTekO MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: Bushman Fax 916/676-1909 bushman The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R19344564 thru R19344608 My license renewal date for the state of California is September 30, 2006. December 9,2005 Yu, Ray The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. Job Truss rusSe YP Qty Ply bushman BUSHMAN A HOWE 6 1 819344560 I Vert(LL) -0.05 6-8 >999 360 Job Reference (optional) J. 13 1 -2-0-0 7-04 13.6-0 19.11-12 27-0-0 29-0-0 2-0.0 7.0-0 6.5.12 6.512 7-0.4 2-0.0 Scale = 1:51.4 04 = 4 1.5x4 11 5x8 = 1.5x4 11 7-0.4 13.64) 19-11-12 27.0-0 7-0.4 6.5.12 6.512 7-0.4 Ij LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.05 6-8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.13 2-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 121 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Sheathed or 4-11-14 oc purlins. BOT CHORD 2 X 4 OF No.1&Btr G _ BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 4 DFStd G REACTIONS (Ib/size) 2=1071/0-5-8, 6=1071/0-5-8 Max Horz2=-56(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0%46, 2-3=-1658/0, 3-4=-1139/0, 4-5=-1139/0, 5-6=-1658/0, 6-7=0/46 BOT CHORD 2-10=0/1401,9-10=0/1401,8-9=0/1401,6-8=0/1401 WEBS 3-10=0/285, 4-9=0/676, 5-8=0/285,3-9=-533/0, 5-9=-533/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph Winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of - dimensions 45 ft by 27 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to Wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard December 9,2005 A WARND O -Visaflp daWgn Parametam and READ NO7W ON 7M AND DPCLrIDED MT=RE7BRZNCB PAOB MM7473 BEFORE USS. 7777 Greenback lane Design valid for use only with Mlek connectors. This design is based on u Suite 109 Applicability of design ramenters and9 N Pon parameters shown, and a for an individual building component. Citrus Heights. PP >Y 9 Pa proper incorporation Additional al component a responsibility stability building designer - not buss designer. Bracing shown 9 ts. CA, 95610 a for lateral support of individual web members only. Additional temporary bracing to insure stabifiy during construction is the responsibilriy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Quay fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Criteria, OSB -89 and BCSII BuOding Component, Safety Information available from Truss Plate Institute. 5153 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System Q General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property *Center Damage or Personal Injury 3/4' plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. �8 C2 C3 J5 3. Place plates on each face of truss at each o ca joint and embed fully. Avoid knots and wane 0 u �, ; 0 at joint locations. �� U ,,5 U 0 4. Unless otherwise noted, locate chord splices CL CL at 1A panel length (± 6" from adjacent joint.) + For 4 x 2 orientation, locate ~ C8 CI C6 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1/8" from outside edge J1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 9. Lumber shall be of the species and size, and x 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9 432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with BEARING stacks of construction materials. Indicates location of joints atMI 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur.engineer. MiTek°17\7\1 -Vlwlq 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MITek® Holdings, Inc. Job NSS NSS ypB CSI DEFL bushman819BUSHMAN I/defl Ud 1147Y TCLL 16.0 Plates Increase 1.25 TC 0.25 B SPECIAL >999 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.16 Vert(TL) Job Reference (optional) I b.zw s Jul 13 zw5 ml ex maustries, Inc. Fri Dec 09 09:26:48 2005 Page 1 -2-0-0 6.2-12 12.0.0 16-64) 21-0-0 26-3-0 31.6-6 36.6-0 42-0-0 2-0.0 6.2-12 5-9.4 4.6-0 4-6-0 53.4 5.3.4 4-11 8 5-6-0 Scale = 1:77.1 5x5 = 17 164.00 F1 2 12 11 3x5 = 1.5x4 11 5x8 = 5x8 = 1.5x4 11 i 6-2-12 } 12 16.6.0 1 21.94 1 26-34 1 31.6-8 34:1 36-64) 1 42-M 6.2-12 5-9.4 4-6.0 5-3.4 4-6-0 5.3.4 0.2-12 4-8.12 5.6.0 LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.02 14-15 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.06 14-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.03 12 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 223 Ib LUMBER ; A BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-M oc pudins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. WEBS 2 X 4 DFStclG REACTIONS (Ib/size) 2=247/0-6-8,1 0= 141 /Mechanical, 17=1145/0-5-8,12=1573/0-5-8 Max Horz2=110(load case 4) Max Uplifl2=-64(load case 5), 10=-7(load case 3) Max Grav2=264(load case 6), 10=184(load case 7), 17=1145(load case 1), 12=1573(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-33/219, 3-4=-662/29, 4-5=-775/28, 5-6=-640/28, 6-7=-688/24, 7-8=-425/38, 8-9=0/508, 9-10=-119/142 BOT CHORD 2 -17= -126/34,16 -17= -107/37,15 -16=0/562,14 -15=0/694,13-14=0/357,12-13=-479/31,11-12=-103/50,10-11=-100/54 WEBS 3-17=-1006/113-16=0/722, 4-16=-434/3,4-15=0/172,5-15=-60/59,5-14=-207/61, 6-14=0/345,7-14=01336,7-13=-643/0, 8-13=0/903, 8-12=-1106/0, 9-12=-435/9, 9-11=0/221 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the Wind loads generated by 80 mph Winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 42 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Aplate rating reduction of 20%has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard December 9,2005 ® WdRrDNO - Vertfy d"llen pa'ametere and RBAD N0788 ON 7=9 AND DilrWDED Ali =REPERENCB PAGB MM7473 DEMRB D8S 7777 Greenback Lane Design valid for use only with M7ek connectors. This design's based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component 4 responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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/IPil Quay CAtoda, DSB-89 and BCSII BuBding Component Safely Information available from Truss Plate Institute. 583 D'Onofrio Drive, NIod'son, WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury � 1 3/4" 'Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. cz ca JS 3. Place plates on each face of truss at each p co joint and embed fully. Avoid knots and wane i, �, 3 O at joint locations. �+ U ,,y U 4. Unless otherwise noted, locate chord splices CL at 'A panel length (± 6' from adjacent joint.) For 4 x 2 orientation, locate ~ c8 C7 C6 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge J1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed. or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek° ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MrTek® Holdings, Inc. O NSS]TCD..1N SS e - fy y Bushmen I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 819344566 BUSHMAN C 6-8 19 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.13 Job Reference (option 1 I 6.2W S JN 13 2W5 Walk Industries, Inc. Fit Dec 09 09:26:49 2005 Page 1 5.9.4 11.0.0 16.2-12 22.0.0 24-0-0 2-0.0 5.9.4 5.2-12 5.2-12 5.9.4 2-0.0 Scale = 1:42.6 4x4 = 3x4 = 5x5 = 7.6-3 14-5.13 22.0-0 7.6.3 6.11-11 7-63 I3 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.06 6-8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.13 6-8 >999 180 BCLL -0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 95 lb LUMBER ' TOP CHORD 2 X 4 OF No.1&Btr G BOT CHORD, 2 X 4 DF No.1&Btr G WEBS 2X4DFStd G REACTIONS (Ib/size) 2=891/0-5-8,6=891/0-5-8 Max Horz2=-41(load case 3) r Max Uplift2=-10(load case 5), 6=-10(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-1291/0, 3-4=-1137/0,4-5=-1 137/0, 5-6=-1291/0, 6-7=0/46 BOT CHORD 2-9=0/1086,8-9=0/746,6-8=0/1086 WEBS 3-9=-246/56, 4-9=0/446, 4-8=0/446, 5-8=-246/56 BRACING TOP CHORD Sheathed or 5-9-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard December 9,2005 A WARAI NO - ,ler% design panamete'e and READ N07W ON nW AND R CWDED A nZK MWZRZWZ PADS MM7473 DRPORG 08& 7777 Greenback Lane Design valid for use only with Mitek connectors. This design B based on upon Suite 109 9 N en parameters shown, and is for an individual building component. Citrus Heights, Applicability of design paramenters and props' incorporation of component is responsibility of building designer- not buss designer. Bracing shown 9 CA, 95610: is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality controt storage, delivery, erection and bracing, consult ANSVrPI1 Quality Criteria, DSB•89 and BCSII BuBding Component safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison, WI 53719. Mftk Symbols Numbering System Q General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury � j 3/4' *center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. g C2 cs 15 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane V �, 3 3 O at joint locations. �+ U �5 U U 4. Unless otherwise noted, locate chord splices CL CL at V. panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate ~I C8 C7 Cb BOTTOM CHORDS J. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge A JB J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Comber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 9. Lumber shall be of the species and size, and 4 x 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING sBccl 9667,9432A 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at _ �� 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek° ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MITekO Holdings, Inc. Job ruse Truss Type QtY Ply bushman BUSHMAN D COMMON q Plates increase 1.25 819344567 Vert(LL) -0.01 2-6 >999 360 Job Reference (optional) rage 7 -2.0.0 5.0.0 10.0.0 12-0.0 2.0.0 5-0.0 5.0.0 2-0.0 Scale = 1:22.7 4x4 = 3 1 5-0-0 10.0.0 I$ LOADING (psf) SPACING 2-" CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 16.0 Plates increase 1.25 TC 0.20 Vert(LL) -0.01 2-6 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.02 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 4 We n/a BCDL 10.0 Code UBC97/ANSI95 (Matra) Weight 38 Ib LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2X4DFStdG REACTIONS (Ib/size) 2=459/0-5-8,4=459/0-5-8 Max Horz2=-22(load case 3) Max Uplift2=-33(load case 5), 4=-33(load case 5) FORCES (lb) - Maximum. Compression/Maximum Tension TOP CHORD 1-2=0/46,2-3=-423/0,3-4=-423/0,4-5=0/46 BOT CHORD 2-6=0/322, 4-6=0/322 WEBS 35=0/209 BRACING TOP CHORD Sheathed or 6-M oo pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard December 9,2005 A WARMMO • VdrM daarlgn Parumet » and READ Nolm oN THIS AND DWJVDSD 111"W RE/ERSWCE PADS JIM 7473 BEPORS USS %777 Greenback Lane Design varid for use only with Mlek connectors. This design is based on u Suite 109 e N eon Parameters shown, and is an it - individual building component. Citrus Heights, Applicability of design parodual we and proper incorporation al component's responsibility ofabiliybuilding designer - not hues designer. Bracing shown 9 CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilGty, 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 ANSVrPll Quay Offedd. DSB-89 and BCSI1 Bullding Component � Safety Infoaw rBon available from Truss Plate Institute, 5113 D'Onotrio Drtve, Madison, WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury � 3/4' *center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. g cz c3 JS 3. Place plates on each face of truss at each o ca joint and embed fully. Avoid knots and wane G �, 3 0 at joint locations. U„y U 4. Unless otherwise noted, locate chord splices 0O 0- at 1/. panel length (± 6' from adjacent joint.) For 4 x 2 orientation, locate ~1 C8 C7 C6 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1/8” from outside edge J1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed. or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints atM118 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. R MiTek° 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 © 1993 MITek® Holdings, Inc. Job 1-11-11 1-11-11 nd85 Type Qty y bushman BUSHMAN J, FJ1 MONO TRUSS 6 1 819344568 Endeawr Homes. OroNlIa. CA 959RF - TCLL 16.0 Plates Increase 1.25 Job Refererice .. ______o tional -.-•.•. �.w ,� ,.,,, �,. „��,,,�,w, .o. r„ -- sra un:zo:ou zwo rage l -2.0-0 1-11-11 2#7 8-0-0 2-0-01.11.11 0.0.12 5.11-9 Scale = 1:16.2 3 6.00 12 2 � Id 4 1 2x4 = REACTIONS (Ib/size) 3=-33/Mechanical, 2=314/0-5-8, 4=77/Mechanical Max Horz2=54(load case 4) Max Uplift3=-33(load case 1), 2=-50(load case 4) Max Grav3=31(load case 4), 2=314(load case 1), 4=154(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46.2-3=-61/15 BOT CHORD 24=0/0 NOTES 1) This truss has been designed for the Wind loads generated by 80 mph Winds at 25 it above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 R by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girders) for truss to truss connections. LOAD CASE(S) Standard December 9,2005 A WARNDYO. 9erfAf deatgn Parametere and READ NWW ON 78x8 AND DYCWDSD AWMK RF,PERENCS PADS MM7473 REPO" UBS. 7777 Greenback Lane Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown CiWs Helghts, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity 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, consuN ANSVrPll Quay Cifteft, DSB-89 and BCSII Building Component r Safely lnfomgtbn available from Truss Plate Institute, 563 D'Onotrio Drive, Madison, WI 53719. 1-11-11 1-11-11 2#7 D-0.12 B-0-0 5.11-9 LOADING(psf) SPACING 2_" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.16 2-4 >562 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.33 2-4 >281 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 17 Ib LUMBER' BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 2-0-7 oc purlins. BOT CHORD 2 X 4 DF No.18BV G BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (Ib/size) 3=-33/Mechanical, 2=314/0-5-8, 4=77/Mechanical Max Horz2=54(load case 4) Max Uplift3=-33(load case 1), 2=-50(load case 4) Max Grav3=31(load case 4), 2=314(load case 1), 4=154(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46.2-3=-61/15 BOT CHORD 24=0/0 NOTES 1) This truss has been designed for the Wind loads generated by 80 mph Winds at 25 it above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 R by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girders) for truss to truss connections. LOAD CASE(S) Standard December 9,2005 A WARNDYO. 9erfAf deatgn Parametere and READ NWW ON 78x8 AND DYCWDSD AWMK RF,PERENCS PADS MM7473 REPO" UBS. 7777 Greenback Lane Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown CiWs Helghts, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity 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, consuN ANSVrPll Quay Cifteft, DSB-89 and BCSII Building Component r Safely lnfomgtbn available from Truss Plate Institute, 563 D'Onotrio Drive, Madison, WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' 'Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each T/8 TOP CHORDS other. �/g ♦ �- C3 JS 3. Place plates on each face of truss at each o co joint and embed fully. Avoid knots and wane u ZX3 O at joint locations. U �5 U 4. Unless otherwise noted, locate chord splices OU at '/4 panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate ~CL 1 C8 C7 C6 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge A J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed. or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. " MiTeV 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job russ Truss Type city ybushman (loc) BUSHMAN EE.12 MONO TRUSS 5 1 819344572 FnA-r Mnmee nmullln re ar.00S -0.16 2-4 >562 360 Job Reference (optional) ...-.... ....... ... �.,.,.........,. •, •vwu,w, ,,,�. , „ vw, w w.cv.J, <wJ rtlgtl 1 3.11-11 7 8-0.0 2-0.0 3-11-11 _ 0-0.12 311-9 16.2 Ii LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.16 2-4 >562 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.33 2-4 >281 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 20 lb LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G BRACING TOP CHORD Sheathed or 4-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=61/Mechanical, 2=324/05-8, 4=77/Mechanical Max Horz2=74(load case 4) Max Uplift3=-6(load case 4), 2=-29(load case 4) Max Grav3=61(load case 1), 2=324(load case 1), 4=154(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46,2-3=-62/20 BOT CHORD' .2-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the prate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girders) for truss to truss connections. 5) Refer to gibers) for truss to truss connections. LOAD CASE(S) Standard December 9,2005 ® WARMM - petty daslgn Panamet. acrd READ X01188 ON 7AW AND ➢VCLOD&D rID'1EH REVERP-NC& PAGE MM7473 B240" DBL: 7777 Greenback Lane Design valid for use only with MTek connectors. This design a rased only upon parameters shown, and is for an individual building component. Suite 109 Applicabilityof design romenters and incorporation component b responsibility of building designer - not truss designer. Bracing shown Citrus Heights. 9 Pa proper ink anon of cpm g ts, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stab(6ty during construction is the responsibilGty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1dr fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll pualtiy Criteria, DSB-89 and BCSII BuIldln Component Safety Information available from Truss Plate institute, 583 D'Onofrio Drive. Madison, WI 53719.mnbir- Symbols Numbering System Q General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each t/g TOP CHORDS other. �/g -� ♦- c2 cs J5 3. Place plates on each face of truss at each p c, joint and embed fully. Avoid knots and wane u �, 3 O at joint locations. v+ U �5 U 4. Unless otherwise noted, locate chord splices a- at'A panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate ~I C8 C7 Cb BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge 11 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTekV\/\] vwQ 15. Care should be exercised in handling, Elm erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTekO Holdings, Inc. Job Truss Truss Type City�Ply in bushman BUSHMAN FJ3 MONO TRUSS 5 1 819344573 Fnnwa,nr Mnmx n..�.nne re usoas -0.16 2-4 >562 360 Job Reference o fional 6.2w s aul 1 j two mi eK mausmes, Inc. Fn Dec 09 09:26:512005 Page 1 '2'0'0 311-11 6.0.7 8.0-0 2-0.0 311-11 2-0.12 1-11-9 3'11-11 6.04 8.0.0 16.2 I� LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.16 2-4 >562 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.33 2-4 >281 180 BCLL ' 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 20 lb LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G REACTIONS (Ib/size) 3=61/Mechanical, 2=324/0-5-8, 4=77/Mechanical Max Horz2=74(load case 4) Max Uplift3=-6(load case 4), 2=-29(load case 4) Max Grav3=61(load case 1), 2=324(load case 1), 4=154(load case 2) FORCES (Ib),= Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46.2-3=-62120 BOT CHORD ' 2-4=0/0 BRACING TOP CHORD Sheathed or 6-" oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 R by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girders) for truss to truss connections. 5) Refer to gibers) for truss to truss connections. LOAD CASE(S) Standard December 9,2005 ® WeRNDVO - Fo(11f deeign Pammda» and READ No788 ON 7M AAD DVCLUDBD MnZK REFERENCE PADS AM 7473 BEFORE Da& 7777 Greenback Lane Design valid for use only with dv4Tek connectors. This design is based on u Suite 109 M ARE Applicability of design g N Pon Parameters y of building and is for an individual building component. Citrus Heights, CA, 95610 PP tv g paramenters and proper incorporation of component is responsibility of building designer- not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiltity 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/IPil Quality CrBalta, OSB -69 and BCS11 Building Component � � Sah fy Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property " 'Center Damage or Personal Injury S plate on joint unless �4 dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each t „ TOP CHORDS other. tib ♦ /8 " c3 J5 3. Place plates on each face of truss at each c p 9 joint and embed fully. Avoid knots and wane V �, 3 3 O at joint locations. �+ U �,y u U 4. Unless otherwise noted, locate chord splices CL at 14 panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate ~1 C8 C7 C6 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /9' from outside edge J1 JB J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT S. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 9. Lumber shall be of the species and size, and x 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with BEARING stacks of construction materials. Indicates location of joints atIII 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur.engineer. MiTek° ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job rusS Truss Type ty y 045 I SPACING 2-M CSI R19344574 FJobRefnerence BUSHMAN ] EJ4 JACK 5 1 Plates Increase 1.25 – ... — ---- 2-4 >562 360 (optional) i 7-11-11 8.0.0 Scale = 1:24.2 LUMBER TOP CHORD 2 X 4 DF No.1&BV G BOT CHORD 2 X 4 DF No.1&Btr G REACTIONS (Ib/size) 2=410/0-5-8, 4=77/Mechanical, 3=183/Mechanical Max Horz2=114(load case 4) Max Uplift2=-25(load case 4), 3=-43(load case 4) Max Grav2=410(load case 1), 4=154(load case 2), 3=183(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46.2-3=-100/66 BOT CHORD 2-4=0/0 BRACING TOP CHORD Sheathed or 6-M oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 R by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard December 9,2005 A WARRING - Ver(* design yaramet— and READ JMW OJV nW AND INCLUDED ==K REVERENCE PAGE MM7473 EEPORE USE. 7777 Greenback Lane Design valid for use only with Mi7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design romenters and incorporation component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 PP h 0 Pa proper fns tion of com 19 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity of the erecta. Additional permanent bracing of the overall structure is the responsibility, of the building designer. For general guidance regarding r fabrication, qualitycontrol, storage, delivery, erection and bracing, consult ANSI/rPil Quay Criteria, DSB-89 and BCS11 BuBdin Component safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Madison, WI 53719. mnbir- 7-11-11 045 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.16 2-4 >562 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.33 2-4 >281 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0' Code UBC97/ANSI95 (Matrix) Weight 26 Ib LUMBER TOP CHORD 2 X 4 DF No.1&BV G BOT CHORD 2 X 4 DF No.1&Btr G REACTIONS (Ib/size) 2=410/0-5-8, 4=77/Mechanical, 3=183/Mechanical Max Horz2=114(load case 4) Max Uplift2=-25(load case 4), 3=-43(load case 4) Max Grav2=410(load case 1), 4=154(load case 2), 3=183(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46.2-3=-100/66 BOT CHORD 2-4=0/0 BRACING TOP CHORD Sheathed or 6-M oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 R by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard December 9,2005 A WARRING - Ver(* design yaramet— and READ JMW OJV nW AND INCLUDED ==K REVERENCE PAGE MM7473 EEPORE USE. 7777 Greenback Lane Design valid for use only with Mi7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design romenters and incorporation component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 PP h 0 Pa proper fns tion of com 19 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity of the erecta. Additional permanent bracing of the overall structure is the responsibility, of the building designer. For general guidance regarding r fabrication, qualitycontrol, storage, delivery, erection and bracing, consult ANSI/rPil Quay Criteria, DSB-89 and BCS11 BuBdin Component safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Madison, WI 53719. mnbir- Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property " 'Center Damage or Personal Injury S plate on joint unless �4 dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. Cs J5 3. Place plates on each face of truss at each p cq joint and embed fully. Avoid knots and wane u �,3 O VX at joint locations. U �,y u U 4. Unless otherwise noted, locate chord splices CL a at 'A panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate ~1 CB C7 C6 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not , applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 9. Lumber shall be of the species and size, and x 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed. or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with BEARING stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek° 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MITek® Holdings, Inc. Job fuss Truss Type City Ply bushman BUSHMAN EJS MONO TRUSS 5 1 ' 819344575 1. —. �� 2-5 >562 360 Job Reference (optional) l -2.0.0 B-0.0 1 10-0-7 2-0-0 rr_rLn o ,. •. e I B-0.0 1 10-0.7 Scale =1:28.9 LOADING (psf) SPACING 2-M CS1 DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.16 2-5 >562 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.33 2-5 >281 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 29 lb LUMBER TOP CHORD 2 X 4 DF No.1&BtrG BOT CHORD 2 X 4 DF No.1&Btr G BRACING TOP CHORD Sheathed or 6-" oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (Ib/size) 4=57/Mechanical, 2=406/0-5-8, 5=77/Mechanical, 3=236/0-5-8 Max Horz2=135(load case 4) Max Uplift4=-14(load case 4), 2=-13(load case 4), 3=-56(load case 4) Max Grav4=57(load case 1), 2=406(load case 1), 5=154(load case 2), 3=236(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46,2-3=-98/64,3-4=-20/20 BOT CHORD '25=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph Winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.D psf bottom chord live load nonconcurrent With any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girders) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 3. LOAD CASE(S) Standard L December 9,2005 A WARNIM - Vwgl# devign parametwe and REED MOM ON TWO AND BWLUDED At17S8 REPERBA= PADS MM7473 SEPO" USS. 7777 Greenback Lane Design valid for use only with hLTek connectors. This design a based on u Suite 109 9 N eon parameters shown, building for an individual building component. Citrus Heights. CA, 95610 00 AppGeabOity, of design paromenters and proper incorporation of component is responsibility of building designer- not buss designer. Bracing shown 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the buffing designer. For general guidance regarding falxicatan, quality control storage, delivery, erection and bracing, consult ANSVTPII Quay Criteria, DSB-89 and BCSII BuBding Component Safety information available from Truss PIa a Institute, 583 D'Onofr o Drive, Madison, WI 53719.M rpm Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each ,/8 TOP CHORDS other. i/g ♦ cz J5 3. Place plates on each face of truss at each 0 co joint and embed fully. Avoid knots and wane �OZZ3 at joint locations. O U �5 U U 4. Unless otherwise noted, locate chord splices a0 at 1A panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate ~ C8 C7 C6 0 BOTTOM CHORDS S. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge J1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 0 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTeke y\/N1 VW9 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MITek® Holdings, Inc. Job Truss Truss Type Qty Ply bushman BUSHMAN EJ6 MONO TRUSS 5 1 819344576 2-5 >562 360 MT20 220/195 TCDL 10.0 - Lumber Increase 1.25 Job Reference (optional) 0 ....w —.1 ,,, .w., ,.,, r cn --u—, u,u. — uw un vy:co:ac zwo rage 1 -2.0.0 6.0.0 12.0-7 2-0-0 840 44-07 I�. 0 I 8-0-0 i 9.10.12 Scale =1:29.1 LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.16 2-5 >562 360 MT20 220/195 TCDL 10.0 - Lumber Increase 1.25 BC 0.45 Vert(TL) -0.33 2-5 >281 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 29 Ib LUMBER s BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-" oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (Ib/size) 4=55/0-5-8, 2=406/0-5-8, 5=77/Mechanical, 5=77/Mechanical, 3=234/0-5-8 Max Horz2=134(load case 4) Max UpliR4=-14(load case 4), 2=-14(load case 4), 3=-56(load case 4) Max Grav4=55(load case 1), 2=406(load case 1), 5=154(load case 2), 5=77(load case 1), 3=234(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD ; 1-2=0/46,2-3=-98/64,3-4=-20/20 BOT CHORD • 2-5=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. , 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 4, 3. LOAD CASE(S) Standard December 9,2005 A WARNING - V-% doargn Para tore and READ N07W ON 7WB AND DYCLUDSD W78S R87BRSNCB PAGE MM7473 ARFORS UBS. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design's based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 956100 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSifri ll Quay Ciftedo, D5B-89 and BC511 Building Component �,e �iyr< � Softly Information available from Truss Plate Institute, 5a3 D'OnofAo Drive, Madison, WI 53719. 111,11 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each „ 14 TOP CHORDS other. g cz c� JS 3. Place plates on each face of truss at each o c, joint and embed fully. Avoid knots and wane O at joint locations. �+ U �5 U 4. Unless otherwise noted, locate chord splices O 0- /. at ' panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate ~ C8 O Cb BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTeV 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job ruse Truss Type oty y bushman BUSHMAN EV MONO TRUSS 7 1 819344577 FnAnm—r un.,,m n,..,ene re ococc -0.16 2-5 >562 360 Job Reference (optional) -2.0.0 i B-0-0 12.0-0 13.5-11 2-0.0 8.0.0 4-0.0 q 1-5.11 Scale = 1:33.2 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Ver(LL) -0.16 2-5 >562 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.33 2-5 >281 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 32 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BV G TOP CHORD Sheathed or 6-M oc purlins. BOT CHORD 2 X 4DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (Ib/size) 4=102/0-5-8, 2=406/0-5-8, 5=77/Mechanical, 5=77/Mechanical, 3=28110-5-8 Max Horz2=152(load case 4) Max Uplift4=-26(load case 4), 2=-4(load case 4), 3=-68(load case 4) Max Grav4=102(load case 1), 2=406(load case 1), 5=154(load case 2), 5=77(load case 1), 3=281(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46,2-3=-105/64,3-4=-36/36 BOT CHORD 2-5=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 3. LOAD CASE(S) Standard December 9,2005 A' WARMNO - VerM design Parameter+ and READ NOTES ON 7Rffi AND DWLUDED AUMM REFERENCE PAGE AIM7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with ANTek connectors. This design is based on Suite 109 g N upon parameters shown, and is for an individual building component. Citrus Heights, Applicability of design Paradual web and members incorporation Additional al temporary bis responsibility of building designer- not truss designer. resp, Bracing shown 9 Is, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilGty 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 Quay Creedo, DSB-89 and BC511 Building Component safety Informalbn available from Truss Plate Institute. 563 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' 'Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. cz cs J5 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 u �, 3 ; 0 at joint locations. �+ U�y U 4. Unless otherwise noted, locate chord splices 0 a at Y, panel length (± 6" from adjacent joint.) ' For 4 x 2 orientation, locate ~1 C8 C7 C6 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge 11 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a. -professional which bearings (supports) occur. engineer. MiTek° ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job toss TrussType-----]157Y DEFL in bushman I/def! L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 819344578 BUSHMAN E.18 MONO TRUSS 41 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.33 Job Reference (optional) Endeavor Homes, Orovllle, CA 95965 6.200 a Jul 13 2005 Mrrek Industries, Inc. Fd Dec 09 09:26:53 2005 Page 1 8.0-0 I 12.0.0 1211-3 14-0.7 2-0.0 8-0.0 4-0.0 0A-3 1-114 I;T Scale = 1:33.7 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/def! L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.16 2-6 >562 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.33 2-6 >281 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 32 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Sheathed or 6-" oc pudins. BOT CHORD 2 X 4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (Ib/size) 2=406/0-5-8, 6=77/Mechanical, 6=77/Mechanical, 3=282/0-5-8, 4=122/0-5-8 Max Horz2=159(load case 4) Max Uplift2=-1 (load case 4), 3=-68(load case 4), 4=-37(load case 4) Max Grav2=406(load case 1), 6=154(load case 2), 6=77(load case 1), 3=282(load case 1), 4=122(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46,2-3=-113/65,34=-38/38,4-5=-8/0 BOT CHORD 2-6=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph Winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 3, 4. LOAD CASE(S) Standard December 9,2005 A WARNINO - Verft design parameters arrd READ NO M ON "WARD DVCWDBD AD?= REPERENCE PAGE ADI 7473 BEPORE US& 7777 Greenback Lane Design valid for use only with MTek connectors. This design k based on pe 109 g only upon parameters shown, and for an individual building component. Su , Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not bCIWs Heights, CA, 9561 00, designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSVTPI1 Query CrBeda, DSB-89 and BCSII Building Component Safely Informiallon available from Truss Plate Institute, 583 VOnofdo Drive, Madison, WI 53719. - -4 Symbols Numbering System A General .Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 'Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. V g c2 ca JS 3. Place plates on each face of truss at each o cq joint and embed fully. Avoid knots and wane U �, 3 3 o at joint locations. UU 4. Unless otherwise noted, locate chord splices OU a at 14 panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate ~L C8 C7 C6 10 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBG 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9'432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTeke V\/ -,j vwlq 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job russ TrussType city Ply bushman BUSHMAN EJ9 MONO TRUSS q , RI934g579 ee, ..•-_� „_,,, 1. , __� 2-6 >562 360 Job Reference o tional o.zw s am i a zwo mn eK mausmes, Inc. Fn Dec 09 09:26:53 2005 Page 1 2 0 0 8.0-0 12.0.0 ,4-37 16 0 7 2-0-0 8-0-0 4-0.0 2.3.1 5 1-9-0 Scale = 1:39.3 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.16 2-6 >562 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.33 2-6 >281 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a Mile BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 36 Ib LUMBER ' BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (Ib/size) 2=406/0-5-8, 6=77/Mechanical, 6=77/Mechanical, 3=242/05.8, 4=276/0-5-8 Max Horz2=197(load case 4) Max Uplift3=-44(load case 4), 4=-131(load case 4) Max Grav2=406(load case 1), 6=154(load case 2), 6=77(load case 1), 3=242(load case 1), 4=276(load case 1) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46,2-3=-156165,3A=-92165,4-6=-59/0 BOT CHORD - 2.6=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph Winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. LOAD CASE(S) Standard December 9,2005 A WARMWG . Vartly dotgn Parametria and READ M07ES ON 7MB AND D9CLODED Affi7ER RgpgggNCg PAGE M7473 BZPORB DBS. 7777 Greenback lane Design valid for use only with MiTek connectors. This design is based on upon Suite 109 Applicability of design g h en parameters shown, and is for an individual building component. CID -us Heights, CA, 95610 pp ty g paramenters and proper incorporation of component b 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/TPI' QualBy CrBsAa, DSB-69 and BCSII Bueding Component Safety Information available from Truss Plate Institute, 583 D'Onotrlo Madison,, adison, WI 53719. MRbk Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property " 'Center Damage or Personal Injury S plate on joint unless /4 dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 1/9 TOP CHORDS other. �/ -► �- g C2 c3 J5 3. face of truss at each plates on eallly. ala fiand o cq embed fulAvoid knots and wane 0 U 3 3 0 at joint locations. �+ U�y U 4. Unless otherwise noted, locate chord splices O a at 14 panel length (± 6' from adjacent joint.) For 4 x 2 orientation, locate ~ C8 C7 C6 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft, spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with BEARING stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek° 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MITek® Holdings, Inc. ob a.zw s uui 113 2005 M— ee I NSS NSS Type Qty y bushman BUSHMAN EJ10 MONO TRUSS q 1 819344569 " Endwanor Hamwo.OmNllw. (`d aS4RS -0.16 2-7 >562 360 Job Reference (optional) _ ___ .. i1 ndustries, Inc. Fd Dec 09 09:26:50 2005 Page 1 18.0.7 B-0-0 17-11-11 8-D-0 _ 9.11-11 Scale: 1/4•cl' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.16 2-7 >562 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.33 2-7 >281 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 41 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Sheathed or 6-" oc purlins. BOT CHORD 2 X 4 DF No.1&BV G BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (Ib/size) 3=283/0-5-8, 6=56/Mechanical, 2=406/0-5-8, 7=77/Mechanical, 4=208/0-5-8, 5=160/0-5-8 Max Horz2=215(load case 4) Max Uplift3=-70(load case 4), 6=-14(load case 4), 4=-53(load case 4), 5=40(load case 4) Max Grav3=283(load case 1), 6=56(load case 1), 2=406(load case 1), 7=154(load case 2), 4=208(load case 1), 5=160(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46.2-3=-176/64,34=-100/37,4-5=-55/37,5-6=-20/20 BOT CHORD 2-7=0/0 . NOTES 1) This truss has been designed for the Wind loads generated by 80 mph Winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load. 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girders) for truss to truss connections. 6) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 3, 4, 5. LOAD CASE(S) Standard December 9,2005 A WdRXM - Vwyj design parnmeboe and READ NOTES ON 77D8 AND DW.LUDIW Mn= RSYSRSRCS PADS MM7479 B6/ORS UBE, 7777 Greenback Lane Design valid for use only with MITek connectors. This design's based only upon parameters shown, and is for an individual building component. Suite 109 ApplicabTly of design paromenters and proper incorporation of component B responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the y erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, dernery, erection and bracing, consult ANSVrPll Quality Criteria, DSB-89 and BCS11 Building Component • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System Q General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. �/ .♦ �8 g C2 C3 3. Place plates on each face of truss at each T 0 joint and embed fully. Avoid knots and wane Lc',1J O _; " at joint locations. 2 �` O U U4. Unless otherwise noted, locate chord splices CL CL at Y.panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate OC8 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge A J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed. or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints atS� 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek° ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 ©1993 MiTekO Holdings, Inc. Job NSS Truss ype city in (loc) BUSHMAN EJ11 MONO TRUSS q �IaIyTbubshrnan 819344570Reference .— nmwno rn ocoaa -0.16 2-7 >562 360 o tionalFneaa,.,. _ (optional) _ 10 91 8-0.0 19-11-11 N 0% Scale = 1:53.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.16 2-7 >562 360 MT20 220/195 TCDL 10.0 ' Lumber Increase 1.25 BC 0.45 Vert(TL) -0.33 2-7 >281 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 44 lb LUMBER TOP, CHORD ' 2 X 4 DF No.1 &Btr G BOT CHORD.2 X 4 D No.1&Btr G BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (Ib/size) 3=283/0-5-8, 6=108/Mechanical, 2=406/0-5-8, 7=77/Mechanical, 4=208/0-5-8, 5=212/0-5-8 Max Horz2=235(load case 4) Max Uplift3=-70(load case 4), 6=-27(load case 4), 4=-53(load case 4), 5=-54(load case 4) Max Grav3=283(load case 1), 6=108(load case 1), 2=406(load case 1), 7=154(load case 2), 4=208(load case 1), 5=212(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46,2-3=-199/64. 3-4=-123/37, 4-5=-78/37, 5-6=-39/39 BOT CHORD 2-7=0/0 r NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ftwith exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girders) for truss to truss connections. 6) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 3, 4, 5. LOAD CASE(S) Standard , December 9,2005 A WARNING - Y r(& dalgn Parameta and READ NOTES ON TWS AND INCLUDED AfflSS RSPERENC8 PADS AM -7473 68PORS US& 7777 Greenback Lane Design valid for use only with Miifek connectors. This design 4 based on upon Suite 109 Applicability of design ramenters and 0 N en parameters shown, and is for an individual building component. Citrus Heights, PP y 9 Pa proper incorporation Additional component b bracing to incur sit biiit building designer- not truss is designer. Bracing shown ig Ls, CA, 85610 8 for lateral support of individual web members only. Additbnal temporary bracing to insure stability during construction is the responsibilfiy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatbn, quality control, storage, delivery, erection and bracing, consult ANSI/MI Quay CrBerm, DSB-89 and BC511 Building Component Sabty 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 Damage or Personal Injury `Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. �/9 ~ C2 C3 JS 3. Place plates on each face of truss at each 0 c, joint and embed fully. Avoid knots and wane u �, 3 O at joint locations. �+ U�5 U U 4. Unless otherwise noted, locate chord splices O CL at 1A panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate ~ C8 C7 Cb BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge A J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. `This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9 432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with BEARING stacks of construction materials. Indicates location of joints at N119 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTeV 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job - rusS Truss Type ty�Ply bushman BUSHMAN EJ12 MONO TRUSS y 1 819344571 EndeavorH^mea. OroNllx. CA 959riF in (loc) Vdefl Ud PLATES GRIP _ Job Reference nal ;. hn UeC 09 0926:51 2005 Page 1 IF I$ I Scale = 1:55.4 2 LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=283/0-5-8, 7=28/Mechanical, 2=406/0-5-8, 8=77/Mechanical, 4=208/0-5-8, 5=208/0-5-8, 6=132/0-5-8 Max Horz2=244(load case 4) Max Uplift3=-70(load case 4), 7=-7(load case 4), 4=-53(load case 4), 5=-53(load case 4), 6=-33(load case 4) Max Grav3=283(load case 1), 7=28(load case 1), 2=406(load case 1), 8=154(load case 2), 4=208(load case 1), 5=208(load case 1), 6=132(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-209/64, 3-4=-133/37, 4-5=-88/37, 5-6=-43/37, 6-7=-10/10 BOT CHORD 2-8=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 it by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girders) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 3, 4, 5, 6. LOAD CASE(S) Standard December 9,2005 A WARICNB - PerM d.09n param@Ue and READ NW= ON 7748 AND LI CLDDSD M ES REPERSSM PAGR 11 7473 BEPORS DSS. 7777 Greenback Lane Design valid for use only with Marek connectors. This design's based only upon parameters shown, and is for an individual buffing component. Suite 109 Applicability of design paramenters and ink component responsibility of building designer- not truss designer. Bracing shown Citrus He is for lateral supportaa� incorporation al e m nevi a res Heights, CA, 95610 of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilGty of the erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality C *do, DSB-89 and BCS11 Bulldinp Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - o -o -u 8-0.0 20.10.15 12.10.15 LOADING (psf) SPACING 2-U CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.16 2-8 >562 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.33 2-8 >281 180 BCLL _ 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 46 lb LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=283/0-5-8, 7=28/Mechanical, 2=406/0-5-8, 8=77/Mechanical, 4=208/0-5-8, 5=208/0-5-8, 6=132/0-5-8 Max Horz2=244(load case 4) Max Uplift3=-70(load case 4), 7=-7(load case 4), 4=-53(load case 4), 5=-53(load case 4), 6=-33(load case 4) Max Grav3=283(load case 1), 7=28(load case 1), 2=406(load case 1), 8=154(load case 2), 4=208(load case 1), 5=208(load case 1), 6=132(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-209/64, 3-4=-133/37, 4-5=-88/37, 5-6=-43/37, 6-7=-10/10 BOT CHORD 2-8=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 it by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girders) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 3, 4, 5, 6. LOAD CASE(S) Standard December 9,2005 A WARICNB - PerM d.09n param@Ue and READ NW= ON 7748 AND LI CLDDSD M ES REPERSSM PAGR 11 7473 BEPORS DSS. 7777 Greenback Lane Design valid for use only with Marek connectors. This design's based only upon parameters shown, and is for an individual buffing component. Suite 109 Applicability of design paramenters and ink component responsibility of building designer- not truss designer. Bracing shown Citrus He is for lateral supportaa� incorporation al e m nevi a res Heights, CA, 95610 of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilGty of the erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality C *do, DSB-89 and BCS11 Bulldinp Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System Q General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury s " *Center plate on joint unless �q dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each ., TOP CHORDS other. �/ .♦ �8 e C2 C3 JS 3. Place plates on each face of truss at each p c, joint and embed fully. Avoid knots and wane p 3 at joint locations. 2 �' O U �5 u U U 4. Unless otherwise noted, locate chord splices O CL at'/. panel length (± 6" from adjacent joint.) • For 4 x 2 orientation, locate `-I ce C7 c6 O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and X perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. ' to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667, 9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. <>_1:6 engineer. M!Tek° ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job Truss TrussType ty y bushman BUSHMAN F1 FINK 1 1 819344580 FnAcavnr Mnmwn nmuno rs oroat Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES _ Job Reference (optional) 6-1-12 3x4 = 4.00 12 a v. a — u,uarmar, ,nc, rn vM va u`J:[G:04 Lwo rage 1 10-1-12 Scale = 1:26.7 3x4 = 16-3-8 I� LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 13 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 74 lb LUMBER - BRACING TOP CHORD 2 X 4 DF No.1&BtrG TOP CHORD Sheathed or 6-M oc pudins, except end verticals. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS .'2X4DFStdG OTHERS 2 X 4 DF Std G REACTIONS (Ib/size) 24=41/16-3-8, 13=88/16-3-8, 23=93/16-3-8, 22=97/16-3-8, 21=96/16-3-8, 20=95/16-3-8, 19=94/16.9-8, 18=97/16-3-8 ,17=93/16-3-8,16=108/16-3-8,15=41/16-3-8,14=219/16-3-8 Max Horz24=-44(load case 3) Max Uplift24=-3(load case 3), 23=-3(load case 5), 22=-3(load case 3), 21=-3(load case 3), 18=-4(load case 4), 17=-2(load case 4), 16=-1(load case 4), 15=-1(load case 4), 14=-3(load case 4) Max Grav24=41(load case 1), 13=88(load case 1), 23=94(load case 6), 22=97(load case 1), 21=97(load case 6), 20=95(load case 1), 19=94(load case 1), 18=99(load case 7), 17=93(load case 1), 16=108(load case 7), 15=41(load case 7), 14=219(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-13/18,2-3=-15/28,34=-15137, 4-5=-16/47, 5-6=-15/50,6-7=-15/48,7-8=-16/49, 8-9=-15/39,9-10=-16/30, 10-11=-12/20,11-12=-24/12,12-13=-27/25,1-24=-30/10 BOT CHORD 23-24=0/31,22-23=0/31,21-22=0/31, 20-21=0/31,19-20=0/31, 18-19=0/31,17-18=0/31,16-17=0/31,15-16=0/31, 14-15=0/31, 13-14=0/31 WEBS 2-23=-68/17, 3-22=-70/18,4-21=-71/19, 5-20=-68/6,7-19=-67/0, 8-18=-71/20,9-17=-68/17, 10-16=-76/19, 11-15=-37/12, 12-14=-145/32 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord de and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to w porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 End Detail' 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard December 9,2005 ,,& WARMWG - V r(N doh DaRnzet� -W READ NOM ON TEO AM DVCLODED At778R REFBRENCB PAGZ AM7473 BEFORE US& TM Greenback Lane Design valid for use only wtth*MTek connectors. This design is based on u component. Suite 109 only Pon parameters shown, and is for an individual building Applicability of design paramenfers and proper incorporation of component a responsibility of building designer -not truss designer. Bracing shown Cibvs Heights, CA, 95610 r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity 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, consull ANS1/rPll Quo®y Criferfa, DSB-89 and BCSII BuOmng Componerif .�' SafNfy Informalbn available from Truss Plate Institute, 583 VOnofrio Drive, Madison, WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 374' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each '7$' TOP CHORDS other. - �� � - • - C2 C3 JS 3. Place plates on each face of truss at each p cq Z joint and embed fully. Avoid knots and wane V �, 3 O at joint locations. = �+ U �5 U 4. Unless otherwise noted, locate chord splices OU at '/4 panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate ~ C8 C7 C6 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed. or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9'432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with BEARING stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek° 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 © 1993 MITekO Holdings, Inc. Job russ Truss Type ty y bushman BUSHMAN F2 FINK 1 1 819344561 n/a n/a 999 MT20 220/195 TCDL 10.0 Job Reference (optional) 10.1-12 3x4 = 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Dec 09 09:26:54 2005 Page 1 10-1-12 Scale =1:33.4 5x5 = 20.3.6 30 = Id LOADING (psf) , SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.11 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 14 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 86 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1SBtr G TOP CHORD Sheathed or 6-" cc purlins. BOT CHORD 2 X 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-" cc bracing. OTHERS 2 X 4 DF Std G REACTIONS (Ib/size) 1=118/20-3-8, 14=88/20-3-8, 25=314/20-3-8, 24=-18/20-3-8, 23=121/20-3-8, 22=91/20-3-8, 21=96/20-3-8, 20=93/20-3-8, 19=97/20-3-8, 18=93/20-3-8, 17=108/20-3-8, 16=41/20-3-8, 15=219/20-3-8 Max Horz 1 =-8(load case 4) Max Uplift25=-4(load case 3), 24=-19(load case 2), 22=-5(load case 3), 19=-4(load case 4), 18=-2(load case 4), 17=-1 (load case 4), 16=-1 (load case 4), 15=-3(load case 4) Max Grav1=118(load case 1), 14=88(load case 1), 25=314(load case 6), 23=121(load case 1), 22=92(load case 6), 21=96(load case 1), 20=93(load case 1), 19=99(load case 7), 18=93(load case 1), 17=108(load case 7), 16=41 (load case 7), 15=219(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-35/33, 2-3=-34/22, 3-4=-10/28, 4-5=-16/38, 5-6=-16/48,6-7=-16/61, 7-8=-16/49.8-9=-16/49, 9-10=-16/38, 10-11=-16/28,11-12=-12/17,12-13=-24/9,13-14=-28/24 BOT CHORD 1-25=0/24, 24-25=0/24, 23-24=0/24, 22-23=0/24, 21-22=0/24, 20-21=0/24, 19-20=0/24,18-19=0/24,17-18=0/24,16-17=0/24 , 15-16=0/24, 14-15=0/24 WEBS 2-25=-206/44, 3-24=-2/9,4-23=-82/20. 5-22=-69/20,6-21=-68/2, 8-20=-67/0, 9-19=-71/20,10-18=-68/17,11-17=-76/19, 12-16=-37/12,13-15=-145/32 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This trusss, has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load i and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of Q dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. IfpONG r� porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 Gabl 69 AZ End Detail' 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. cc C 6) Gable studs spaced at 14-0 cc. * Q 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with arty other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. Q" LOAD CASE(S) Standard December 9,2005 ® WARNMG - Vdrft deersn paramete and READ N07W ON 71$8 AND EWWDED ADMK REFERENCE PAGE AM7473 EEPORE D8E, 7777 Greenback Lane Design valid for use only with MTek connectors. This design B based on upon Suite 109 9 N en Parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design paramenters and proper Incorporation of component B responsibility of building designer -not buss designer. Bracing shown - 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilldy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding r fabrication, quality control, storage, delivery, erection and bracing, consult ANSVrPll Quality Cr feria, DSB-89 and BCSII Building Component Safely Infomadbn available from Truss Plate Institute, 5113 D'Onofrio Drive, NWison, WI 53719. MRbir Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 'Center Damage or Personal Injury plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 14' TOP CHORDS other. . 1�$ ♦ ~JS C2 C3 3. Place plates on each face of truss at each —r p + joint and embed fully. Avoid knots and wane u 3 LO at joint locations. �+ U 5 U 4. Unless otherwise noted, locate chord splices a0 at '/. panel length (± 6" from adjacent joint.) + For 4 x 2 orientation, locate ~ C8 C7 C6 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. R MiTek° DD%TD04 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MrTek® Holdings, Inc. Job russruss type ry plybus 5.1-3 BUSHMAN G1 JCOMMON 1 819344582 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 Jab Referencehman (optional) 6.200 s Jul 13 2005 MITek Industries, Inc. Fri Dec 09 09:26:55 2005 Page 1 -2.0.0 5-1-3 B-1-8 9.39 13.6.0 17-8-7 21-10.13 27-04) 2-0.0 5-1-3 30.5 1.2-1 4-2-7 4.2-7 4-2-7 5.1-3 • 4x4 = Scale = 1:52.9 HANGER DESIGN OR SELECTION Q JT. 14 SHALL BE REVIEWED AND APPROVED BY QUALIFIED BUILDING DESIGNER AND FIELD INSPECTED BY BUILDING INSPECTOR. 15 14 13 16 17 12 18 2x4 11 8x9 = 6x6 = 5x8 = 19 11 20 8x9 = 23 2x4 11 3x4 = I$ 5.1-3 8.1-8 93.9 i 1364) i 16-9.4 21.10.13 27-M 5.1-3 30.5 1-2-1 4-2-7 334 5.1-9 5.1-3 Plate Offsets (X,Y): [11:0-44,04-81, fl4.0-3-8,0-4-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.06 14-15 ?999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.12 14-15 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) -0.02 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 501 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18BtrG TOP CHORD Sheathed or 6-M oc purlins. BOT CHORD 2 X 6 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-" oc bracing, Except: WEBS 2 X 4 DF Std G 6-" oc bracing: 11-12. REACTIONS (Ib/size) 9=420/0-5-8,11=11719/0-5-8,2=3489/0-5-8 Max Horz9=85(load case 3) Max Upliftl 1 =-504(load case 5), 2=-375(load case 5) 'Max Grav9=445(load case 6), 11=11719(load case 1), 2=3489(load case 1) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 6-7=-1358/161, 7-8=-131/1965, 8-9=-516/0,1-2=0/49, 2-3=-6964/698, 3-4=-0539!726, 4-5=-5369/567, 5-6=-1363/161 BOT CHORD 2 -15=-544/6138,14-15=-544/6138,13-14=-537/5787,13-16=-397/4911, 16-17=-397/4911, 12-17=-397/4911, 12-18=-3105/310, 18-19=-3105/310, 11-19=-3105/310, 11-20=0/404, 20-21=0/404, 10-21=0/404, 10-22=0/404, 22-23=0/404, 9-23=0/404 WEBS 8 -10=0/1820,8 -11= -2294/20,7 -11= -6459/477,7 -12=-431/6293,6-12=-114/1055,5-12=-5560/617,5-13=-583/5510, 3-15=0/325,4-14=-574/3706,4-13=-3125/498,3-14=-456/10 NOTES 1) 3 -ply truss to be connected together with 0.131"x3" 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 6 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, Except member 4-14 2 X 4 - 2 rows at 0-4-0 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 tk 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) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord deI and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 27 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wi porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Girder carries tie-in span(s): 42-" from 10-M to 12-" 8) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 195 Ib down at 26-0-12, 195 Ib at 24-0-12, 195 Ib down at 22-0-12, 1642 Ib down and 37 Ib up at 20-0-12, 1606 Ib down at 18-0-12, 1646 Ib down and 37 Ib up a' 16-0-12, 1646 Ib down and 37 Ib up at 14-0-12, 5053 Ib down and 734 Ib up at 8-1-8, and 43 Ib up at 12-0-12, and 43 Ib up at 10 - bottom chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 December 9,2005 A WARmm . odlfir d"Ise, Paraauf m and HEAD No,= ON 187E AND INCLUDED mrrisK Ranuitz Cs PAGE NU 7473 BBMJW UBddl 7777 Greenback Lane Design valid for use only with Wei: connectors. This on Suite design Is based 109 g y upon parameters shown, and is for an individual building component. Citrus Heights Applicability of design parvidual a and proper Incorporation Additional al component is responsibility stability building designer- not buss designer. Bracing shown elg CA, 95610 is for lateral support of individual web members only. Additbnal temporary bracing to insure stability during construction is the responsibilGty, 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/rPll Quay Cdferfa, DSB-89 and 8CS11 Building Component * Safety Informallon available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' 'Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each ,/8, TOP CHORDS other. �/e ♦ ~ C2 C3 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane Oat O ,3 1NI joint locations. U U 4. Unless otherwise noted, locate chord splices OUat'/. panel length (± 6" from adjacent joint.) • For 4 x 2 orientation, locate C8 C7 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9'432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at R 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTekO ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job fussruSs ype , city Ply bushman BUSHMAN GI COMMON 879344582 FQean,.,, srnm� n-. 11. rs Qcoa4 - 3 Job Reference o lional LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 6-9=-52,1-6=-52, 2-16=-20,16-17=-732(F=-712), 9-17=-20 Concentrated Loads (lb) Vert 10=-195(F) 14=-5053(F) 18=-1646(F) 19= -1646(F)20= -1606(F)21= -1642(F)22= -195(F)23= -195(F) ' s Jul 73 2005 MiTek Industries, Inc. Fd Dec 09 09:26:55 2005 Page 2 ® WARNIM - 7 -ft d.19. p..&. and READ X0788 ON 77U78 APm MCLUDED MMW REYBRENCS Peon MM7473 SEPORS US& TM Greenback Lane Design valid for use only with Mitek connectors. This design is based only upon parameter shown, and is for an individual building component. Suite 109 Applicability of design paromenters and o ink component responsibility of buildin designer- not truss designer. Bracing shown Citrus Heights pr per incorporation al e m nent is res a, CA, 95670 is for lateral support of individual web members any. Additional temporary broking to insure stability during construction is the responsibilfity 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 Crueda, DSB-89 and BCSII BuBding Component � � Solely Infonnallon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. s Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' 'Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 1/g TOP CHORDS other. �/g ~ cz c3 J5 3. Place plates on each face of truss at each o c, joint and embed fully. Avoid knots and wane O at joint locations. v+ U�y U 4. Unless otherwise noted, locate chord splices O CL at 1A panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate ~I C8 C7C6 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBG 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTekV\/Nd 17W9 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MITek® Holdings, Inc. Job cuss Truss Type ty Ply bushman I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 819344583 BUSHMAN H1 CAL HIP 2 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.31 Vert(TL) Job Reference (optional) -2.0.0 7.74 9-11-11 i 11-11-11 i 13-6-0 15-0.5 17.0.5 194-12 27.0.0 29-0-0 2-0.0 7-74 2-4-7 2.0.0 1.6.5 , 1-6.5 2-0.0 2-4-7 7-7.4 2-0-0 Scale = 1:51.9 II 6 1.5x4 I I 3x4 = 3x4 = 5x5 = 7-7.4 10.2-12 I 14-11-5 19-4-1 7-7-4 2-7-8 4-8-9 4-5.7 27.0-0' 7.7-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.35 - Vert(LL) -0.06 12-14 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.14 12-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.01 12 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 132 lb LUMBER BRACING TOP CHORD 2 X.4 OF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 OF No.1&Btr G 2-0-0 oc purlins (6-M max.): 3-11. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 OF Std G JOINTS 1 Brace at Jqs): 5, 8 REACTIONS (Ib/size) 2=307/0-5-8,16=1300/0-5-8,12=627/0-5-8 Max Horz2=51(load case 3) Max Uplift2=-1(load case 4), 16=-83(load case 5), 12=-23(load case 3) Max Grav2=349(load case 6), 16=1300(load case 1), 12=640(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-115/210, 3-4=-81/34, 4-6=-53/0, 3-5=-4/492, 5-18=0/482, 7-18=0/482, 7-19=-257/65, 8-19=-257/65, 8-11=-245/58,9-10=-53/0, 10-11=-81/35,11-12=-712/0,12-13=0/46 BOT CHORD 2-17=-151/183, 16-17=-153/182, 15-16=0/126, 14-15=0/559, 12-14=0/562 WEBS 3-17=0/259, 3-16=-720/26, 7-16=-864/118, 7-15=0/396, 11-15=-415/0, 11-14=0/274, 4-5=-193/129, 8-10=-196/130 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 R above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 27 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard December 9,2005 A , WdRNDVO • VefJjr d=19n para=des and READ N0M ON nM MID DWLA7DED WMK RBP&RZNW PAGR MM7473 BEFORE DB& 777 7Greenback Lane Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erecta. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding or faf ty Infon quality control, storage, delivery, erection and bracing, Drive, ANSVTP11 QualBy Criteda, DSB-89 and BCSII Building Component Safely InMrmalbn 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 Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 14' TOP CHORDS other. $ C2 Place plates on each face of truss at each joint and embed fully. Avoid knots and wane Nc53. O U,3O at joint locations. v+U U 4. Unless otherwise noted, locate chord splices CL CL at 'A panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate ~ CB C7 C6 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge JI J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 9. Lumber shall be of the species and size, and 4 x 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. R M ffek° 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job rus5 I rasa Type Qty Ply bushman BUSHMAN H2 MONO CAL HIP 2 1 819344584 = Vert(LL) -0.14 14-15 >999 360 Job Reference (optional) w—rv,„a. umu--, mc. —um w uv:co:ao zwo rage? -2-0-0 7.7-0 9.11-11 11.11.11 14-5.7 i 21-3.10 28.1-14 35-0.1 42.0.0 2-0.0 7-7-4 2-4-7 2-0.0 2-5.12 6.10.3 6.10.3 610-3 6-11.15 Scale = 1:76.3 1.5x4 II 415x4 11 6 I 18 17 16 15 14 13 12 1.5x4 11 5x10 = 1.5x4 11 5x8 = ` 1.5x4 II 3x5 = 3x4 // - 60.0 7-7-4 14-5.7 21-3.10 261-14 35.0-1 42.0-0 60.0 1-7-4 610-3 610-3 610.3 610.3 611.15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.82 Vert(LL) -0.14 14-15 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.34 14-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.05 12 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight 209 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BtrG TOP CHORD BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G BOT CHORD OTHERS 2 X 4 DF Std G WEBS JOINTS REACTIONS (Ib/size) 12=1137/Mechanical, 2=-565/0-5-8, 18=2586/0-5-8 Max Horz2=227(load case 4) Max Uplifl2=-699(load case 7) Max ,Grav12=1137(load case 1), 2=1 (load case 4), 18=2586(load case 1) Sheathed or 6-M oc purlins, except end verticals, and 2-M oc purfins (4-1-9 max.): 3-11. Rigid ceiling directly applied or 4-11-14 oc bracing. 1 Row at midpt 8-16,10-12 1 Brace at Jqs): 11, 5 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/4612-3=-131/2001, 34=-78/31, 4-6=-53/0.3-5=-1 177f7, 5-19=-1191/14, 7-19=-1191/14, 7-8=-1191/14, 8-9=-2435/0, 9-10=-2435/0,10-11=54/34,11-12=-169/26 BOT CHORD 2-18=-1683/10, 17-18=-788/6, 16-17=-788/5, 15-16=0/2257, 14-15=0/2257, 13-14=0/1709, 12-13=0/1709 WEBS 3-17=0/116,3-16=0/2240,7-16=-385/93,8-16=-1240/0,8-15=0/271, B-14=0/215,9-14=-354/57,10-14=0/827,10-13=0/281. 10-12=-1873/0,4.5=-188/124,3-18=-2592/58 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 42 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist they are not exposed to wind. T- Iumber L increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard December 9,2005 A WARNING . 9'erVilt desfgn p�nW—v and READ N01= ON TMS AND INCLEWED 111777E REPERgNIX PADS MU -7473 BEPORS 08& 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based on u Suite 109 - g only ent parameters shown, and is for an individual building component. Citrus He Applicability of design parodual we and proper Incorporation al component a bracing to stability Milt' d designer- not buss designer. Bracing shown lights, CA, 95610 a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibilGfy 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 ANSIM11 Quality Criteria. DSB-89 and BCSII Bonding Component � ��� 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 Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. C2 C3 �LlcNJ 5 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 ZX at joint locations. 0 U 3 L) 4. Unless otherwise noted, locate chord splices 0- 0 CL at 1A panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate 1 C8 C7 c' 0 BOTTOM CHORDS VnIess otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates I /9'from, outside edge J I J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT B. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9 432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a -professional which bearings (supports) occur. 14 43 11113 engineer. 17\79 VW9 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 @ 1993 MiTokO Holdings, Inc. Job Truss Truss7y—pe City Ply — busirman BUSHMAN 1-12A CAL HIP 2 Plates Increase Fit FJob TC 0.82 Vert(I-L) -0.14 17-18 >999 360 Reference (optional) b.ZUU 8 JUI 13 2005 MiTek Industries, Inc. Fd Dec 09 09:26:56 2005 Page 1 i -2-M 7-74 9-11.11 01-11-11, 14-3-10 21 -M 27-M 32-0-5 i344-12 i 42-M 44 2-0-0 7-74 2-4-7 2-0-0 2-3-15 6-8-61 6-8-6 4-3-15 2-4-7 7-7-4 2-0-0 Scale = 1:77.1 1.5X4 11 A5.4 11 If 1.5X4 11 , — I I 1%0 it; 17 16 1.5X4 11 5XIO 1.5x4 11 5X8 1.SX4 11 3x4 // 6-0-0 7-7-4, 14-3-10 21-0-0 27-" 34-4-12 42-0-0 6-0-0 1-7-4 6-8-6 6-8-6 6-8-6 6-8-6 7-7-4 5il LOADING (pso SPACING 2-0-0 CS1 DEFL in (loc) I/clefl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.82 Vert(I-L) -0.14 17-18 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.35 17-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.05 14 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 207 lb LUMBER BRACING TOPCHORD 2X4DFNo.l&BtrG TOPCHORD Sheathed or 3-11-4 oc pudins, except BOTCHORD 2X4DFNo.I&BtrG 2-M oc purfins (3-7-0 max.): 3-13. WEBS 2 X 4 DF Slid G BOTCHORD Rigid ceiling directly applied or 4-10-10 oc bracing. OTHERS 2 X 4 DF Std G WEBS 1 Row at midpt 8-19 JOINTS I Brace at Jqs): 5, 10 REACTIONS. (Ib/sLze) .2=-600/0-5-8, 21 =2634/0-5-8, 14=1 280/0-5-8 Max Horz 2=51 (load case 4) 1 1 Max Uplift2=-734(load case 7), 21 =-1 (load case 5), 14=-23(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=0/46, 2-3=-80/2076, 3-4=-78/31, 4-6=-53/0, 3-5=-1 114/49, 5-22=-1127/56, 7-22=-1 127/56, 7-8=-1 127/56,8-9=-2484158, 9 -23= -2484/58,10 -23= -2484/58,10 -13=-2469/51,11-12=-53/0,12-i3=-78/34,13-14=-2116/0,14-15=0/46 BOTCHORD 2 -21= -1751/124,20 -21= -840/117,19 -20= -840/117,18-19=0/2218,17-18=0/2218,16-17=0/1812,14-16=0/1814 WEBS 3 -20=0/105,3 -19=0/2239.7 -19=-380/96,8-19=-1275/0,8-18=0/268,8-17=-50/316,9-17=-413/97, 113-17=-15/870, 13-16=0/301, 4-5=-187/124,10-12=-194/126,3-21=-2636/63 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the YAnd loads generated by 80 mph vAnds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane ocearillne, on an occupancy category 1, conclition I enclosed building, of dimensions 45 It by 42 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to Wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 31 Provide ad —A ; — e4u. ra nage prevent walter poncling. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) pudins at oc spacing Indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard 0i December 9,2005 V-ffla desta. P ---t— -W MUD N079S ON 7WO AMINCIAXPED 11ITMR&PERENCEPAGS AM7473 BEFURB USZ. Trf7 Greenback Lane Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of build"ng designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stabilit, cluring construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building deEigner. For general guidance regarding fabricait or ,, =6,ty control, storage, delivery, erection and bracing, consult ANSI/TPII Quallify Cifteft, DSB-89 and BCSIII Bulldlng Component Safety I available from Truss Plate Institute, 563 D'Onofrio Drive, h4odison, WI 53719. mWir Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1 . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 14' TOP CHORDS other. + C2 C3 J5 3. Place plates on each face of truss at each _f joint and embed fully. Avoid knots and wane ZC3 a 0 5 0C at joint locations. 0 U M: U 4. Unless otherwise noted, locate chord splices CL at I/Apanel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate C c6 0 C8 C7 C6 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1/9'from outside edge J I J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the Width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a -professional which bearings (supports) occur. Itil engineer. l7\1%Q 77K37'Q 15. Care should be exercised in handling, EE erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 @ 1993 Mrrok@ Holdings, Inc. Job Truss Truss Type City Ply bushman BUSHMAN H3 CALHIP 2 1.25 I 0.0 Rep Stress Incr YES BCDL 10.0 Job Reference (optional) o.zw a jup ii zwo mi i ex inaustres, mc. 1`11 MC0569:26:57 2005 Page I -2-" 5-11-5 11-74 03-11-11i 16-10-10 i 21-9-4 26-744 ?8-().Q. 30-4-12 36-0-11 42-" 2-0-0 5-11-5 5-7-15 2-4-7 2.10-15 4-10-10 4-10-10 1-4-7 2-4-7 5-7-15 501-5 1.5X4 11 1�5X4 11 7 1.5x4 11 1.5X4 11 Scale = 1:82.2 — 23 — 22 1.5x4 11 3x8 14-11-4 1.5f4 11 4 OOFI-2 18 17 1.3X 11 OX12 = I 5XB 1.5X4 11 1.5X4 11 5-11-5 11-7-4 1W ir'10-10 21-9-4 26-7-14 30-4-12 11S4 36.0-11 42-0-0 5-11-5 5-7-15 0-4-12 4-10-10 4-10-10 4-10-10 3-8-14 1-1-12 4-6-3 5-11-5 LOADING(psfl SPACING 2-M TCLL 16.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 DF No.l&Btr G BOTCHORD 2X4DFNo.l&BtrG WEBS 2 X 4 OF Std G *Except* 8-20 2 X 4 OF No.l&Btr, 10-20 2 X 4 DF No.l&Btr OTHERS 2 X 4 OF Stcl G REACTIONS �ib/sie) 16=1544/Mechanical,2'=1666/0-5-8 Max Horz2=92(load case 4) Max Uplift2=-25(load case 5) CS1 DEFIL in (loc) I/defl Ud PLATES GRIP TC 0.90 Vert(LL) -0.41 20 >999 360 MT20 220/195 BC 0.64 Vert(TL) -0.96 20-21 >523 180 WB 0.87 Horz(TL) 0.40 16 n/a n/a (Matrix) Weight: 224 lb BRACING TOPCHORD Sheathed or 3-7-12 oc; pudins, except 2-0-0 oc purlins (2-1-15 max.): 4-14. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. JOINTS 1 Brace at Jqs): 6. 13 FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORO 1-2=0/46, 2-3=-2952/0,34=-2561/33, 4-5=-81/47, 5-7=-53/0, 4-6=-3865/100,6-26=-3879/106, 8-26=-3879/106, 8 -9= -6552124,9 -27= -6552/24,10 -27= -6552/24,10 -13=-3761/113,13-14=-3754/109.11-12=-53/0,12-14=-83/53, 14-15=-2659/30, 15-16=-305 1 /0 BOTCHORD 2-23=0/2547, 22-23=0/2546, 21-22=0/2354, 20-21=0/4095, 19-20=0/3970, 18-19=0/2572,17-18=0/2660,16-17=0/2660 WEBS 3-23=0/246,3-22=-345/0,15-18=-410/15,15-17=0/221, 5-6=-224/129,12-13=-236/133, 4-22=-471/51,14-18=-504/29, 9-20=-176/24.8-21=-1784/58, 4 -21= -0/2135,8-20=0/2994,10-19=-1856/69,10-20=0/3126,14-19=-9/2036 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft b 42 ff with — 0 ACtIC 1 .1 Y "-sure - per —11-5195, If end verticals or cantilevers exist they are exposed to wind. porches exist they are not exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to gircler(s) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard December 9,2005 WARIONG - VerM deeignparametere and READ X07W ON T= AND nVCWDZD XFTWASPERENCE PAGS MM7473 BEWORS VS& TM Greenback Lane Design valid for use only Wth MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design pararnenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA. 9561 019. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding r fabrication, quality control, storage, delivery, erection and bracing, consull ANSI/TP111 Quatity Cifferla, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison, Wl 53719. M ffeir Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury l4_1 3/; *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 .2. Cut members to bear tightly against each TOP CHORDS other. C2 C3 J5 3. Place plates on each face of truss at each C" joint and embed fully. Avoid knots and wane 0 at joint locations. :r 0 \\ U U 4. Unless otherwise noted, locate chord splices CL O_ R at 1/4 panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate . ce C7 C6 0 BOTTOM CHORDS unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1/9'from outside edge J I J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to comber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a -professional which bearings (supports) occur. engineer. k V\/Nd vwQ 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 @ 1993 M1Tok@ Holdings, Inc. Job Truss Truss Type ty Ply bushman BUSHMAN 1 H3A CALHIP 1 IQ 2 I R19344587 —1— 1. .1— Ud — TCLL 16.0 Plates Increase 1.25 Wob Reference (opflonal) o.zw a jui i j zwo mi I ex inaustries, Inc. Fri Dec 09 09:26:57 2005 Page I 16-10-10 5-11-5 11-7-4 03-11-11 ?5.11.11 1 1 21-9-4 26-7-14 ?8.0-1 3D-4-12 36-0-11 T2 44-" 2-G-0 5-11-5 5-7-15 2-4-7 2-0-0 4-10-10 4-10-10 1-4-7 24-7 5-7-15 5 2-OVe = 1:78.4 0-10-15 1.5X4 11 X X 5X8 B 5 4X6 25 8 5X5 6.00 FIT 3 1.5X4 11 1.5x4 11 4_� 12 5 15 9 2610 14 FM jL��� 21 6X10 20 16 4x5 -- 4x5 ZZ7 4X6 24 23 4.00 FIT 18 46 11.5X4 11 5X8 1:98 1.5X4 5-11-5 11-7-4 1�� 16-10-110 21-94 26-7.14 1 30-4-12 11-21 36.0-11 42-M 5-11-5 5-7-15 0-�-'12 4-10-10 4-10-10 4-10-10 3-8-14 i-l-li 4-6-3 5-11-5 17131 Plate Offsets (X.Y): [2:0 -0 -12.0 -0 -21,[3:0 -2 -8.0 -3 -01.[15:0 -2-8.0-3-01.[16:0-0-12,0-0-21,[19:0-5-0.0-2-81.[23:0-5-4,0-2-81 TOPCHORD 2X4DFNo.l&BtrG TOPCHORD LoADING(pso SPACING 2-" CS1 WEBS 2 X 4 OF Std G *Except* DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.88 Vert(LL) -0.40 21 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.9421-22 >533 180 BCLL 0.0 Rep Stress I ncr YES. WB 0.86 Horz(TL) 0.39 16 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight 222 lb LUMBER BRACING TOPCHORD 2X4DFNo.l&BtrG TOPCHORD Sheathed or 24-15 oc purlins, except BOTCHORD 2X4DFNo.l&BtrG 2-M oc purlins (2-2-4 max.): 4-14. WEBS 2 X 4 OF Std G *Except* BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. B-21 2 X 4 DF No.l&Btr% 10-21 2 X 4 OF No.l&Btr JOINTS 1 Brace at Jgs): 6, 13 OTHERS 2 X 4 DF Std G REACTIONS (lb/size) 2=165710-5-8,16=1667/0-5-8 Max Horz2=65(load case 4) Max Uplift2=-23(load case 5). 16=-23(load case 5) FORCES [lb) - Maximum Compression/Maximum Tension . I TOPCHORD 1-2=0/46,2-3=-2931/0,3-4=-2539/29,4-5=-81/47, 5 -7=-53/0,4-6=-3825180,6-25=-3839/86,8-25=-3839/86.8-9=-6467/0, 9 -26= -6467/0,10 -26= -6467/0,10 -13= -3698/89,13 -14=-3691/84,11-12=-53/0,12-14=-82/52,14-15=-2595/19, 15-16=-2932/0,16-17=0/46 , BOTCHORD 2-24=0/2528, 23-24=012527, 22-23=0/2334, 21-22=0/4053, 20-21=0/3964, 19-20=0/2518, 18-19=0/2529, 16-18=0/2532 WEBS 3 -24=0/246,3 -23= -345/0,15 -19= -325/0,15 -18=0/209,5 -6=-224/129,12-13=-235/133,4-23=-465/42,14-19=-525/21, 9-21 =-1 77/25, 8-22=-1 761/38, 4-22=0/2108, 8-21 =012944, 110-20=1 842150, 10-21 =0/3101, 14-20=0/2018 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft b 42 ft with — -- 0 ACPC 7 Q1 y I,_ — - per M-1,151vo 11 end verucals or cantilevers exist, they are exposed to wind. porches exist they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing Indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard December 9,2005 'A WARJUM - Ver(ifir de-Ign parameta,,,,i, and READ NOM ON TRW "M DICLUDED M7=K REFER&WE PAGE AUI-7473 BEFORE USE. TM Greenback Lane Design valid for use only with MTek correctors. This design is based only upon parameters shovn, and is foran individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of buildiing clesigneir - not truss designer. Bracing shovvn Citrus Heights, CA, 9561 is for lateral support of individual vieb members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing Df the overall structure is the responsiNfity, of the building designer. For general guidance regarding r fabrication, quarity control. storage, delivery, erectioncnd brocing, consult ANSI/rIP111 Quality Crffeda, DSB-89 and BCS11 Bullcong Component Saftelly Inforrination available from Truss Plate Institute, 5a3 D'Onoftio Drive, Madison, Wl 53719. MRble Symbols Numbering System & General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 14' TOP CHORDS other. C2 C3 J 5 '5 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 _U at joint locations. X 0 U U 4. Unless otherwise noted, locate chord splices a- 0 CL at 1A panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate BOTTOM CHORDS C6 0 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates I /9'from outside edge JI J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Comber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to comber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9 432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at IS 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. I d 4 43 111113 engineer. @ MiTek 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 1993 M1Tek@ Holdings, Inc. -2-M 6-2-12 12-0-0 15-74 07-11-11111 21-9-4 24-0-5 26-4-12 31-6-8 36-9-4 42-0-0 2-0-0 6-2-12 5-9-4 3-7-4 2-4-7 3-9-9 2-3-1 2-4-7 5-1-12 5-2-12 1 5-2-12 Scale = 11:78.3 11.5X4 1.5X4 11 1.5X4 1.5X4 11 5XIB \\ 6 8 1.5X4 11 11 12 5x8 23 - 22 JX4 — 4.00 F1-2 18 17 3x8 1.5x4 11 SX8 5X8 — 1.5x4 11 6-2-12 12-" 15-74 21-94 264-12 31 -6-8 36-94 42-" 6-2-12 5-9-4 3-7-4 6-2-0 4-7-8 5-1-12 5-2-12 1 5-2-12 LOADING (psQ Truss truss Type ty ply me IJob BUSHMAN J H4 CAL HIP �Q 1 1 R19344588 7JobhRefnerence ..-- -- --.- 1. Vert(LL) -0.21 20 >999 360 (optional) -2-M 6-2-12 12-0-0 15-74 07-11-11111 21-9-4 24-0-5 26-4-12 31-6-8 36-9-4 42-0-0 2-0-0 6-2-12 5-9-4 3-7-4 2-4-7 3-9-9 2-3-1 2-4-7 5-1-12 5-2-12 1 5-2-12 Scale = 11:78.3 11.5X4 1.5X4 11 1.5X4 1.5X4 11 5XIB \\ 6 8 1.5X4 11 11 12 5x8 23 - 22 JX4 — 4.00 F1-2 18 17 3x8 1.5x4 11 SX8 5X8 — 1.5x4 11 6-2-12 12-" 15-74 21-94 264-12 31 -6-8 36-94 42-" 6-2-12 5-9-4 3-7-4 6-2-0 4-7-8 5-1-12 5-2-12 1 5-2-12 LOADING (psQ SPACING 2-0-0 CS1 DEFIL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TIC 0.64 Vert(LL) -0.21 20 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.49 20-21 >999 180 BCLL 0.0 - Rep Stress Incr YES WB 0.67 Horz(TL) 0.23 16 n/a n/a BCDL 10.0. Code UBC97/ANS195 (Matrix) Weight: 227 lb LUMBER BRACING TOP CHORD ' 2 X 4 DF No.1&Btr G TOPCHORD Sheathed or 3-8-14 oc pudins, except BOTCHORD 2X4DFNo.I&BtrG 2-" oc purlins (2-11712 max.): 5-13. WEBS 2 X 4 OF Stcl G BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 2 X 4 OF Stcl G JOINTS 1 Brace at Jt(s): 7, 10 REACTIONS (lb/size) 16=1504/Mechanical,2=1626/0-5-8 Max Horz2=99(load case 4) � FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1 -2=0/4612 -3= -2873/0,3 -4= -2437/0,4 -5= -2530/0,5 -6=-40/4,6-8=-2/0,5-7=-3563/0,7-9=-3571/0,9-10=-3571/0, 10 -13= -3568/0,11 -12=-2/0,12-13=-35/8,13-14=-2776/0,14-15=-2587/0,15-16=-2994/0 BOTCHORD 2-23=0/2481, 22-23=0/2478, 21-22=0/2233, 20-21 =0/2383, 19-20=0/2579, 18-19=0/2386, 17-18=0/2611, 16-17=0/2614 WEBS 6 -7= -24/11,10 -12= -34/8,4 -22= -412/0,5 -21= -181/24,13 -19=-133/41.14-18=459/2,9-20=-485/40,3-23=0/253.3-22=423/0 4 -21=0/294,5 -20=0/1656,13-20=0/1613,14-19=0/284,15-17=0/213,15-18=400/13 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 42 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 41 This truss has been de -i ned fir a in 0 f k — - — to . ps 0 mc 0 veloaunonconcu ntwith any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard December 9,2005 A — - 7-0 d.10. jl.—nailere and RB" NOTES ON I AND ZNCLODED AUTEK PZFZRZfWX PAGE ALIX-74 73 BE"RE US& TM Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibiffty of building designer - not truss designer. Bracing shown Onus Heights. CA. 9561 .19 is for lateral support of individual web members only. Additional temporary bracing to insure stability dudng construction is the responsibiffity of the erector! Additional permanent bracing of the overall structure is the responsibifity of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TP111 Quallity Criteria, DSB-89 and BCSI1 Building Component Safety Informallon available from Truss Plate Institute, 583 D'Onotrio Drive, Viodison. Wl 53719. k*_ Symbols Numbering System & General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 14-13/; Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply I . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. V C2 C3 15 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 0 M at joint locations. 0 U U 4. Unless otherwise noted, locate chord splices CL CL at 1/4 panel length (± 6'from adjacent joint.) For 4 x 2 orientation, locate I ce C7 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /9'from outside edge 11 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Comber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to comber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purfins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stocks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a -professional which bearings (supports) occur. I d 4 49 11113 engineer. MiTek 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIZ-7473 1993 M[Tek@ Holdings, Inc. Job I russ Truss Type 21-9-4 264-12 1 ply- bushman BOTCHORD 2X4DFNo.l&BtrG 6-2-12 5-9-4 3-74 6-2-0 4-7-8 R19344589 BUSHMAN H4A CAL HIP [19:0-5-4.0-2-81, [23:0-5-4.0-2-81 LOADING (psQ SPACING 2-M CS1 Job Reference (optional) tomes, Oroville, CA 6.200 a Jul 13 2005 MiTek Industries, Inc. Fit 5a C09 006:58 2005 Page I -2-0-0 6-2-12 12-" 15-74 i'17 -11-111I 21-94 i 24-0-5 26-4-12 311-6-8 36-9-4 42-" i44 2-0-0 6-2-12 5-9-4 3-74 2-4-7 3-9-9 2-3-1 2-4-7 5-1-12 5-2-12 5-2-12 2-0-0 Scale = 1:78.4 .5x4 11 Z4 23 - 4.00 F1 —2 19 is 1.5X4 5XIB = 5XIS — 11.50 11 LUMBER -' . 6-2-12 12-0-0 15-7-4 21-9-4 264-12 1 31 -6-8 36-9-4 42-" BOTCHORD 2X4DFNo.l&BtrG 6-2-12 5-9-4 3-74 6-2-0 4-7-8 5-1-12 5-2-12 5-2-12 Plate Offsets (X,Y): [2:0-M,0-0-101, f3:0-2-8.0-3-01, [15:0-2-8.0-3-01, [16:0-8-8.0-0-101, [19:0-5-4.0-2-81, [23:0-5-4.0-2-81 LOADING (psQ SPACING 2-M CS1 DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 - Plates Increase 1.25 TC 0.80 Vert(LL) -0.21 21 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.5021-22 >992 180 BCLL 10.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.23 16 n/a n/a BCDL i 0.0 Code UBC97/ANS195 (Matrix) Weight: 236 lb LUMBER -' . BRACING TOPCHORD 2X4DFNo.l&BtrG TOPCHORD Sheathed or 3-7-2 oc puffins, except BOTCHORD 2X4DFNo.l&BtrG 2-M oc purlins (2-7-11 max.): 5-13. WEBS 2 X 4 OF Std G -BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 2 X 4 OF Std G JOINTS 1 Brace at Jt(s): 7, 10 REACTIONS (lb/size) 2=1653/0-5-8,16=1653/0-5-8 Max Horz2=-80(load case 3) Max Uplift2=-23(load case 5), 16=-23(load case 5) FORCES (lb) 2 Maximum Compression/Maximum Tension P TOPCHORD 1-2=0/46, 2-3=-2930/0, 3-4=-2494126, 4-5=-2600/47, 5-6=-81/46, 6-8=-53/0, 5-7=-3674/101, 7-25=-3689/107, 9 -25= -3689/107,9 -10= -3689/107,10 -13= -3680/103,11 -12=-53/0.12-13=-83/53,13-14=-2834/32,14-15=-2602/10, 15-16=-2939/0,16-17=0/46 BOTCHORD 2-24=0/2531, 23-24=0/2528, 22-23=0/2285, 21-22=0/2456, 20-21=0/2636, 19-20=0/2400, 18-19=0/2538, 16-18=0/2541 WEBS 6-7=-220/129,10-12=-2371133, 4 -23= -428/12,5 -22= -168/42,13-20=-138/52,14-19=-503/28,9-21=-546/156,3-24=0/252, 3-23=-426/0, 4-22=0/281, 5-21=0/1717.13-21=-4/1703,14-20=0/290,15-18=0/200,15-19=-309/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 42 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If —K i k A — I � F wex, eyareno expose - n . a IumuerUVL increase is -1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard December 9,2005 A WARIUM - Vdro d—farnpararnet— and READ NOM ON TKIS AM 94CWDED 297ZKRBPRRBNCB PAGB MM7473 BEYORS VSJL TM Greenback Lane Design valid for use only with Welt connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss desi ner. Bracing shown Citrus Heights. CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability dudng construction is the rgesponsibillity, of the erector. Additional permanent bracing of the overall structurei is the responsibility of the building designer. Fox general guidance regarding 19r fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/rPI1 Qualfly Crifedo, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive. Madison, WI 53719. MRbk* Symbols Numbering System & General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. C2 C3 15 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane oe 0 at joint locations. = 0 U U 4. Unless otherwise noted, locate chord splices CL 0 0- at 1/4panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate I CS C7 C6 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /9'from outside edge A J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Comber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a -professional which bearings (supports) occur. engineer. Mffek 1777777WD 15. Care should be exercised in handling, erection and installation of trusses. MiTelk Engineering Reference Sheet: MIX -7473 @ 1993 M[Tek@ Holdings, Inc. Job Truss Tru!S Type Qty Ply bushman I/defl Ud I TCLL 16.0 Plates Increase R19344590 BUSHMAN H5 CAL HIP >999 360 MT20 220/195 ---I,.- — - —1 - 1.25 BC 0.46 Vert(TL) Job Reference (optional) -2-0-0 6-2-12 12-0-0 15-7-4 117-11-11 i 21.9-4 1 24-0-5 i 2&4-12 31-6-8 36-9-4 42-0-0 2-0-0 6-2-12 5-9-4 3-7-4 2-4-7 3-9-9 2-3�1 2-4-7 5-1-12 5-2-12 5-2-12 Scale = 1:77.3 1.5x4 11 11.5X4 11 1 5.4 11 1 A�A 11 23 22 4.00 F1 —2 18 — 17 3X8 I.SX4 11 5X8 = . 5X8 — 11.50 11 W-12 12-M 15-74 21-94 26-4-12 31 36-9.4 42-0-0 6-2-12 5-9-4 3-74 6-2-0 4-7-8 5-1-12 5-2-12 1 5-2-12 LOADING(�so SPACING 2-0-0 CS1 DEFIL in (Ioc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.81 Vert(I-L) -0.21 20 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.51 20-21 >973 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.24 16 n1a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight 233 Ib CUMBER BRACING TOPCHORD 2X4DFNo.l&BtrG TOPCHORD BOTCHORD 2X4DFNo.I&BtrG WEBS 2X4DFStdG BOTCHORD OTHERS 2X4DFStdG JOINTS REACTIONS (16/size) _ 16=1 539/Mechanical, 2=1662/0-5-8 Max Horz2=106(load case 4) Max Uplift2=-25(load case 5) Sheathed or 3-6-14 oc pudins, except 2-" oc purlins (2-7-6 max.): 5-13. Rigid ceiling directly applied or 10-" oc bracing. 1 Brace at JI(s): 7, 10 FORCES (lb) - Maximum Compression/Maximurn Tension TOPCHORD 1-2=0/46, 2-3=-2950/0, 34=-2515/30, 4-5=-2624/58, 5-6=-81/46. 6-8=-53/0, 5-7=-3718/133, 7-24=-3733/140, 9-24=-3733/140, 9 -10= -3733/140,10 -13= -3724/135,11 -12=-53/0,12-13=-83/53,13-14=-2878/50,14-15=-2664/21, 15-16=-3071/0 BOTCHORD 2-23=0/2549, 22-23=0/2546, 21-22=0/2304, 20-21=0/2479. 19-20=0/2678.18-19=0/2457, 17-18=0/2678,16-17=0/2681 WEBS 6-7=-220/129, 10-12=-236/133, 4-22=-434/25, 5-21 =-11 73/54, 13-19=-1 29/59, 14-18=-482/35, 9-20=-548/157, 3-23=0/252, 3-22=-426/0, 4-21=0/287,5-20=-12/1746,13-20=-26/1710, 14-19=-6/280,15-17=0/212,15-18=402/13 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 42 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porc as ex w, they are not exposed to wind. I he lumber DOL increase is 1.33, and the plate grip increase Is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) purlins at oc; spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard December 9,2005 Ali WARJCM - Verft devWnparamtet� and PJL4D MM ON THE WM 11CLUDED W=ZRZFM2t&NCB PAGE XZr-7473 BF70R3 VS& TM Greenback Lane Design volid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Brocing shown Crew Heights, CA, 95610 01 is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building clesigner. For general guidance regarding r fabrication, quality control, storage, delivery, erection and bracing, consult AKSVrPI1 Quality Criteria, DSB-69 and BCS11 BundIng Component Safety Information available from Truss Plate Institute, 583 D'Onotdo Drive, Madison, WI 53719. MRbir Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply I . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 1. 1 TOP CHORDS other. is C2 C3 J5 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane W 0 at joint locations. 0 U 0 U 4. Unless otherwise noted, locate chord splices 0- 0 0- at 114 panel length (± 6" from adjacent joint.) *For 4 x 2 orientation, locate C8 C7 C6_ 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates I /9'from outside edge i I J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Comber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the \Width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stocks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a -professional which bearings (supports) occur. engineer. M!Tel(' 15. Care should be exercised in handling, IRS erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 @ 1993 M[Tek@ Holdings, Inc. Job - JSS TUSS Type QtY Ply bus bus man BUSHMAN THS CAL HIP I 4 I 1 R19�"]' � End- n— nmvfil� (7� Lumber Increase 1.25 BC 0.24 Vert(TQ -0.13 15-16 >999 180 Job Reference (optional) 3 jui ii zwo mo i ex inaustnes. Inc. FA Dec 09 09:26:59 2005 Page 1 i -2-" i 5-74 7-11-11 1 9-11-11 illl-" 1 12-0-51 14-0-5 i 164-12 1 22-" 24:9�-Q 2-0-0 5-74 2-4-7 2-0-0 1-0-5 1-0-5 2-0-0 2-4-7 5.74 2-0-0 Scale = 1:43.6 V 1.5x4 11 SX8 = 1.5x4 11 5-74 It-" 164-12 22-0-0 5-74 5-4-12 5-4-12 5-74 3 Plate Offsets (X.Y): [15:0-4-0.0-3-01 BRACING LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.06 15 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.24 Vert(TQ -0.13 15-16 >999 180 BCLL 0.0 Rep Stress fncr YES WB 0.24 Horz(TL) 0.03 12 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 109 lb LUMBER BRACING TOPCHORD 2X4DFNo.l&BtrG '2 TOPCHORD Sheathed or 5-3-6 oc pudins, except BOT CHORD X 4 DF No.I&Btr G 2-M oc pudins (4-6-13 max.): 3-11. WEBS 2 X 4 DF Std G BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS - 2X4DFStdG JOINTS 1 Brace at Jqs): 5, 8 REACTIONS (lb/size) 2=937/0-5-8,12=937/0-5-8 Max Horz2=37(load case 4) Max Uplift2=-62(load case 5), 12=-62(load case'5) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1 -2=0/46.2 -3= -1444/38,34= -83/50,4 -6= -53/0,3 -5=-1713/199,5-17=-1725/205,7-17=-l725/205,7-18=-1725/205, 1 8-18=-1725/205,8-11=-1713/199. 9-10=-53/0, 10-11=-83/50,11-12=-1444/38,12-13=0/46 BOTCHORD 2-16=0/1228,15-16=0/1226,14-15=0/1226,12-14=0/1228 WEBS 3 -16=0/226,3 -15= -115/597,7 -15=433/162,11 -15=-115/597,11-14=0/226,4-5=-230/134,8-10=-230/134 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure 8 ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 41 This ss has been desi-ned for a 10 0 -f koff— k � 11 1 . F c 0 ve oa nonconcurrent vnui any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) pudins at oc; spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard December 9,2005 A WARAMY0 - Verft design pararneters and READ NOM ON rRia AND 11VICLODED AU7'EK PJL-ERZ)WB PAGE MM7473 BEFORB Usp. rM Greenback Lane Design volid for use only with MTek connectm This design 6 based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters, and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights , CA. 9561 is for lateral support of individual web members only. Additional temporary bracing to insure stabifity during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding r fabrication, clualitycontrot storage. deWery. erectionond bracing, consull ANSIAP11 Quality Crifeft, DSB-89 and BCS111 BuRdIng Component Solely lntomxftn available from Truss Plate Institute, 5a3 D'Onoftio Drive, Madison, W1 53719. MRbk* Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply I . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. C2 C3 J5 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 at joint locations. = 0 U u 4. Unless otherwise noted, locate chord splices 0- 0 CL at.1/4 panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate I C8 ___C7 C6 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates I /9'from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use With fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed. or purlins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTeke 15. Care should be exercised in handling, erection and installation of trusses. NiTek Engineering Reference Sheet: MIX -7473 @ 1993 M[Tek@ Holdings, Inc. 6.200 a Jul 13 2005 MiTek industries, Inc. Fri Dec 09 09:27:00 2005 Page I '2-" 5-74 7-11-11 10-10-7 16-1-9 19-0-5 214-12 27-" 29-" 2-0-0 5-7-4 24-7 2-10-12 5-3-3 2-10-12 2-4-7 5-7-4 2-0-0 Scale = 1:51.9 1.5X4 11 1.5x4 11 4x8 \\ 1.5X4 10 2X4 11 3x8 = 8xg = 3X4 = 4 5-74 Truss Truss Type ty 214-12 27-M bushman �Job BUSHMAN J.— HG1 CAL HIP I �Q I �Ply R19�;5� ---- 1. — 2 Job Reference (optional) 6.200 a Jul 13 2005 MiTek industries, Inc. Fri Dec 09 09:27:00 2005 Page I '2-" 5-74 7-11-11 10-10-7 16-1-9 19-0-5 214-12 27-" 29-" 2-0-0 5-7-4 24-7 2-10-12 5-3-3 2-10-12 2-4-7 5-7-4 2-0-0 Scale = 1:51.9 1.5X4 11 1.5x4 11 4x8 \\ 1.5X4 10 2X4 11 3x8 = 8xg = 3X4 = 4 5-74 10-110-7 16-1-9 214-12 27-M 5-74 5-3-3 5-3-3 5-3-3 5-7-4 Plate Offsets (X,Y): [16:0-4-8,0-4-81 LOADING(psQ SPACING 2-" CS1 DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.10 16-17 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.24 16-17 >999 180 BCLL 0.0 Rep Stress Incr NO WEI 0.51 Horz(TL) 0.05 13 n/a n/a BCDL 10.0, Code UBC97/ANS195 (Matrix) Weight 296 lb LUMBER , BRACING TOPCHORD 2X4DFNo.I&BtrG TOPCHORD Sheathed or 6-M oc purlins, except BOTCHORD 2 X 6 OF No. 1 &Btr G 2-" oc pudins (5-5-4 max.): 3-12. WEBS 2 X 4 OF Std G BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 2 X 4 OF Slid G JOINTS 1 Brace at Jqs): 5, 9 REAC�IONS (lb/size) 2=2034/0-5-8,13=2034/0-5-8 Max Horz2=36(load case 4) Max Uplift�=-169(load case 5),13=-169(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=0/49, 2-3=-3804/270, 3-4=-37/6, 4-6=-210, 3-5=-5528/531, 5-19=-5540/534, 7-19=-5540/534, 7-20=-5540/534, 20-21=-5540/534, 21-22=-5540/534, 8-22=-5540/534, 8-23=-3410/278, 9-23=-3410/278, 9-12=-3410/278, 10-1 1=-3/0, 11-12=-38/11,12-13=-3764/263,13-14=0/49 BOTCHORD 2-24=-181/3364, 24-25=-181/3364, 18-25=-181/3364, 18-26=-182/3358, 26-27=-182/3358, 27-28=-182/3358, 17-28=-182/3358,17-29=-424/5546, 29-30=-424/5546, 30-31=-424/5546,16-31=-424/5546,16-32=-42415546, 32-33=424/5546, 33-34=-424/5546, 15-34=-424/5546, 15-35=-1 59/3304, 35-36=-1 59/3304, 13-36=-1 59/3304 WEBS 3-18=0/561, 3-17=-30112525. 7-17=-948/201, 8-17=-76/64, 8-16=0/555, 8-15=-2442/306, 12-1 5=-55/1388, 4-5=-1 49/54, 9-11 =-41112 NOTES 1) 2 -ply truss to be connected together with 0. 1 31"x3" Nails as follows - Top chords connected as follows: 2 X 4 - I row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows 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 p connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 1 4) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condibon I enclosed building, of dimensions 45 ft by 27 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind porches exist they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Design assumes 4x2 (flat orientation) pudins at oc spacing Indicated, fastened to truss TC w/ 2-1 Od nails. Continued on page 2 December 9,2005 WARMM - Vwft d*Wgn pa-tery ad READ NMW ON TRW A)W ZNCLUDED MTrZK RAVERBSCE PAGE AM7473 BBMJtB UlsIs. TM Greenback Lane Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 1D9 Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights. CA, 9561 is fm lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 00 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding r fabrication, quality control, storage. delivery, erection and bracing, consult ANSIAPIII Quality CAleft, DSB-89 and BCS11 BuldIng Component Smv* Information available from Truss Plate Institute, 5113 D'Onotrio Drive, Wadison, WI 53719. Mffbk* Symbols Numbering System & General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 14-1 3/�' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. C2 C3 15 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 at joint locations. X 0 U m: U 4. Unless otherwise noted, locate chord splices CL 0 at 14 panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate I C8 V C6 0 BOTTOM CHORDS — Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates I /9'from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stocks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a -professional which bearings (supports) occur. engineer. MiTek(" y\/NJ vwq 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 @ 1993 M[Tok@ Holdings, Inc. Job Truss Truss Type Qty — bushman ' R19344592 FJob BUSHMAN HG1 CAL HIP jPly Reference (optional) u.zwujuj rnuecuuud:zf:vuzuuo eagez NOTES 9) Hanger(s) or other connection device(s) shall be provided sufficient to support con centrated load(s) 12 lb up at 7-11-11, 131 lb down and 34 lb up at 7-11-11 , 184 lb down and 48 lb up at 10-0-12, 168 lb down and 45 lb up at 12-0-12, 229 lb down and 60 lb up at 13-", 168 lb down and 45 lb up at 14-11-4, 184 lb down and 48 lb up at 16-11-4, and 131 lb down and 34 lb up at 19-0-5, and 12 lb up at 19-0-5 on top chord, and 114 lb down at 2-0-12, 114 lb down at 4-0-12, 114 lb down at 6-0-12, 114 lb down at 8-0-12, 114 lb down at 10-0-12, 114 lb down at 12-0-12,114 lb down at 13-", 114 lb down at 14-11-4, 114 lb down at 16-11-4, 114 lb down at 18-11-4,114 lb down at 20-11-4, and 114 lb down at 22-11-4, and 114 lb down at 24-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=11.25, Plate Increase=11.25 Uniform Loads (plf) Vert 1-3=-52, 3-4=-52,4-6=-20. 5-9=-52, 10-11=-20,11-12=-52,12-14=-52' 2-13=-20 Concentrated Loads (lb) Vert 4=-119(F=-131, E=12) 9=-119(F=-131, b=12) 19=-184(F) 20=-168(F) 21=M(F) 22=-168(F) 23=-184(F) 24=-57(F) 25=-57(F) 26=-57(F) 27=-57(F) 28=-57(F) 29=-57(F) 30=-57(F) 31=-57(F) 32=-57(F) 33=-57(F) 34=-57(F) 35=-57(F) 36=-57(F) 4 A — -Vol(& de-tgnpalanW— and RmD wolras om nm Arm vxzuDBD mirriwRapmums PAGE LW7473 DEWORB VS& 7M Greenback Lane Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is foron individual building component. Suite 109 Applicability ofdesign paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 9561 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding r fabrication, quality control, storage. delivery. ereclion and bracing, consult ANSVrPI1 Quality Criteria. DSB-89 and 8011 Building Component Safety information available from Truss Plate Institute, 5113 D'Onotric, Drive, Nladison, WI 53719. Mffbk* Symbols Numbering System & General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 14-1 3/�' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply I . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS at her. C2 C3 5 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0- 5 5 ZX1 at joint locations. = 0 U 7: U 4. Unless otherwise noted, locate chord splices a- CL 0 at 1/4 panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate I ce C7 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates I /9'from outside edge i I J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Comber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPR6VALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9'432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate with out prior approval of a professional which bearings (supports) occur. . engineer. MiTek V\/\j V\P79 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: M11-7473 @ 1993 M[Tek@ Holdings, Inc. Job Truss Truss Type bushman BUSHMAN HG2 MONO CAL HIP 1072 Ftl;��93 -Job Reference (optional) I --U � 'Wo 'age I -2-" 7-74 744111 12-5-15 17-4-11 2�-3-6 27-2-2 32-0-13 36-11.9 42-" 2-0-0 7-74 0-4-7 4-6-4 4-10-11 4-113-11 4-10-11 4-10-11 4 -IG -11 5-0-7 Scale 1:76.3 5X10 1.5x4 11 3x8 11.5X4 11 5x8 1.5x4 11 3x9 2x4 11 6.00 F12 324 25 426 27 28 5 29 30 31 6 32 33 347 35 36 8 . 37 9 10 23 21 22 2 _eQ . 9 .- '�'Z 4x5 38 20 19 18 39 40 1741 42 43 1644 45 46 1547 48 49 14 50 51 13 52 53 12 54 55 11 3x8,:r, 4x4 2X4 11 SX8 8x9 4x8 8x9 4x8 2x4 11 05 4x4 2x4 1! 4 6-0-0 J-741 12-5-15 17-4-111 22-3-6 27-2-2 32-0-13 36-11-9 42-" 6.0-0 1-7-4 4-10-11 4-10-111 4-10-11 4-10-11 4-10-il 4-10-11 5-0-7 Plate Offsets (X.Y): 12:0.0 -15,0 -1 -81,[3:0 -5 -7.0 -1 -101,f7:0 -".0-3-01.[14:0-4-8.0-4-81.[16:04-8,04-8I L OADING(psf) SPACING 2-" CS1 DEFIL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.19 15 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.42 14-15 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.50 Florz(TL) 0.08 11 n/a n/a BCDL 110.0� Code UBC97/ANS195 (Matrix) Weight 504 lb LUMBER BRACING TOPCHORD 2 X 4 DF No.1&Btr G TOPCHORD Sheathed or 10-0-0 oc purlins, except end verticals, and 2-" oc pudins BOTCHORD 2 X 6 DF No.I&Btr G (4-4-8 max.): 3-10. WEBS 2 X 4 DF Std G *Except* BOTCHORD Rigid ceiling directly applied or 10-M oc bracing, Except: 3-172X4DFNo.l&Btr,5-172X4DFNo.l&Btr,5-152X4DFNo.l&Btr 6-M oc bracing: 2-19. 7-15 2 X 4 OF No.l&Btr, 7-13 2 X 4 DF No.1&Btr, 9-13 2 X 4 DF No.1 &Btr JOINTS 1 Brace at Jt(s): 10 9-112 X 4 OF No.l&Btr SLIDER Left 2 X 4 OF Std -G 3-5-7 REACTIONS (lb/size) 11=2935/Mechanical,19=5073/0-5-8 Max Horzl9=164(load case 4) Max Upliftl 1 =-239(load case 4), 19=-722(load case 5) Max Gravll 1 =2958(load care 7), 19=5073(load case 1) FORCES (lb) - Maximum Compression/Wximum Tension TOPCHORD 1-2=0/48, 2-21 =-2721887, 21-22=-277/1064, 22-23=-303/1165, 3-23=-31511351, 3-24=-4911/504, 24-25=4921/506, 25-26=-4936/508, 4-26=4945/509, 4-27=4929/505, 27-28=-4929/505, 5-28=4929/505, 5-29=-8924/1 000, 29-30=-8924/1000, 30-31 =-8924/1000, 31-32=-8924/1000, 6-32=-8924/1000, 6-33=-8924/1000, 33-34=-8924/1 000, 7-34=-8924/1000, 7-35=-6668/697, 35-36=-6668/697, 8-36=-6668/697, 8-37=-6668/697, 9-37=-6668/697, 9-10=-51/36, 10-11=-122/19 BOTCHORD 2-38=-998/337, 20-38=-998/337, 19-20=-998/337, 18-19=-73/979. 18-39=-77/988, 39-40=-77/988, 40-41 =-77/988, 17-41=-77/988, 17-42=-86017710, 42 -43= -860[7710,1643= -860/7710,16 -JA= -860/7710, 44-45=-86Of7710, 45-46=-860[7710, 46-47=-86017710, 15-47=-860/7710, 15-48=-92218469, 4849=-922/8469, 14-49=-922/8469, 14-50=-922/8469, 50-51=-922/8469, 13-51=-922/8469, 13-52=-360/3727, 52-53=-360/3727,12-53=-360/3727, 12-54=-360/3727, 54-55=-360/3727, 11-55=-360/3727 WEBS 3-18=-320/131,3-17=-574/5053, 4-17=-830/163,5-17=-3508/438,5-16=0/5,.9,5-15=-l95/1552.6-15=-iOO1/242, 7-15=-1 08/667, 7-14=0/483, 7-13=-2245/275, B-13=-646/153, 9-13=-427/3667, 9-12=0/507, 9-11 =4581/413, 3-19=4625/649 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows 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 pl� 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. C6ntInued on page 2 December 9,2005 A WARAMM - V -(b dmWn pam�wt- and R&W NO2W ON 1W19 AND MCLVDIW MrrZK RZFEREMS PAQB AfM7473 BBFOJtB US& 7M Greenback Lane Design valid for use only Wth Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. suite 109 M AN= Is for lateral support of individual web members only. Additional temporary bracing to insure stability during cons - not truss designer. Bracing shown ttrus Heights, CA, 9561011�- M Applicability of design paramenters and proper incorporation of component is responsibility of building designer truction is the responsibillity of the C Liz-giiiA 19 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 ANSIM11 Quality Criteria. OSB -89 and BCSII BuRdIng Component Safely Information available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison, VVI 53719. Symbols Numbering System & General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply I . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. C2 C3 J5 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 U at joint locations. 3: 0 U 4. Unless otherwise noted, locate chord splices CL 0 at 1/4 panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate C8 V C6 0 BOTTOM CHORDS 5. U, dess otherwise noted, m"oisture content of lumber shall not exceed 19% at time of fabrication. plates I /9'from outside edge A J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Comber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions ' PLATE SIZE shown indicate minimum plating requirements. The first dimension is the \Width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a -professional which bearings (supports) occur. Itil 13 engineer. MiTek V\/\] 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 @ 1993 MITek@ Holdings, Inc. Job russ Truss Type Uty bushman BUSHM . AN "G2 MONOCALHIP IPIY 2 R19344593 '10 Reference (optional) —w —uj —uuamipm inuuawea, mc. rn uecwutP:zr:ui zwo page 2 NOTES 4) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 42 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1 .33 5) Provide adequate drainage to prevent water ponding.' 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-110d nails. 10) Hangeqs) or other connection device(s) shall be provided sufficient to support concentrated load(s) 261 lb down and 67 lb up at 2-0-12, 261 lb down and 67 lb up at 4-0-12, 261 Its down and 67 lb up at 6-0-12, 261 lb down and 60 lb up at 8-0-12, 261 lb down and 60 lb up at 10-0-12, 261 lb down and 60 lb up at 12-0-12, 262 lb down and 60 lb up at 14-0-12, 204 lb down and 35 lb up at 16-0-12, 263 lb down and 62 lb up at 18-0-12, 263 lb down and 62 lb up at 20-0-12, 263 lb down and 62 lb up at 21-M, 263 lb down and 62 lb up at 21 -1114, 263 lb down and 62 lb up at 23-11-4, 204 lb down and 35 lb up at 25-114, 262 lb down and 60 lb up at 27-114, 200 lb down and 45 lb up at 29-114, 216 lb down and 48 lb up at 31-114, and 163 lb down and 34 lb up at 33-114, and 31 lb down and 9 lb up at 34-0-0 on top chord, and 114 lb down at 2-0-12, 114 lb down at 4-0-12 , 114 lb down at 6-0-12,114 lb down at 8-0-12,114 lb down at 10-0-12,114 lb down at 12-0-12,114 lb down at 14-0-12.114 lb down at 16-0-12,114 lb down at 18-0-12, 114 lb down at 20-0-12,114 lb down at 21-", 114 lb down at 21-114,114 lb down at 23-114,114 lb down at 25-114,114 lb down at 27-114,114 lb down at 29-11-4, 114 lb down at 31-114,114 lb down at 33-114,114 lb down at 35-114, and 114 lb down at 37-1114, and 114 Its down at 39-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert 1-3=-52, 3-1 0=-52. 11 -1 9=-20 Concentrated Loads (lb) Vet 8=-184(F) 13=-57(F) 19=-57(F) 20=-57(F) 21=-229(F) 22=-229(F) 23=-229(F) 24=-229(F) 25=-229(F) 26=-229(F) 27=-230(F) 28=-1 72(F) 29=-231 (F) 30=-231(F) 31=-231(F) 32=-231(F) 33=-231 (F) 34=-172(F) 35=-230(F) 36=-168(F) 37=-130(F=-131, 13=1) 38=-57(F) 39=-57(F) 40=-57(F) 41=-57(F) 42=-57(F) 43=-57(F) 44=-57(F) .45=-57(F) 46=-57(F) 47=-57(F) 48=-57(F) 49=-57(F) 50=-57(F) 51=-57(F) 52=-57(F) 53=-57(F) 54=-57(F) 55=-57(F) A wMmm - 7 -IM d—ig-p--t— -a READ Nom ON Mw Aim mcwDim mirrairRammmwa PAGS AM 7473 MWOPB us& TM Greenback Lane Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Suite 1109 MAMM Appficabiffity of design parcimenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Cftnrs Heights, CA. 9561 is for lateral support of individual web members only. Additional temporary bracing to insure stability cluring construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building clesigner. For general guidon e regarding r fcbricotion, quality control, storage. clefivery, erection and bracing, consult ANSVIIPII Qualify Creedo, DSB-89 and BCSI1 Buliccfing Component $We — ty Infonnation available from Truss Plate Institute. 5113 D'Onoftlo Drive, Madison, WI 53719. MRbir Symbols Numbering System & General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property *Center Damage or Personal Injury plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply I . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 14, TOP CHORDS other. C2 C3 J5 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane C-3 05 1 at joint locations. m: 0 U U 4. Unless otherwise noted, locate chord splices 0. 0 CL at 'Apanel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate 1 C8 C7 C6 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates I /9'from outside edge JI J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Comber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with BEARING stacks of construction materials. Indicates location of joints at All! 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. 1111,13 engineer. MiTek V\/Ni vwq 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 @ 1993 M1Tek@ Holdings, Inc. t r Job Truss Truss Type QtY bushman BUSHMAN I HM CAL HIP I IPIY R19344594 rM.— W— n-1. rA Q— (loc) I/defl L/d 2 Job Reference (optional) -- .... — — — — —.1— Wa -2-M 4-1-7 7-74 7-1901 12-11-9 18-3-14 23-8-2 29-0-7 34-0-5 344112 37-10.9 42-0-0 44 2-0-0 4-1-7 3-5-13 0-4-7 4-11-14 5-4-5 5-4-5 5-4-5 4-11-14 0-4-7 3-5-13 1 4-1-7 2-0-0 Scale = 1:77.1 5XII0 6.00 r -12- 1.5x4 11 - 3x8 = 5x5 = 3x8 = 5X6 -� .. .. �Q a, it ja itf 1b 4U 41 4Z 15 43 44 14 45 46 1317 48 112 49 2X4 11 5X8 8x9 4x8 8xg 4x8 20 If 2X4 // d 4-1-7 1 6-0-0 .7-74, 12-11-9 18-3-14 23-8-2 29-0-7 344-12 37-10-9 1 42-" 1 4-1-7 1-10-9 1-74 5-4-5 5-4-5 5-4-5 5-4-5 5-4-5 3.5-13 4.1.7 Plate Offsets MY): [3:0-5-7.0-1-101, [6:0-2-8.0-3-01, [14:0-4-8.0-4-81, [16:0-4-8.0-4-81 LOADING(psQ SPACING 2-" CS1 DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.20 15 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.43 15 >993 180 BCLL 10.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 476 lb LUMBER TOPCHORD 2X4DFNo.l&BtrG BOTCHORD 2X6 DFNo.l&BtrG *Except* 2-16 2 X 6 DF SS G V�EBS 2 X 4 DF Sid G *Except* 3-17 2 X 4 DF No.l&Btr, 5-17 2 X 4 OF No.l&Btr, 5-15 2 X 4 OF No.1&Btr 7-15 2 X 4 OF No. 1 &Btr, 7-13 2 X 4 OF No. 1 &Btr REACTIONS (lb/size) 10=3063/0-5-8,19=4288/0-5-8 BRACING TOPCHORD Sheathed or 5-8-3 oc purlins, except 2-M oc purlins (4-1-5 max.): 3-8. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing, Except: 6-" oc bracing: 2-19. Max Horz 19=-35(load case 3) Max Llplif� 0=-294(load case 3), 1 9=-534(load case 5) Max Gravi 0=3091 (load case 7), 19=4288(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=0/48, 2-3=-218/812, 3-20=-5355/571, 20-21=-5363/672, 21-22=-5369/573, 4-22=-5379/573, 4-23=-53641570, 23-24=-5364/570, 5-24=-5364/570, 5-25=-8998/1007, 25-26=-8998/1007, 26-27=-8998/1007, 6-27=-8998/1007, 6-28=-899811007, 28-29=-8998/1007. 7-29=-8998/1007, 7-30=-5360/541, 30-31=-5359/541, 31-32=-5359/541, 8-32=-5359/541, 8-9=-5850/577, 9-1 0=-5920/487, 10-11 =0/49 BOTCHORD 2-33=-645/252, 33-34=-645/252, 19-34=-645/252, 18-19=0/1132, 18-35=0/1 134, 35-36=0/1 134, 36-37=0/1134. 17-37=011 134,17 -38= -812/8186,38 -39=-81218186,16-39=-81218186,16-40=-812/8186,4041=-812/8186, 41-42=-812/8186, 15-42=-81218186, 15-43=-743f7949. 43-44=-743/7949, 14-44=-74317949, 14-45=-743f7949, 4546=-743/7949, 46-47=-743f7949, 13-47=-743f7949, 13-48=-364/5203, 12-48=-364/5203, 12-49=-364/5203, 1049=-364/5203 WEBS 3-18=-143/98, 3-17=-595/5235, 4A7=-922/182, 5-17=-3469/437, 5-i6=0/608, 5-15=-1 12/1032, 6-15=-1004/233, 7-15=-1 87/1269, 7-14=0/506, 7-13=-3131/380. 8-13=-1 34/2072. 9-13=-1 51/115, 9-12=0/209, 3-19=-4000/491 NOTES 1) 2 -ply truss to be connected together with 0.131'x3" 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 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - I 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 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. , Continued on page 2 I Der -ember 9,2005 IVARAMYG - V -ft devig. paranwt— and R94D NOM ON TEW AND DICLUDED XrTZK REFF"NICS PAGR MU -7473 AUVAS UB& TM Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of clesign paromenters and proper incorporation of component is responsibility of building designer - not truss des . ner. Bracing shown Citrus Heights. CA. 9561 Is for lateral support of individual web members only. Additional temporary bracing to insure stability clufing construction is the'rgesponsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding r fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BCSII Building Compon*nt Softly lniomnotWn available from Truss Plate Institute, 5113 D'Onofrio Drive, Niadison. WI 53719. Mffek* Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply I . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. C2 C3 5 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 at joint locations. AcJ M 0 U M U 4. Unless otherwise noted, locate chord splices a- 0 a_ at 1A panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate I ce BOTTOM CHORDS C6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates I /9'from outside edge i I J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9'432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with BEARING stacks of construction materials. Indicates location of joints at mile 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. WOO15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 @ 1993 Mi'rok@ Holdings, Inc. Job Trus S Truss Type Q ty time R19 59.] 7JobRefnerence BUS HMAN HG3 CAL HIP �1 1ply 2 (optional) 7 wl- .. � v- o.zw a jui ij zwo mi i ex inousmes, inc, P -n uec uu UtP:zr:Lrj ZoUti page 2 NOTES 4) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 42 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals 5) or cantilevers exist they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1 .33 Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 110.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Design assumes 4x2 (flat orientation) pudins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 31 lb down and 9 lb up at 7-8-11, 163 lb down and 34 lb up at 8-0-12, 216 lb down and 48 lb up at 10-0-12, 200 lb down and 45 lb up at 12-0-12, 262 lb down and 60 lb up at 14-0-12, 204 lb down and 35 lb up at 16-0-12, 263 lb down and 62 lb up at 18-0-12, 263 lb down and 62 lb up at 20-0-12, 26.3 lb'down and 62 lb up at 21-0-0, 263 lb down and 62 lb'up at 21-11-4, 263 lb down and 62 lb up at 23-11-4, 204 lb down and 35 lb up at 25-11-4, 262 lb down and 60 lb up at 27-114, 200 lb down and 45 lb up at 29-11-4, 216 lb down and 48 lb up at 31-114, and 163 lb down and 34 lb up at 33-11-4, and 31 lb down and 9 lb up at 34-" on top chord, and 114 lb down at 2-0-12, 114 lb down at 4-0-12, 114 lb down at 6-0-12, 114 lb down at 8-0-12, 114 lb down at 10-0-12, 114 lb down ai 12-0-12, 114 lb down at 14-0-12, 114 lb down at 16-0-12, 114 lb down at 18-0-12, 114 lb down at 20-0-12, 114 lb down at 21 -", 114 lb down at 21-114, 114 lb down at 23-11-4, 114 lb down at 26-11-4, 114 lb down at 27-11-4, 114 lb down at 29-11-4, 114 lb down at 31-114, 114 lb down at 33-11-4. 114 lb down at 35-11-4, and 114 lb down at 37-114, and 114 lb down at 39-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lndrease=1.25 Uniform Loads,(plf) % Vert 1-3=-52, 3-8=-52, 8-11 =-52, 2-1 0=-20 Concentrated Loads (lb) Vert 3=1(8) 5=-231(F) 16=-57(F)j6=-M(F) 15=-57(F) 12=-57(F) 19=-57(F) 20=-131(F) 21=-184(F) 22=-168(F) 23=-230(F) 24=-172(F) 25=-231(F) 26=-231(F) 27=-231(F) 28=-172(F) 29=-230(F) 30=-168(F) 31---184(F) 32=-130(F=-131, 8=1) 33=-57(F) 34=-57(F) 35=-57(F) 36=-57(F) 37=-57(F) 38=-57(F) 39=-57(F) 40=-57(F) 41= -57(F)42= -57(F)43= -57(F)44= -57(F)45= -57(F)46= -57(F)47= -57(F)48= -57(F)49= -57(F) , A WARAMYG - Verm d"Ignparie-teve and RE" Noym ox ims Aim nwzuDzD mrrzKR&rrAwwz PAGz mm7473 8BMRB us& 7M Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parometers shown, and is for an individual building com Suite 109 - not truss designer. Bracing shown Citrus Heig Applicability of design paramenters and proper incorporation of component is responsibility of building designer ponent. hts, CA, 9561 oor is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the respomibility of the building designer. For general guidance regarding fabrication, qualitycontrol, storage, delivery, erection and bracing, consult ANSI/rPil Qualify Ciftedo, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. MMA . W Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 14-13/; *center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply I . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. C2 C3 15 3. Place plates on each face of truss at each 0. 0 N joint and embed fully. Avoid knots and wane Q� 0 0 Q:: ! at joint locations. 0 U X u 4. Unless otherwise noted, locate chord splices 0- O_ at 1/4 panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate BOTTOM CHORDS C6 0 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates I /9'from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at mile 14. Do not cut or alter truss member or plate without prior approval at a -professional which bearings (supports) occur. engineer. 171usrT71wK] 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 @ 1993 MiTok@ Holdings, Inc. Job Truss Truss Type SPACING 2-0-0 P ly bushman BUSHMAN I HG4 CAL HIP I-0—ty 2 Vert(LL) -0.07 10-11 >999 360 R19344595 I TCDL 10.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.13 10-11 >999 180 2 Job Reference (optional) u.zw u — i a �uvo mi i ex inuu3mes, mc, rn uec uu uv:z r:uj zw5 Page 1 -2-M 5-7-4 5-11-�l 9.2-7 12-9-9 16-0-5 16�-�2 22-M 24-M 2-0-0 5-7-4 0-4-7 3-2-12 3-7-3 3-2-12 0-4-7 5.7-4 2-0-0 Scale = 1:43.6 4x8 \\ - 1.50 1 i 3x8 = 5X5 �� 2X4 11 3x8 SX9 3X4 5-7-4 9-2-7 12-9-9 16-4-12 22-M 5-7-4 3-7-3 3-7-3 3-7-3 5-7-4 Plate Offsets (X.Y): [10:0-4-8,0-4-81 LOADING(psQ SPACING 2-0-0 CS1 DEFL in (10c) I/def! Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TIC 0.21 Vert(LL) -0.07 10-11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.13 10-11 >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.03 7 n/a n/a BCDL 10.0. Code UBC97/ANS195 (Matrix) Weight: 232 lb LUMBER _ BRACING TOPCHORD 2 X 4 DF No.1&Btr G TOPCHORD Sheathed or 6-M oc pudins, except BOT CHORD , 2 X 6 OF No. 1 &Btr G 2-M oc pudins (6-" max.): 3-6. WEBS 2 X 4 OF Std G BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (lb/size) 2=2077/0-5-8, 7=2064/0-5-8 Max Hor72=-24(load case 3) Max Uplift2=-368(load case 5), 7=-364(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=0/49, 2-3=-3852/690, 3-13=4587/927, 4-13=-4601/927, 4-14=-4586/923, 14-15=-4586/923, 15-16=-4586/923, .5rl 6=-4586/923, 5-17=-3451/634, 17-18=-3450/634, 6-18=-3450/634, 6-7=-3836/683, 7-8=0/49 BOTCHORD 2 -19=-549/3370,19-20=-549/3370,12-20=-549/3370,12-21=-552/3361, 21-22=-552/3361,11-22=-552/3361, 11-23=-859/4662, 23-24=-859/4662, 24-25=-859/4662, 10-25=-859/4662, 10-26=-859/4662, 26-27=-859/4662, 9-27=-859/4662, 9-28=-532/3367, 28-29=-532/3367, 7-29=-532/3367 WEBS 3-12=0/394, 3-11 =-394/1625, 4-11 =-842/275, 5-11 =-1 19/33. 5-1 0=0/308, 5-9=-1 503/397, 6-9=-1 52/1044 NOTES 1) 2 -ply truss to be connected together with 0. 1 31"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows 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 '— V. � 6, k M � 1: .. . a ave Ban prov a - s-bute only loads noted as kr) or jB), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead Ic and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. porches exist they are not exposed to wind. The lumber COL increase is 1.33, and the plate grip Increase is 1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. Continued on page 2 December 9,2005 A WARAMM - Vw% d.Ogn paramet� and RBAD NOM ON IM Am nVICL-11DED XrZEZ REPERSATE PAGE AM7473 BE RRUSa TM Greenback Lane Design valid for use only Wth Wrek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design porcmenters and proper incorporation of component is responsibility of building designer - not truss desl ner. Bracing shown Citrus Heights, CA, 9561 On] r is for lateral support of individual web members only. Additional temporary bracing to insure stability cluring construction is the rgesponsibil6ty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building desigier. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult AkSI/rPil Qua* Criteria, DSB-89 and BCSI1 Building Component Safely Information available from Truss Plate Institute. 583 D'Onotrio Drive, Madison, WI 53719. Mffek* Symbols Numbering System & General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 14-13/; *center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply I . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each V TOP CHORDS other. C2 C3 15 3. Place plates on each face of truss at each C f joint and embed fully. Avoid knots and wane Q 0 at joint locations. 0 U 7: U 4. Unless otherwise noted, locate chord splices (L at '/A panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate C8 C7 C6 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1/9'from outside edge J I J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Comber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with BEARING stacks of construction materials. Indicates location of joints at mile 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. dle� 4:111113 engineer. @ kyr,�� 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 @ 1993 Mffek@ Holdings, Inc. Job Truss Truss Type City Ply bushman BUSHMAN ____ - — ...— HG4 CAL HIP 2 I 2 R19344595 Wob Reference (optional) I NOTES 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 540 lb down and 149 lb up at 5-8-11, 159 lb down and 53 lb up at 8-0-12, 286 lb down and 132 lb up at 10-0-12, 205 lb down and 44 lb up at 11-M, 286 lb down and 132 lb up at 11-11-4, and 159 lb down and 53 lb up at 13-11-4, and 540 lb down and 149 lb up at 16-0-0 on top chord, and 74 lb down at 2-0-12, 74 lb down at 4r0-1 2, 74 lb down at 6-0-12, 74 lb down at 8-0-12, 74 lb down at 10-0-12, 74 lb down at 11 -U, 74 lb down at 11 -11-4, 74 lb down at 13-11-4, 74 lb down at 15-11-4, and 74 lb down at *17-11-4, and 74 lb down at 19-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of othery LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25' Uniform Loads (pff) Vert: 1-3=-52, 3-6=-52, 6-8=-52, 2-7=-20 Concentrated Loads (lb) Vert 3=-508(B) 13=1 27(F) 14=-254(F) 15=-1 73(F) 16=-254(F) 17�_-1 27(F).1 8=-508(B) 19=-W(F) 20=-37(F) 21 =-37(F) 22=-37(F)*23=-37(F) 24=-37(F) 25=-37(F) 26=-37(F) 27=-37(F) 28=-37,(F) 29=-37(F) WARJaM- V—M d—fe-parant—o and READ No"m ONTmAAwnwLvDaDmrraKRapaRBmzPAGBMM7473 BZMJEB US& TM Greenback Lane Design valid for use any Wth MTek connectors. This design 4 based only upon parometers shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporotion'of component is responsibility of building designer - not truss designer. gracing shown Citrus Heights, CA. 9561 019 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding faWca= control, storage, delivery. erection and bracing, consult ANSVrPI1 Quality Warta, DSB-69 and BCSI1 Building Component safety I available from Truss Plate Institute, 5a3 D'Onotdo Drive, Niadison, WI $3719. Mffbk* Symbols Numbering System A6k General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury �_J 3/; *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply I . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. V C2 C3 3. Place plates on each face of truss at each C., joint and embed fully. Avoid knots and wane Q 0 5 (X thJ5 at joint locations. X 0 U U 4. Unless otherwise noted, locate chord splices 0- 0 0- at 114 panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate I C8 C7 C6 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates I /9'from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Comber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed. or purlins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at mile 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTeke V\/\l VNWIQ 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 @ 1993 MITok@ Holdings, Inc. Job Truss Truss Type ty Ply bushman BUSHMAN if JACK 4 F � R19344596 1. .— Vert(TL) -0.10 2-4 >692 180 - BCLL 0.0 Rep Stress Incr YES -Job Reference (optional) ....... age I -24)-0 1-0-7 2-0-7 6-0-0 2-0-0 1-0-7 1-0-0 3-11-9 Scale = 1:113.0 6.00 rl 2 d W 4 1-0-6 2-0-7 6-0-0 1-0-6 1-0-1 1 3-11-9 LOADING(psf)l SPACING 2-M CS1 DEFL in (loc) I/def! Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.05 2-4 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.10 2-4 >692 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL .10.0 Code UBC97/ANSI95 (Matrix) Weight: 13 lb LUMBER BRACING TOP CHORD.. 2 X 4 DF No. I&Btr G TOPCHORD Sheathed or 2-0-7 oc; purlins. .BOT CHORD, . 2 X 4 DF No.1&Btr G BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (lb/size) 3=-154/Mechanical,2=366/0-5-8,4=57/MechanicaI Max Horz2=44(load case 4) Max Uplift3=-1 54(load case 1), 2=-1 15(load case 4) Max Grav3=92(loacl case 4), 2=366(load case. 1), 4=1 14(load case 2) FORCES (lb) Maxlmur��Compression/Maximum Tension TOP CHORD' 1-2=0/46, 2-3=-1 11/52 BOT CHORD "2-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft vAth exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to Wind. If porches exist they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase Is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent Wth any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard .P . December 9,2005 All WARIMM - Verylt design parametery aruf PFAD NOTES ON =NAM DWjjMZD AMIRKRSPERRNICE PAGE MM7473 BZ"AB US& TM Greenback Lane De0gn valid for use only with Walk connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenten; and proper incorporation of component is responsibility of building designer - not truss des . ner. Bracing shown Citrus Heights, CA, 9561 OW is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is thelresponsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding r fabrication. quality controL storage. delivery, ereotion and bracing, consuff ANSIMI1 Quality Crthato, DSS -89 and BCSI1 BuDdIng Component Safety Informallon available from Truss Plate Institute. 583 D'Onoftio Drive, Madison, YVI 53719. Mffek* Symbols Numbering System & General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/�' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply I . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. C2 C3 15 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 0 W at joint locations. 0 U X: U 4. Unless otherwise noted, locate chord splices a. CL at 1/4 panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate C8 C7 C6 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates I /&'from outside edge JI J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use With fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Comber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 9. Lumber shall be of the species and size, and 4 x 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or pudins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9 432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at mile 14. Do not cut or alter truss member or plate without prior approval of a -professional which bearings (supports) occur. engineer. k@ V\/Ni V\P/,q 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: Mll-7473 @ 1993 MiTokO Holdings, Inc. If Job Truss Truss Type Q ty in ushman BUSHMAN J2 JACK �4 IP7Jbob Plates Increase 1.25 R19344597 Fn,f..-,W..- nm�11. rA a -0.05 2-4 >999 360 Reference - --- . - -- -- .[optional) E regal -2-0-0 2-10-3 4-0-7 6-0-0 2-10-3 4-0-7 6-0-0 3.0 LOADING (psQ SPACING 2-0-0 CS1 DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.05 2-4 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.10 24 >692 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC971ANS195 (Matrix) Weight 16 lb LUMBER TOP CHORD � X 4 DF No.1&Btr G BOTCHORD 21X4DFNo.I&BtrG BRACING TOPCHORD Sheathed or 4-0-7 oc, purlins. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (lb/size) 3=16/Mechanical, 2=290/0-", 4=57/Mechahical Max Horz2=62(load case 4) Max Uplift2=-48(load case 4) Max Grav3=16(load case 1), 2=290(load case 1), 4=114(loid case 2) FORCES (lb) - Maximum Cbrinpression/Maximum"rension TOPCHORD .1-2=0/46,2-3=-5715 BOTCHORD 24=0/0 NOTES 1.) This truss has been designed for the virind loads generated by 80 mph virinds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condifion I enclosed building, of *dimensions 45 ft by 24 ft With exposure B ASCE 7-93.per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent vAth any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girdeqs) for truss to truss connections. 5) Refer to girdeqs) for truss to truss connectons. LOAD CASE(S) Standard 4- I December 9,2005 WARA11110 - V-% deWs. pa—et� ..d READ 7=9 AAW 0=7DED MrZ= RSPEREAMS PAGZ XM 74 73 BEYORB VBF- IM Greenback Lane NOT's ON Design valid for use any with M7ek connectors. This design is based only upon parameters show'n. and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Ctblis Heights, CA. 9561 is for lateral support of individual web members only. Additional temporary bracing to insure stabifity didrvg construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding mw�r fabrication, quality control, storage, defivert, erection and bracing, consult ANSIflPI1 Qualify Cffloft DSB-89 and BCSIII BuIldIng Component Safe* Intonnallon available from Truss Plate Institute, 583 D'Onciftio Drive, Madison, WI 53719. Mffek*_ Symbols Numbering System & General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/�' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply I . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 1. 1 TOP CHORDS other. 18 C2 C3 J5 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 0-5 W VX at joint locations. X: 0 \\ U m: U 4. UnIl ss otherwise noted, locate chord splices CL 0- RF at 114 panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate C8 C7 C6 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1/9'from outside edge A J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use Wth fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Comber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9'432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. ev� NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTeke 15. Care should be exercised in handling, erection and installation of trusses. MiTelk Engineering Reference Sheet: MIZ-7473 1993 MiTekO Holdings, Inc. Job Truss Truss Type City Ply bushman BUSHMAN J3 JACK 4 Plat6s Increase 1.25 R193445 I Vert(LL) -0.05 2-4 >999 360 Job Reference (optional) I 4 -ID -3 6-D-0 6�7 0-7 Scale = 1: 17.1 4-10-3 6-0-0 4-10-3 1-1-13 LOADING (pso SPACING 2-" CS1 DEFIL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plat6s Increase 1.25 TC 0.20 Vert(LL) -0.05 2-4 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.10 '24 >692 180 BCLL .0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 rda n/a BCDL . 10.0 Code UBC97/ANSI 95 (Matrix) Weight: 19 lb LUMBER BRACING I UP .,nvr%Lj &A If Or No.1&Btr G TOPCHORD Sheathed or 6-M oc pudins. BOT CHORD, 2 X *DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-" oc; bracing. REACTIONS (lb/size) 3=90/Mechanical, 2=320/0-5-8,4=57/Mechanical Max Horz2=83(load case 4) Max Uplift3=-16(load case 4), 2=-39(load case 4) Max Grav3=90(load case 1), 2=320(load case 1), 4=1 14(load case 2) FORCES �Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46,2-3=-69/31 BOT CHORD 24=0/6 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead lo ad and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, conclition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist they are not exposed to wind. The lumber DOL increase is 1.33, and the plate gdp increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard k December 9,2005 WAR?M0 - 7 -ft deWg-p-rarnet� and READ NO2M ON7=AAW INCL-UDRDBUTRKP.EFBPJCNCEPAGBMM7473 DRYORB Vaa 7777 Greenback Lane Design valid for use only with Mlek connectors. This design 4 based only upon parameters shown. and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown crous Heights, CA. 95610�M is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsiblifity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualitycontrol. storage, delivery, erection and bracing, consult ANSVrPII Quality Criteda, DSB-69 and BCSI1 BuIld][rigCorinponent Sately Information available from Truss Plate Institute. 583 D*Cnofrio Drive, IvIodison, Wl 53719. MRbir Symbols Numbering System & General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/�' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply I . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. C2 C3 5 3. Place plates on each face of truss at each C., joint and embed fully. Avoid knots and wane a 05 W 1NJ at joint locations. :r 0 U 4. Unless otherwise noted, locate chord splices CL at 1A panel length (± 6'from adjacent joint.) For 4 x 2 orientation, locate I ca V C6 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates I /9'from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use vAth fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 9. Lumber shall be of the species and size, and 4 x 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9 . 432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at MI! 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTeko V\/Ni vwq 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: Mll-7473 @ 1993 M[Tok@ Holdings, Inc. Job russ Truss Type aty Ply bushman BUSHMAN TIC 0.21 JACK 4 1 R19 BC 0.25 Vert(TL) -0.10 2-5 >692 180 BCLL 0.0 Rep Stress Incr YES -Job Reference (optional) -2-04) i - 6-0-0 �3-4 847 2-0-0 6-0-0 0-3.7 1-9-0 q i. = i -9n A 1 LOADING(psQ SPACING 2-0-0 CS1 DEFIL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TIC 0.21 Vert(LL) -0.05 2-5 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.10 2-5 >692 180 BCLL 0.0 Rep Stress Incr YES WEI 0.00 Horz(TL) -0.00 3 n1a WE BCDL 10 Code UBC97/ANS195 (Matrix) Weight 21 lb LUMBER BRACING TOPCHORD 2X'4DFNo.l&BtrG TOPCHORD Sheathed or 6-" oc pudins. BOTCHORD 2 X 4 OF No.I&Btr G BOTCHORD Rigid ceiling directly applied or 10-" oc: bracing. REACTIONS (lb/size) 2=339/0-5-8,5=57/Me'chanical,5=57/Mechanical,3=149/0-5-8 Max Horz2=102(load case 4) Max Uplift2=-32(load case 4), 3=42(load case 4) Max�Grav2=339(load case 1), 5=114(load case 2), 5=57(load case 1), 3=149(load case 1) FORCES (lb) - Maximum Compression/Max-imum Tension TOPCHORD 1-2=0/46,2-3=-78/44,3-4=-12/0 BOTCHORD 2-5=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph I Winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to vAnd. The lumber DOL increase is 1.33, and the plate grIp increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girden(s) for truss to truss connections. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joings) 3. LOAD CASE(S) Standard I December 9,2005 WARMM - VwM d&Wgn pa-tery and READ N07W ON TWS AM DW.WDED MrrZK REFERENCE PAGR AUI-7473 BE"its USE. TM Greenback Lane Design valid for use only vAth M7ek connectors. This design Is based only upon parameters shown, and is for an individual building component. Suite 1 D9 is, CA. 9561 Applicability of design paromenters and proper incorporofiori of component Is responsibility of building designer - not truss designer. Bracing shoom Craus Heigh Safety Infofmation available from Truss Plate Institute. 563 D'Onofiio Drive, N%a ANSI/TP11 Quality Criteria, IDSB-89 and BCSII BufldIng Component I fobiication, quality control, storage, delivery, erection and bracing, consult owr s for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding dison, WI 53719. k*_ Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property *center Damage or Personal Injury l4_1 3/; plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply I . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. C2 C3 J5 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 5 VX, at joint locations. 7: 0 U L) 4. Unless otherwise noted, locate chord splices 0- 0 CL at 'A panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate BOTTOM CHORDS C6 0 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /9'from outside edge A J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to comber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or pudins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with BEARING stacks of construction materials. Indicates location of joints at mi. 14. Do not cut or alter truss member or plate without prior approval of a -professional which bearings (supports) occur. HT011,13 engineer. MiTek V\/Ni y 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIZ-7473 @ 1993 111111TWID Holdings, Inc. Job Truss Truss Type —7ty DEFL in bushman �;010 BUSHMAN is JACK 4 [ly I R19 I Vert(LL) -0.05 2-5 >999 360 Job Reference (optional) EL 1i I r11umuvuv:zr:uazuuo ragel C—D-0 B-1-3 1 D47 2-0-0 640 2-1-3 4 1-114 Scale = 1:24.5 LOADING (pso SPACING 2-M CS1 DEFL in (loc) I/defl, Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.05 2-5 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.10 2-5 >692 180 BCLL 0.0 Rep Stress I ncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL .1_0.0 Code UBC97/ANS195 (Matrix) Weight 24 lb LUMBER TOP CHORD.2 X 4 OF No.I&Btr G BOT CHORD �2 X 4 OF No.1&Btr G BRACING TOPCHORD Sheathed or 6-" oc pudins. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (lb/size) 2=315/0-5-8, 5=57/Mechanical, 5=57/Mechanical, 3=267/0-5-8 Max Horz2=133(load case 4) Max UplffB=-1 16(load case 4) Max Grav2=315(load case 1), 5=1 14(load case 2), 5=57(load case 1), 3=267(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD J-2=0/46,'2-3=-96168,3-4=-54/0 BOTCHORD 2-5=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase Is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girdeqs) for truss to truss connections. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. LOAD CASE(S) Standard 9 December 9,2005 WARXWO - Varo design pammellem and READ N0189 ON imis mm nwzmjw mrmKRpjrjzmwz PAG8 Af&7473 namim usE. TM Greenback Lane Design valid for use only with Welt connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 1109 AMM Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights. CA, 95610�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, sto'oge, delivery, erection and bracing, consult ANSIAP111 Quality Criteria. DSB-89 and 8C311 Bugcfing Component Safety Information available from Truss Plate Institute. 5a3 D'Cnofrio Drive, Madison, W! 53719. MRbk* Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/�' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply I . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. C2 C3 5 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 h at joint locations. X 0 U M a U 4. Unless otherwise noted, locate chord splices CL 0 CL at I/Apanel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate L C8 C7 6 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1/9'from outside edge J I J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant.or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purfins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with BEARING stacks of construction materials. Indicates location of joints at Milo 14. Do not cut or after truss member or plate Without prior approval of a -professional which bearings (supports) occur. engineer. MiTek") V\/Ni VW9 15. Care should be exercised in handling, erection and installation of trusses. MiTelk Engineering Reference Sheet: MIX -7473 @ 1993 MiTokO Holdings, Inc. Job Truss Truss Type Qty Ply bushman floc) I/def! I I R1 I BUSHMAN J6 I— JACK 2 1 1 I �rence — 360 MT20 220/195 TCDL 10.0 b R� a ob renc'e (optional) 6-D-0 10-11-11 6-0-0 4-11-11 I "M W uu:z CUD zwo rage I Scale = 1:31.1 LOADING(psQ SPACING 2-M CS1 DEFL in floc) I/def! Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.21 Vert(LI-) -0.05 2-6 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.10 2-6 >692 180 BCLL -0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n1a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 28 lb LUMBER , - - 0 BRACING TOP CHORD. 2 X 4 DF No.l&Btr G TOPCHORD Sheathed or 6-" oc purlins. 60T CHORD, 2 X 4 DF No.1&Btr G BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (lb/size) 5=30/Mechanical,2=340/0-5-8,6=57/Mechanical,3=225/0-5-8,4=134/0-5-8 Max Horz2=144(load case 4) Max Uplift5=-B(Ioad case 4), 2=-10(load case 4), 3=-53(load case 4), 4=-34(load case 4) -Max-Grav5F30(load case 1), 2=340(load case 1), 6= 114(load case 2), 3=225(load case 1), 4=134(load case 1) - FORCES (lb) - Miixim6nn Compression/Maximum Tension TOPCHORD 1-2=0/46,2-3=-101/43, 34=-44/37, 4-5=-11/11 BOT CHORD. - 2m6=010 NOTES 1) This truss has been designed for the wind loads - generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANS]95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girden[s) for tniss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. LOAD CASE(S) Sia��ard December 9,2005 WARKM - VW% dmtgnparamat� and READ X0799 ON TWO "M 11YCLUDED MTMKRZFERZWZ PAG8 MU -7473 BEMRS US& TM Greenback Lane Design valid for use only with Welt connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 iiiiiiiiiiiit MEM Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA. 95610�Z is for lateral support of individual web members only. Additional temporary bracing to insure stabirity during construction is the responsibillity, of the erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage delivery, erection and bracing, consult ANSVrPI1 Quality Cifferla, DSB-89 and BCSII Bulldlng Component Safety Information available from T;6ss Plate Institute, 583 D'Onotdo Drive, Madison. WI 53719. MRble Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury r4_1 3/; *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply I . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. C2 C3 15 3. Place plates on each face of truss at each C f joint and embed fully. Avoid knots and wane a 0 W at joint locations. = 0 U U 4. Unless otherwise noted, locate chord splices 0- 0_ 0 at 1/4 panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate C7 CS C6 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /9'from outside edge J I J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9 432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at M1 14. Do not cut or alter truss member or plate without prior approval of a -professional which bear ings (supports) occur. hil:01113 engineer. @ MiTek V\/"l vwlq 15. Core should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 @ 1993 M[Tek@ Holdings, Inc. Job Truss Truss Type Qty PVYTbubshman 045 BUSHMAN Sit JACK CS1 DEFL in Fit PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.17 J Jo ob Reference (optional) —go I 2-0-7 Scale 1:10.6 REACTIONS (lb/size) 2=23210-5-8,4=19/Mecharlical,3=-7/MechanicaI Max Horz2=54(load case 4) Max Uplift2=-71 (load case 4), 3=-7(load case 1) Max Grav2l=232(load case 1), 4=39(load.case 2), 3=20(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/.45,'2-3=-50/8 BOT CHORD 24=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph vAnds at 25 ft above ground level, using 6.0 psf top chord dead loa( and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to vAnd. If porches exist, they are not exposed to vAnd. The lumber DOL increase Is 1.33, and the plate grip Increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard December 9,2005 A WARMM - V—(& design pararnsters and RZ" NOM ON 7JM AND DW.WDED MrrZK REPERENCS PAGE MM7473 BE"RE US& IM Greenback Lane Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 1 09 Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561 00 is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the i erector. Additional permanent bracing of the overall struciure'is the responsibility of the building designer. For general guidance regarding r fobdcotion,quafitycontroL storage. delivery, erectionond bracing, consult ANSI/rill Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 563 D'Onoftio Drive, Madison, VVI 53719. Mflbk* 045 LOADING (ps� SPACING 2-" CS1 DEFL in (loc) Ydefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.00 2 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 24 >999 180 BCLL 0.0" Rep Stress Incr ' YES We 0.00 Horz(TI-) -0.00 3 n/a n/a BCDL . 10.0 Code UBC97/ANS195 (Mabix) Weight 9 lb ILbMBER BRACING TOP CHORD X 4 DF No.1&Btr G TOPCHORD Sheathed or 2-" oc: pudins. BOTCHORD 2X4DFNo.I&BtrG BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=23210-5-8,4=19/Mecharlical,3=-7/MechanicaI Max Horz2=54(load case 4) Max Uplift2=-71 (load case 4), 3=-7(load case 1) Max Grav2l=232(load case 1), 4=39(load.case 2), 3=20(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/.45,'2-3=-50/8 BOT CHORD 24=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph vAnds at 25 ft above ground level, using 6.0 psf top chord dead loa( and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to vAnd. If porches exist, they are not exposed to vAnd. The lumber DOL increase Is 1.33, and the plate grip Increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard December 9,2005 A WARMM - V—(& design pararnsters and RZ" NOM ON 7JM AND DW.WDED MrrZK REPERENCS PAGE MM7473 BE"RE US& IM Greenback Lane Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 1 09 Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561 00 is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the i erector. Additional permanent bracing of the overall struciure'is the responsibility of the building designer. For general guidance regarding r fobdcotion,quafitycontroL storage. delivery, erectionond bracing, consult ANSI/rill Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 563 D'Onoftio Drive, Madison, VVI 53719. Mflbk* Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply I . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. C2 C3 J5 3. Place plates on each face of truss at each C If joint and embed fully. Avoid knots and wane 0 0 U_ W at joint locations. 0 X: U 4. Unless othervVise noted, locate chord splices CL CL at 1A panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate C1 __C6 0 BOTTOM CHORDS 5. U, dess otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates I /9'from outside edge A J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be at the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9 432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferriing connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at M1 14. Do not cut or alter truss member or plate without prior approval of a -professional which bearings (supports) occur. 41e� hill:0111111, engineer. I MiTek V\/,j yW'Q 15. Care should be exercised in handling, erection and installation of trusses. NiTek Engineering Reference Sheet: MIX -7473 @ 1993 M1Tok@ Holdings, Inc. Job Truss Truss Type Qty Ply bushman BUSHMAN S.12 E. JACK I 9 Plates Increase 1.25 R19344607 ........ --- - 1. -0.00 2 >999 360 -Job Reference (optional) 0 2-0-0 4-0-7 1 2-0-0 1 4-0-7 1 regal Scale = 1:15.3 LOADING(psf) SPACING 2-" CS1 DEFL in (loc) I/defl - Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.00 2 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TQ -0.00 24 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight 12 lb LUMBER; TOPCHORD 2X'4DFNo.l&BtrG BOT CHORD, 2 X 4 DF No.1&Btr G BRACING TOPCHORD Sheathed or 2-U oc purlins. BOTCHORD Rigid ceiling directly applied or 1 O�X) oc: bracing. REACTIONS (lb/size) 3=74/Mechanical, 2=256/0-5-8, 4=19/Mechanical, 4=19/Mechanical Max Horz2=74(load case 4) Max Uplif(3=-10(load case 4), 2� _57(load case 4) Max Gra�3=74(load case 1), 2=256(load case 1), 4=39(load case 2), 4=19(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD '1-2=0/45,2-3=-59/25 BOT CHORD 24=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 111: above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girdeqs) for truss to truss connections. LOAD CASE(S) Standard f December 9,2005 All W— - V—OV d.19. p—.W— ..d RE" MMISS ON 1=9 AND INCLVDZD M"EK PEFEREWS PAGE MM7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building des! ner - not truss designer. Bracing shown Citrus Heights, CA, 9561 is for lateral support of individual web members only. Additional temporary bracing to insure stability during lconstruction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding r fabrication, quality control, storage. delivery, erection and bracing, consult ANSIMII Quality Criterla, DSB-89 and BCS11 BuDdIng Component Sallely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wl 53719. MRbk* Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply I . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. V C2 C3 I J5 5 3. Place plates on each face of truss at each Z joint and embed fully. Avoid knots and wane 0 -5 1 at joint locations. 0 U U 4. Unless otherwise noted, locate chord splices 0 0- at 114 panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate C8 C7 C6 10 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates I /9'from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 9. Lumber shall be of the species and size, and 4 x 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed. or pudins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCl 9667,9'432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a -professional which bearings (supports) occur. engineer. MiTek 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 @ 1993 M1Tok@ Holdings, Inc. a Job Truss Truss Type C)ty Ply bushman BUSHMAN SJ3 JACK 5 TCDL 10.0 Fit � BC 0.03 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) -2-0-0 2-0-0 6-0-7 2-0-0 6-0-7 2-0-0 4-0-7 r,r —u --w wo rage I Scale = 1:19.8 LOADING(psQ SPACING 2-U CS1 DEFIL in (loc) I/def! Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.00 2 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight 15 lb LUMBER BRACING TOPCHORD 2X4DFNo.1&BtrG TOPCHORD Sheathed or2-" oc: puffins. - BOTCHORID 2X4DFNo.l&BtrG BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=136/Mechanical,2=298/0-5-8,4=19/Mechanical,4=19/Mechanical,4=19/MechanicaI Max Horz2=95(load case 4) Max Uplift3=-29(load case 4), 2=-55(load case 4) -Max Grav3= I 136(load case 1), 2=298(load case 1), 4=39(load case 2), 4=19(load case 1), 4=19(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=o/45,2-3=-78/48 BOT CHORD - 2-4=0/6 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 it by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist they are exposed to wind. If porches exist they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load noinconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard December 9,2005 A WARAMM - Vert& d-Ignpaint— and itz" NO2M ON TRW AM LIVICLUDEDA=RREFEREWS PAGRAW 7473 BE"RE V8JL TT77 Greenback Lane Design valid for use only Wth M7ek connectors. This design 4 based only upon parameters shovn, and is far an individual building component. Suite 109 Appricobility, of design paromenters and proper incorporation of component is responsibility of building designer - not truss clesignerr. Bracing sho� Citrus Heights. CA, 95610 is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the r N1 I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding r fabrication, qualitycontrol, storage, delivery, erection and bracing, consult ANSIMI1 Quality Criteria, DSB-89 and BCS11 Building Componont SaW Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Mnbk* Symbols Numbering System & General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 14-13/; *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply I . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. C2 C3 15 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 at joint locations. 0 \\ U U 4. Unless otherwise noted, locate chord splices CL CL at 1A panel length (± 6'from adjacent joint.) *For 4 x 2 orientation, locate c6 I ce C7 C6 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of f abrication. plates I /8'from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or pudins ICBO 3907,4922 provided at spacing shown.on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with BEARING stocks of construction materials. Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a -professional which bearings (supports) occur. engineer. MiTek V\/Nj V\P/lq 15. Core should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 @ 1993 M[Tek@ Holdings, Inc. 2005-0060262 AND WHEN RECORDED MAIL TO, Recorded I REC FEE 13.00 Official Records I Countl of I COPIES 3.00 BUTTE COUNTY BUILDING DIVISION But e 1 7 COUNTY CENTER DRIVE ORNM J. GRUBBS I OROVILLE, CA 95965 County Clerk-Recorderl I SA 09:33AN 04 -Oct -M I Page I of 3 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be -recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this.property may be subject to inconveniences or discomfort from the use of agricultural chemicals, includin'g, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural opeyations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: 10/t/os Date State of Californip County of On �Ok PROPERTY OWNERS: __r� 0 n-70'3 8U14 M6e_,--) me, personally appeared -4!�O� V,,tk�U VAP I WN�UIA (AXkLk.,e_VL . Rff"Wa* Ifflownteffle or proved tome on the basis of satisfact4y evidence) to be the person(s) whose name(s)-wa—re subscribed to the within instrument and acknowledged to me that beAshe/they executed the same in 140MT/their authorized capacity(ies), and that by h4sAter/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my -hand and oftal seo Sit AT LARRY 0 RUSSELL Seal: 0 COMK 0 1457039 39COMM, EXP, DEC, 19, 2007 NOTARY PUBLIC-CAUFORNIA BUTTE COUNTY 5 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #; (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO, BPO52009 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under Issued Date: 10/04/2005 APN: 025-090-065-000 provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is In full force and. effect. Site Address: 231 WILLEY WAY BIG License Class License Number: Map Index: Date: Contractor: OWNER -BUILDER DECLARATION Description: NSF(2057)GAR(836)COV(1289) I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason.(Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: BUSHMAN, THOMAS F. ETAL permit to construct, alter, improve, demolish, or repair any structure, prior I to its issuance, also requires the applicant for such permit to file a HAMMER, ANNALIZA signed statement that he or she is licensed pursuant to the provisions of 2806 CHICO RIVER ROAD the Contractor's State License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or CHICO, CA 95928 she is exempt therefrom and the basis for the alleged exemption. Any (530)415-3599 (530)755-3044 violation of Section 7031.5 by any applicant for a permit subjects the tombushman@allstate.com applicant to a civil penalty of not more than five hundred dollars ($500).): 1. as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Applicant: BUSHMAN, THOMAS F.ETAL Code: The Contractors' State License Law does not apply to an HAMMER, ANNALIZA owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, 2806 CHICO RIVER ROAD provided that such improvements are not intended or offered for CHICO, CA 95928 sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of (530)415-3599 (530)755-3044 proving that he or she did not build or improve for the purpose of tombushman@allstate.com sale.). 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does Contractor: not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). El I am Exempt under Article 3 of the Business and Professions Code Date: 104JC5Owner."M",N!& WORKERS' COMPENSATION DECLARATION License #: I hereby affirm under penalty of perjury one of the following declarations: 0 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit Architect: is issued. Engineer: RCE STRUCTURAL ENGINEERING Q I have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: Policy #: Total Square Ft: 4182 S.F. I certify that in the performance of the work for which this permit is . Valuation: $174,393.00 issued, I shall not employ any person in any manner so as to Census Code: become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: Applicant: WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY This permit is her issued I ap rovisions of the Butte County Code and/or Wh ees have I hereby affirm that there is a construction lending agency for the Resolutions I o wor ' cated ab ve f ic been paid. C performance of the work for which this permit is issued (Sec 3097 Civ.) Date. Name: By PERI -E -Al �IR Address: (Date) 0 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage. . . handling and use of hazardous materials. • Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. • Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purp Print Name: I ZA ty Signature: Date: .[-0 4- 10 I L //Wner El Contractor Q Agent for Owner E3 Agent for Contractor B. C. Building Permit 01-16-04 pg 1 01 jC) L11 65 1 --111 73 =3 IT J\ Ills lie I I I�H jut 7C Ouwrycaoft . V� PLANNING DIVISION - BUILDING AN APPROVAL Use: —1�46C' LLLW'�ate: O'� Parking: Landscaping: Other U, C : rl" —0% =3 f ON L z f's" jt1t q /7tqt/-H 11 J CENrlrR APPR( Butte C PLANNING DIVISION - BUILDING P�AN APPROVAL use:. Parking: Landscaping: Other /19 - I T, 0 0 n C: 0 0 17 C1 Vi �' rr v, •:v,.• a r Ma:, �ti 4tWr "4 v; 5�r t ,,.... ,,..,.� -11u u • PAINT FINISHES: ' -' SF'1`'f Atlit N` I GENERAL CONSTRUCTION NOTES: ER TRADES & SHALL USE MATERIAL �' !g;-41J�• t? c Gi.-4�'( 1.) PAINTER SHALL PROTECT THE WORK OF ALL OTHER ?• 1.) ALL RESIDENCE EXTERIOR WALLS TO BE 2X6 #2 BTR DOUGLAS FIR. ALL RESIDENCE THAT IS PURE & UNADULTERA'T'ED THAT HAS BEEN DELIVERED TO THE JOB IN ew, 2 4 #2 BTR DOUG FIR UNLESS OTHERWISE NOTED. GARAGE INTERIOR WALLS TO BE X ORIGINAL, UNOPENED CONTAINERS- WALLS ONTAINERS• WALLS TO BE 2X6 #2 BTR DOUG FIR PLATES MAY BE DOUGLAS OR HEM FIR OR INTERIOR 2.) EXTERIOR AND INTERIOR HEADERS TO BE SIZED AS NOTED ON ROOF PLAN. 2•) THERE WILL BE THREE COLORS FOR INTERIOR WALLS &ONE COLOR F CEILINGS TO BE PAINTED. ALL INTERIOR TRIM AND MLD ING WILL BE ONE COLOR c1/f �IYL-• V!N`�'l.. c 3.) WINDOW HEADER IIT. (BOTTOM) TO BE 7 FT. - 0 IN. U.O.N. tVj ? THROUGHOUT THE HOUSE. OWNER SHALL SELECT ALL COLORS. PAINTING SHALL NOTAil 4.) TYPICAL CEILING HT: a FT. - 0 3/. IN. SELECTIONS. COMMENCE UNTII, OWNER HAS APPROVED OF ALL FINISH SELF ' :: I 7 COUgy CENTER Ot { 5.) ATTIC INSULATION: R -3E WALL INSULATION: R-19 UNDER FLOOR INSULATION: R-19 3) ALL PAINT SHALL BE APPLIED ACCORDING TO MANUFACTURER'S SPECS. &ALL �`` 6.) PROVIDE EGRESS FROM EACH BEDROOM PER UBC. IF EGRESS IS THROUGH WINDOW - , 3 f7V-r r OPENING,1 WINDOW PER BEDROOM MUST HAVE MAX. SILL HT. OF 44" FOR EGRESS, W/ WORKMANSHIP SHALL BE OF TOP QUALITY. ALL SURFACES TO RE PAINT TO BE o SMOOTH, DRY, & CLEAN BEFORE APPLICATION. PAINT TO BE APPLIED SMOOTHLY W/ MIN. OPEN WIDTH. OF 20 IN. & MIN. OPEN IIT. OF 24 IN., MIN OPEN AREA OF 5.7 SQ. FT. OUT RUNS OR SAGGING OF MATERIALS. PUTTY ANY NAIL HOLES, CRACKS, JOINTS, ETC. )1. !✓� V P�'r 7.) EXTERIOR SIDING: T1-11 HARDBOARD SIDING. TRIM TO BE 4/4"X 4" SMOOTH FINISII BEFORE APPLICATION OF FIIZST COAT. SPACKLE JOINTS BETWEEN MOLDINGS &WALLS N N x W CHOICETRIM OR EQUAL.+ OUGHLY SANDED BETWEEN & CEILINGS. ALL INTERIOR SURFACES SHALL BE THORx r a.) ALL INTERIOR GYP. BRD. EDGES TO BE BULLNOSED W/ THE EXCLUSION OF THOSE ATS TO LEAVE A SMOOTH FINISH ON SAME BEFORE APPLYING NEST COAT. SURROUNDING WINDOWS TO BE SQUARE. INTERIOR GYPSUM BOARD FINISH TO BE AS CO M PER OWNER'S SPECIFICATIONS. 4.) ALL EXTERIOR &INTERIOR EXPOSED PIPES, DUCTS, &SIMILAR ITEMS SHALL BE •• -� h�-' PRIMED & PAINTED W/ COLOR TO MATCH ADJACENT SURFACES U.O.N. ALL EXTR &` . 1 1 ' 9.) TAPE, TEXTURE, & PAINT ALL WALLS & CEILINGS IN GARAGE. INT'R, WOOD SURFACES SHALL BE TREATED OR PAINTED U.O.N. ROOF VENTS & CAPS 10.) INSTALL BACKING FOR TOWEL BARS & TOILET PAPER HOLDERS. LOCATION AS PER ROOFING MATERIAL. " M'�''TE ` I �� ;!`•� OWNER'S SPECS. SHALL BE PAINTED TO BLEND W/ THE R 1 1 1 F' 6u •�. " .DOORS & WINDOWS: PLUMBING NOTES: FOR ICEMAKER. 1.) PROVIDE WATER LINE TO REFRIGERATOR TO 1.) INTERIOR DOORS TO BE 6'-8" HOLLOW CORE. SEE OWNER FOR DOOR MFR, MDL # & i STYLE. 1.) ALL PIPES SHALL BE SECURELY STRAPPED TO PREVENT VIBRATION. �I ` 2. ANY CHANGE IN LOCATION OF PLUMBING FIXTURES WHICH DEVIATES FROM THAT 2.) WINDOW MFR TO BE INSULATE OR EQUAL, WINDOWS TO BE WHITE VINYL, MODEL SHOWN UN PLAN MUST BE APPROVED BY OWNER BEFORE EXECUTION. r° 200/700 SERIES, LOW E 2 GLASS W/ SCREENS. 3. PLACE ALL VENT PIPES OUT OF SIGHT (FROM FRONT VIEW) BEHIND RIDGES 'a K 3.) SEE OWNER FOR FRENCH DOOR MFR, MDL N, & HARDWARE FINISH. THESE DOORS ) ENEVER NOT PREVENTED FROM DOING SO BY LOCAL ORDINANCES. 1-• 4 -, 1 �l 1, 1 u SHALL HAVE BRONZE ALUMINUM THRESHOLDS. A BRONZE ALUMINUM METAL DRIP 4.) PROVIDE TEES AS REQUIRED FOR OUTDOOR SPRINKLER SYSTEM. �� 5 /2- CAP SHALL BE INSTALLED AT THE BOTTOM OF ALL EXTERIOR DOORS. COLOR OF WEATHER-STRIPPING SHALL BE SELECTED BY OWNER _..,.I ELECTRICAL NOTES: 4.) PROVIDE 2 AUTOMATIC GARAGE OPENERS. GARAGE DOOR O'ENER,S� SHALL BE AS ELECr.. C 1.) THE ELECTRICIAN SHOULD CONDUCT AN ONSITE WALK THROUGH TOUR W/THE 'a,r„p I to MANUFACTURED BY GENIE OR APPROVED EQUAL AND SHALL BE OF SUFFICIENT SIZE OWNERS AND THE LOCATIONS OF ALL ELECTRICAL OUTLETS AND FIXTURES SHOULD % o ti Z $ J AS RECOMMENDED BY THE DOOR MANUFACTURER K' 3'- Z 'r4 �' BE MARKED ON THE WALL FOR THE OWNER'S APPROVAL BEFORE ELECTRICAL Q �. ' '1 •'f''rd 1t t� WIRING COMMENCES. LOCATION OF OUTLETS SHALL BE APPROXIMATE TO THAT ,x �� 17• k Z (2� \/f,14 r T4H� Z ENERGY NOTES:1,f 147 SHOWN ON ELECTRICAL PLAN BUT A REASONABLE DEVIATION SHALL BE ALLOWED. P� 1.) WEATHER-STRIP ALL EXTR DOORS. CAULK EXTR DOORS AND WINDOW FRAMES, AND �� ���,� 0-4- ALL "'~- _j• r J, 2J SEE ADDITIONAL ELECTRICAL NOTES ON PAGE 7. I ' ' � '!� x}- ALL PLUMBING & ELECTRICAL OPENINGS IN BUILDING ENVELOPE. 2.) H/A UNIT TO BE SIZED AND DESIGNED BY A LICENSED IIA CONTRACTOR AND TO MEET <�,tZ pT . _.. 1 a • t`� ALL REQUIREMENTS OF C.E.C.. GENERAL NOTES: <1 1. VERIFY ALL DIMENSIONS, NOTJES, AND VIEWS IN FIELD. BUILD TO DIMENSIONS IF I 61 - ,'I�'r .Q• ,±' dPG1.l <a�ILV� /i: .J 3.) SHOWERHEADS AND INTR. PLUMBING FIXTURES SHALL BE LOW FLOW TYPE AND DISCREPANCY OCCURS BETWEEN DRAWING AND SCALE. •�17 �,�. 0 f l� >�r (�. _ f A� i CERTIFIED BY C.E.C.. Z.) AT THE JOBSITE, ALL TRUSSES SHALL BEAR A STAMP PER UBC 2343.6 IDENTIFYING THE y 5. �P'"'n d �U'' hltlrs _ I 1J _ vpnohl MANUFACTURER, LOADING CRITERIA, &SPACING. - CABINET & INTERIOR TRIM NOTES: 3. JANICE LEE IS NOT AN ARCgIT1ECT NOR DOES SHE IN ANY WAY REPRESENT HERSELF AS `� �{. 9� t 1.) BASEBOARD HT. TO BE 3 / . DOOR TRIM WIDTH. TO BE 2 /Z . ALL TRIM, SILLS, & AN ARCHITECT OR AN ENGINEER THESE PLANS ARE SUBJECT TO APPROVAL AND ; ,,, s , GST _1 1 BASEBOARD TO HAVE ENAMEL PAINT FINISH. INSPECTION BY THE LOCAL BIJ(1LDING DEPARTMENT. t 1 1 �,' Z _2`+' ><i 3�'3�' 3 1.311 �,'��ti41• tra' %W� .s 1 11 '}' 1. ♦ t) ,� 1,, ZI1 w z r" 2.) SEE OWNERS FOR CABINET WOOD &STYLE SPECIFICATIONS. 3.) KITCHEN BATHROOM & UTILITY CABINETS TO HAVE MELAMINE INTERIORS. ` 4,) ALL SHELVES IN LOWER KITCHEN CABINETS TO BE PULL OUT SHELVES. FOOTAGE Iw1-�G ,.� t`- T 1�•4 rJ 5. CABINETS TO BE DESIGNED TO OWNER'S SPECIFICATIONS & OWNER TO APPROVE SQUAB AUG pA�1t:1r 1 �;I 1� ,,`� '. t RESIDENCE 2057.5 SQ. F7. i� � 1 ; ! 1 IN •• 3n Plti.A4 CABINET DESIGN DRAWINGS BEFORE CONSTRUCTION OF CABINETS BEGINS. FUr-4JAI COVERED' PORCHES :744.5 S4. FT. .. .+ 'i ,, '�' 4 '�}� "�' . �7iD Zai' 'F� .-. -4-L► � ' e" tl 6.) OWNER TO SELECT ALL MOLDINGS. CONTRACTOR TO PRESENT OWNER W/ MOLDli`•r - :: x, t. - �~- - . r �-r . Z-' GARAGE 836 SQ. FT �_ _ SAMPLES FOR APPROVAL BEFORE INSTALLATION. - --w--- " 21"4jl 1 � ,� :s 1 CARPORT &BREEZEWAY 544 SQ. FT. _::: ...: _�:.-�•..._.�,_.-._ •-•• '�. r _' '1 7. o 7.) COUNTERTOPS & 6" BACKSPLASHES TO BE TILE. S.) ALL CLOSET SHELVES & POLES ARE TO BE DESIGNED AS PER OWNER'S 1-D ,� ' SPECIFICATIONS. ' SHOWER DOORS &MIRRORS: 1. ALL MIRROR SIZES & METAL BASE FINISH TO BE ASY IFIED PE B OWNER S C I N YL. ! �� -- - I ly'' i M l t� 11-1 � I�� I.1-(" ..<,...._." • to p 1 •. �ol o _ j r, wb, Ll� �'G r.Ur1 � . I hff,�, a � - .. � • ow L-A 140 1 rM I W-ro Wfi-LL.. r5 � .. Z'.j k-IZYLI �` 1 .i ...r'h`...-..- till. (t 1... `r1117 0 1 �Po 950 115 Ir �i 1x . 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