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Home My WebLink AboutMULT DOCS - 05-00301 - Hill Plaza Building`1C~TY OF REXB UR D ~ (~ ~ ~ [~ l PERMIT # • BUILDING PERMIT AP ATION se complete the entire Application! 19 E MAIN, REXBURG, g~~~j 1 9 2005 I question does not apply fill in NA for non applicable 208-359-3020 X322 PARCEL NUMBER: By (We will provide this for you) SUBDIVISION: UNIT# BLOCK# LOT# (Addressing is based on the information -must be accurate) OWNER: ix~i c~~ °~ P~a~ i-~~ ~ ~ CONTACT PnHONE # PROPERTY ADDRESS: ~~/~ S,,l.~-~ ~~~ f,JPc~- '.KP~,r~Gl PHONE #: Home (,~o~) ~S6 - ~y ~ ~/ Work ( ) Cell ( ) OWNER MAILING ADDRESS: ~Wr`c~~ ~- I~Fbje;a ~I7 ~~ CITY: ,• r STATE: ~, EMAIL FAX zIP: S~3 ~'~i~~ APPLICANT: (If other than owner) (Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) APPLICANT INFORMATION: ADDRESS STATE; PHONE #: Home CITY: ZIP EMAIL Work ( ) Cell FAX CONTRACTOR: MAILING ADDRESS: ~ 1~ c~i~l' ~!~ I'V ~ CITY ur, STATE ~~ ZIP~3~t{z PHONE: Home# ~;"b S~ 4 Work# Cell# 3`~ a ' t l ~~ FJMAIL FAX -~.5~_ `SS-~ t1' How many buildings are located on this property? Did you recently purchase this property? No Yes (If yes give owner's name Is this a lot split? NO YES (Please bring copy of new legal description of property) PROPOSED USE: `f-,`~ (i.e., Single Family Residence, Multi Family, Garage, t/ommercial, Addition, Etc.) APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: under penalty of perjury, I hereby certify that I have read this application and state that the information herein is correct and I sweaz that any information which may hereafter be given by me in heazings before the Planning and Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct. I agree to comply with all City regulations and State laws relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above-mentioned property for inspections purposes. NOTE: The building official may revoke a permit on approval issued under the provisions of the 2000 International Code in cases of any false statement or misrepresentation of fa~cl~in the application or on the plans on which the permit or approval was based. Permit void if not stazted within 180 days. Permit void if work stops for 180 days. „~ ~ ~ „ ~ , /~/~ Signature of"Owner/,~iplicant DAVE Do you prefer ta,~ contacted by fax, email or phone? Circle One WARNING -BUILDING PERMIT MUST BE POSTED ON CONSTRUCTION SITE! Plan fees are non-refundable and are paid in full at the time of application beginning January 1.2005. City of Rezburg's Acceptance of the plan review fee does not constitute plan approval 3 ~,~w,~b CITY QF ~ -~--- __ `$q~~~~ AMERICA'S FAMILY CC?MMUNI°fY 19 E. Main (PO Box 280) Phone: 208-359-3020 x326 Rexburg, Idaho 83440 Fax: 208-359-3024 www.rexburg.org comdevna.rexburg.org Affidavit of Legal Interest Being first duly sworn upon oath, depose and say: -~~~~, ~-~ ;~~c1~ Address __ State (If Applicant is also Owner of Record, skip to B) A. That I am the record owner of the property described on the attached, and I grant my permission to: Name Address to submit the accompanying application pertaining to that property. B. I agree to indemnify, defend and hold Rexburg City and its employees harmless from any claim or liability resulting from any dispute as to the statements contained herin or as to the ownership of the property which is the subject of the application. Dated this ~ ~ ~ day of , 20 G} r Subscribed and sworn to before me the day and year first above written. Notary Public of Idaho Residing at: My commission expires: 2 State of Idaho **Building Permit Fees are due at a of application** **Building Permits are void~u check does not clear** Please complete the ent~ Application! If the question does not apply fill in NA for non applicable NAME PROPERTY ADDRESS SUBDIVISION Dwelling Units: SETBACKS FRONT SIDE SIDE Remodeling Your Building/Home (need Estimate) $ SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building) First Floor Area ~~~( ~ Second floor/loft area Third floor/loft area Shed or Barn Unfinished Basement area Finished basement area Garage area Carport/Deck (30" above g Water Meter Count: Water Meter Size: BACK Permit# Required!!! PLUMBING Plumbing Contractor's Name: ~Ar. ~'lc~>~ Business Name: ~~ ti, ~~+~~~r Address ~ ~~ ~ `y ~~~ ~.,, City ~y~t,~ State Zip ~ 3~ t~~ Contact Phone: ( ) Business Phone: (~o~) ~~ ~~~1~ Email Fax ~~~" ~~~ FIXTURE COUNT (including roughed fixtures) Clothes Washing Machine Dishwasher Floor Drain Garbage Disposal Hot Tub/Spa ~' Sinks (Lavatories, kitchens, bar, mop) Plumbing Estimate $ ~ 1 (Commercial Only) Required! Signature of Licensed Contractor License number Date The City of Rexburg's permit fee schedule is the same as required by the State of Idaho Parcel Acres: Sprinklers Tub/Showers b~ Toilet/Urinal i~ Water Heater Water Softener 4 'Please complete the entire ~iplication! If the question does no~ly fill in NA for non applicable NAME PROPERTY ADDRESS Permit# SUBDIVISION Required!!! M~ ECHANICAL Mechanical Contractor's Name: K~-~~u~, p~~t~ Business Name: I'~-~7~~~ ~~~~~ Address 1. ~,.6 ~ i~1~5~ ~ City State Zip ~3~ ~l Contact Phone: ( ) ~` $~lyl~ Business Phone: ( ) ~` $l~ ~ Email Fax ~ `~~11- Mechanical Estimate $ ~- ~ ~~ (Commercial/Multi Family Only) FIXTURES & APPLL9NCES COUNT (Single Family Dwelling Only) Air Conditioner Bath Fan Vents Range Hood Vents Boiler Cook Stove Vents Decorative Gas Fireplaces Dryer Vents Evaporative Cooler Exhaust or vent ducts Fuel (gas) piping fixtures or appliance outlets Furnace Furnace/Air Conditioner Combo Heat Pump Incinerator Pool Heater Heat (Circle all that apply) as Oil Coal Fireplace 1 ric Space Heater Unit Heater Mechanical Sizing Calculations must be submitted with Plans & Application Point of Delivery must be shown on plans. Signature of Licensed Contractor License number Date Required! The City of Rexburg's permit fee schedule is the same as required by the State of Idaho 5 ' ' 1 • ~~~~, CITY OF ¢~ ~ R.E~BLIR~ q~~0~ AMERICAS FAMILY COMMUNt`fY APPLICATION: "CONSTRUCTION PERMIT" CONSTRUCTION PERMIT #: PERMIT APPROVED: S/ O -APPLICANT INFORMATION: BUSINESS NAME: OFFICE ADDRESS: APPROVED BY: $50.00 FEE P. ~~ PAI D D. Y~J G 1~9 2005 ~~~~ City State Zip OFFICE PHONE NUMBER: ( ) CONTACT PERSON: CELL PHONE # ( ) -LOCATION OF WORK TO BE DONE: STREET ADDRESS WHERE WORK WILL BE DONE: BUSINESS NAME WHERE WORK WILL BE DONE: _ DATES FOR WORK TO BE DONE: CONTACT PERSON: TO PHONE NUMBER: ( 1 CELL # ( ) PLEASE CHECK THE TYPE OF PERMIT(S) YOU ARE APPLYING FOR: ^ AUTOMATIC FIRE-EXTINGUISHING SYSTEMS ^ COMPRESSED GASES ^ FIRE ALARM AND DETECTION SYSTEMS AND RELATED EQUIPMENT ^ FIRE PUMPS AND RELATED EQUIPMENT ^ FLAMMABLE AND COMMBUSTIBLE LIQUIDS ^ HAZARDOUS MATERIALS ^ INDUSTRIAL OVENS ^ LP-GAS ^ PRIVATE FIRE HYDRANTS ^ SPRAYING OR DIPPING ^ STANDPIPE SYSTEMS ^ TEMPORARY MEMBRANE STRUCTURES, TENTS, AND CANOPIES APPLICANTS SIGNATURE DATE 6 SUBCONTRACTOR LIST Excavation & Earthwork: ~Ac~'"C.v Concrete: ~~~ k~~•~~- Masonry: D~v~~.~.\ ~V~vt;S Roofing: ~;:• ~ur.- Insulation: C~111,1L Drywall: Painting: ~c.~•~~"r1S pw ~.~-+~ Floor ` Coverings: ~ I45rt ~-~-~,~t~°~a~~ Plumbing:_ ~~~~'~kj Ply Heating: P~~,r Electrical: ~ y~r~°~~5c>r- ~.~ni, Special Construction (Manufacturer or Supplier) Roof Trusses: ~'I~L t,~~ ~ G~ ~'~~ ~~~,~ Ivws' Floor/Ceiling Joists: yt~1~1r1.C. ~~" Siding/Exterior Trim: I~JU ~~.t.( Other: 7 ~ ~ Design Intelligence, LLC Engineering Calculations Summary D ~~ Date: August 2, 2005 q ~0~ Subject: Hill Plaza, Rexburg, Madison County, Idaho B ~~1 ~ ~~ y coos ; ~ Customer: Regina Hill ,~! `~= Abstract i. This analysis uses the Design Criteria required by the local jurisdiction and the IBC 2003 as the basis for the calculations. Materials: Dimensional Lumber - NDS 1997 design values Concrete: 2500 psi @ 28 days Reinforcing Steel - #4 and smaller Grade 40, #5 and larger Grade 60 Assumptions: IBC 2003 -Foundations designed for Max Brg Pressure of 1500 psf Design Loads: Roof Live Load (min) - 20 psf during construction Ground Snow load = 50 psf, Roof Snow load= 30 psf Snow Load Importance Factor - 1.0 Snow Exposure Factor - 0.9 Wind = 90 mph, Exposure B Wind Importance Factor - 1.0 Wind Exposure = B C,1STE~+ ~ ~~ 4465 Seismic Design Category - D 1 Seismic Use Group - 1 References: IBC 2003 Customer Drawings TrusJoist MacMillian Design Guides Summary: All beam sizes and footing sizes are noted on the drawings. ~~~ ~~ it d ~' These calculations and included details are for this location and customer only and not to be reused in any manner without the written consent of Design Intelligence. Designed By • Scott Spauldin , P Checked By: Date: Date: Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 • HILL PLAZA BLDG • REXBURG, MADISON COUNTY, IDAHO Design Parameters Snow Load: 30 psf Snow Loads Rise Run Reduction Use Roof Pitch 3 12 0.0 psf 30.0 psf Roof Pitch 4 12 0.0 psf 30.0 psf Roof Pitch 6 12 1.6 psf 28.4 psf Roof Pitch 7 12 2.6 psf 27.4 psf Roof Pitch 8 12 3.4 psf 26.6 psf Roof Pitch 10 12 5.0 psf 25.0 psf Roof Pitch 12 12 6.3 psf 23.8 psf Wind Design Wind Speed 90 mph Importance Factor 1 Exposure B Simplified Method Section 1609.6 Applicable loads are shown in bold letters. Horizontal Loa ds End Zone Interior Zone Transverse Wall Roof Wall Roof < 5:12 12.8 -6.7 8.5 -4 5:12 17.8 -4.7 11.9 -2.6 > 5:12 14.4 9.9 11.5 7.9 Longitudinal 12.8 -6.7 8.5 -4 _ Vertical Loads End Zone Interior Zon e Winward Overhang Transverse Windward Leeward Windward Leeward End Zone Interior Zon e Roof Roof Roof Roof < 5:12 -15.4 -8.8 -10.7 -6.8 -21.6 -16.9 _ 5:12 -15.4 -10.7 -10.7 -8.1 __ -21.6 -16.9 > 5:12 5.6 -8.8 4.8 -7.5 __ -5.1 -5.8 Longitudinal -15.4 -8.8 -10.7 -6.8 -21.6 -16.9 Maximum Horiz ontal Wall Loads Transverse Zone _ 1E 4E 1 4 < 5:12 9.8 -7.5 7.2 _ -5.8 - -- 5:12 12.1 _ -10.1 8.8 -7.5 > 5:1 2 1 0.7 -8.1 9.1 -6.8 8/2/2005 Page 1 Design Intelligence, LLC • HILL PLAZA BLDG • 8/2/2005 3685 W Hwy 33 REXBURG, MADISON COUNTY, IDAHO Rexburg, Idaho 83440 Longitudinal 9.8 -7.5 7.2 -5.8 Component an d Cladding Design Wind Pressu res -Table 1609.6.2.1(2 ) Roof Zone Area < 5:12 5:12 > 5:12 1 10 10 -14.6 10 -13.3 13.3 -14.6 1 20 10 -14.2 10 -13 13 -13.8 1 50 10 -13.7 10 -12.5 12.5 -12.8 1 100 10 -13.3 10 -12.1 12.1 -12.1 2 10 10 -24.4 10 -28.2 13.3 -17 2 20 10 -21.8 10 -25.6 13 -16.3 _ 2 50 10 -18.4 10 -22.1 12.5 -15.3 2 100 10 -15.8 10 -19.5 12.1 -14.6 3 10 10 -36.8 10 -28.2 13.3 -17 3 20 10 -30.5 10 -25.6 13 -16.3 3 50 10 -22.1 10 -22.1 12.5 -15.3 3 100 10 -15.8 10 -19.5 12.1 -14.6 Wall 4 10 14.6 -15.8 4 20 13.9 -15.1 4 50 13 -14.3 4 100 12.4 -13.6 5 10 14.6 -19.5 5 20 13.9 -18.2 5 50 13 -16.5 5 100 12.4 -15.1 Roof Overhang Component and Clad ding Desi gn Wind Pr essures -Ta ble 1609.6 .2.1(3) Zone Area < 5:12 5:12 > 5:12 2 10 -21 -27.2 -24.7 2 20 -20.6 -27.2 -24 2 50 -20.1 -27.2 -23 2 100 -19.8 -27.2 -22.2 3 10 -34.6 -45.7 -24.7 3 20 -27.1 -40.5 -24 3 50 -17.3 -33.6 -23 3 100 -10 -28.4 -22.2 1609.6.2.1(4) Height and Ex posure Adjustment Co efficient = 1 _ --f i Page 2 Design Intelligence, LLC • HILL PLAZA BLDG • 8/2/2005 3685 W Hwy 33 REXBURG, MADISON COUNTY, IDAHO Rexburg, Idaho 83440 Seismic Reference Code -IBC 2003 Values for Ss, S1, Fa and Fv are taken from Code Control CD using Zip Code 1615.1.2.(1) Fa 1615.1.2(2) Fv 1615.1 Ss 1.235 g 1615.1 SI 0.646 g Fa Fv Site Class A -Hard Rock 0.8 0.8 Site Class B -Dense Soil or Soft Rock 1 1 Site Class C -Stiff Soil Site Class D -Soft Soil 1.2 1.7 1.01 1.59 Site Class A B C D- 1615.1.2 SMS = FaSs 0.988 1.235 1.482 1:24735 1615.1.2 SM 1 = FvS 1 0.5168 0.646 1.0982 1.02714 Design Spectral Resp Accel 1615.1.3 SDS = 2/3*SMS 0.66196 0.82745 0.99294 0.835725 SDI = 2/3"SMI 0.346256 0.43282 0.735794 0.688184. 1616.2 Seismic Use Group 1616.3 Seismic Design Category Group I -Non-Essential Table 1616.3(1) D Table 1616.3(2) D Seismic Response Coefficient 1617.6 (Table 1617.6) Response Modification Factor R = 6 1616.2 (Table 1604.5) Occupancy Importance Factor I = 1 Basic Fundamental Period Ct Steel Moment Resisting Frame 0.035 Reinforced Concrete Moment Resisting Frame 0.03 All Other Building Systems 0.02 Building Height 27 ft Table 1617 .4.2 Cu = 1.2 Approximate Fundamental Period _ Ta = Ct*hn^3/4 = 0.28 sec Rigid Bldg Site Class A B C D Cs =SDS/(R/I) = 0.1103 0.1379 0.1655 0.1393 Max Cs =SDI/(R/I)T = 0.0164 0.0205 0.0349 0.0326 Min Cs = 0.044SDS"I = 0.0291 0.0364 0.0437 0.0368 Design Seismic Response Coefficient ~ Page 3 Design Intelligence, LLC • HILL PLAZA BLDG ~ 8/2/2005 3685 W Hwy 33 REXBURG, MADISON COUNTY, IDAHO Rexburg. Idaho 83440 Site Class A B C D Cs = 0.0291 0.0364 0.0437 0.0368 1617.4.1 Equiv Lateral Force Method V = CsW = 0.0368 W 1617.5.1 Simplified Approach V = 1.2*(SDS/R)*W = 0.16714 W Determine Method of Seismic Analys is Light Framing Construction Criteria 2308.2.1 Building stories 2 stories YES 2308.2.2 Bearing wall floor to floor heig ht 9 ft YES 2308.2.3.1 Average DL 15 psf YES 2308.2.3.2 Floor Live Loads 40 psf YES 2308.2.3.3 Ground Snow Load 115 psf NO 2308.2.4 Wind speed 90 mph YES 2308.2.5 Truss Span 28 ft YES 1616.6.1 Simplified Analysis Requirements 1. Does Building meet light frame construction criteria ? NO 2. Is building of any other construction with flexible diaphragms at every level as defined in section 1602 ? YES Buildin ma use Simplified Anal sis Method Page 4 Design Intelligence, LLC • HILL PLAZA BLDG ~ 8/2/2005 3685 W Hwy 33 REXBURG, MADISON COUNTY, IDAHO Rexburg. Idaho 83440 Type Fb psi Fv psi E psi STEEL 24000 14400 29000000 LVL 2600 285 1900000 LSL 1700 400 1300000 PARALM 2900 290 2000000 GLB 2400 190 1800000 D F 1300 95 1900000 Beam 1 Roof Carri er Type Fb psi Fv psi E psi LVL 2600 285 1900000 _ Span = 6 ft Tributary Area = 8 ft Loads Point Load = 0 Ibs Snow 30 psf Uniform Load = 240 Ibs/ft Live Load O psf 0 Ibs/ft Dead Load 15 psf 120 Ibs/ft Moment Live Load Moment = 1080 Ib-ft = 12960 Ib-in Dead Load Moment = 540 Ib-ft = 6480 Ib-in Section Modulus Required = 7.48 in3 Section Width = 1.75 in. Section Depth = 11.875 in. Section Modulus Provided = 41.1 in3 OK Moment of Ineritia Provided = 244.2 in4 Deflection Live Load = 0.02 in. U360 0.20 in. OK Dead Load = 0.01 in. Total = 0.02 in. L/240 0.3 in. OK Horizontal Shear fv = 78 psi OK FV = 327.75 psi Allowable Reaction = 1080 Ibs Use 1.75 X 11.875 LVL Page 1 Design Intelligence, LLC • HILL PLAZA BLDG • 8/2/2005 3685 W Hwy 33 REXBURG, MADISON COUNTY, IDAHO Rexburg. Idaho 83440 Type Fb psi Fv psi E psi _ STEEL 24000 14400 29000000 LVL 2600 285 1900000 LSL 1700 400 1300000 PARALM 2900 290 2000000 _ GLB 2400 190 1800000 DF 1300 95 1900000 Beam 2 Roof Carri er Type Fb psi Fv psi E psi LVL 2600 285 1900000 Span = 13 ft Tributa ry Area = 5 ft Loads Point Load = 0 Ibs Snow 30 psf Uniform Load = 150 Ibs/ft Live Load 0 psf 0 Ibs/ft Dead Load 15 psf 75 Ibs/ft Moment Live Load Moment = 3169 Ib-ft = 38025 Ib-in Dead Load Moment = 1584 Ib-ft = 19013 Ib-in Section Modulus Required = 21.94 in3 Section Width = 1.75 in. Section Depth = 11.875 in. Section Modulus Provided = 41.1 in3 OK Moment of Ineritia Provided = 244.2 in4 Deflection Live Load = 0.21 in. L/360 0.43 in. OK Dead Load = 0.10 in. Total = 0.31 in. L/240 0.65 in. OK Horizontal Shear fv = 106 psi OK ~ _ FV = 327.75 psi Allowable Reaction = _ 1462.5 Ibs - -- Use _ --- 1.75 X 11.875 ~ LVL Page 2 Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 • HILL PLAZA BLDG REXBURG, MADISON COUNTY, IDAHO Type Fb psi Fv psi E psi STEEL 24000 14400 29000000 LVL 2600 285 1900000 LSL 1700 400 1300000 PARALM 2900 290 2000000 GLB 2400 190 1800000 DF 1300 95 1900000 Beam 3 Door Head er/Truss C arrier Type Fb psi Fv psi E psi DF 1300 95 1900000 Span = 6 ft Tributary Area = 12 ft Loads Point Load = 0 Ibs Snow 30 psf Uniform Load = 360 Ibs/ft Live Load 0 psf 0 Ibs/ft Dead Load 15 psf 180 Ibs/ft Moment Live Load Moment = 1620 Ib-ft = 19440 Ib-in Dead Load Moment = 810 Ib-ft = 9720 Ib-in Section Modulus Required = 22.43 in3 Section Width = 3 in. Section Depth = 9.25 in. Section Modulus Provided = 42.8 in3 OK Moment of Ineritia Provided = 197.9 in4 Deflection Live Load = 0.03 in. U360 0.20 in. OK Dead Load = 0.01 in. Total = 0.04 in. L/240 0.3 in. OK Horizontal Shear ~ fv = 88 psi OK -- ~_ ; FV = 109.25 psi Allowable Reaction = 1620 Ibs Use 3 X 9.25 DF 8/2/2005 Page 3 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 • HILL PLAZA BLDG REXBURG, MADISON COUNTY, IDAHO 8/2/2005 Foundation Design Allowable Bearing Cap acity 1500 psf Max Roof Span = 36 ft Max Floor Span = 16 ft Snow Load 30 psf Wall Height = 9 ft Floor Live Load 70 psf Stem Wall Height = 4 ft Wall Dead Load 15 psf Stem Wall Width = 8 in. Roof Dead Load 15 psf Brick Dead Load 0 psf Floor Dead Load 15 psf Exterior Bearing Walls - F 1 Proposed Footing Roof Loads 810 Ibs/ft Width 20 in Floor Loads 680 Ibs/ft Depth 10 in Wall Load 135 Ibs/ft Stem Wall Load 400 Ibs/ft Footing Load 208 Ibs/ft Total 2233 Ibs/ft Bearing Pressure = 1340 psf OK Reinforcing Requirements Min Reinforcing Factors Footing 0.002 Stem Wall Vertical 0.0012 Horizontal 0.002 Reinforcing Bar #4 0.2 in"in Footing Continuous Reinforcin g Count 2 bars Stem Wall Continuous Reinforcing Count 4 bars Vertical -Reinforcing Spacing 18 _ in. Page 1 Design Intelligence, LLC 135 East Main, Suite A Rexburg. Idaho 83440 • HILL PLAZA BLDG • REXBURG, MADISON COUNTY, IDAHO 8/2/2005 Foundation Design Allowable Bearing Cap acity 1500 psf Max Roof Span = 0 ft Max Floor Span = 16 ft Snow Load 30 psf Wall Height = 9 ft Floor Live Load 70 psf Stem Wall Height = 4 ft Wall Dead Load 15 psf Stem Wall Width = 8 in. Roof Dead Load 15 psf Brick Dead Load 0 psf Floor Dead Load 15 psf Interior Bearing W alls - F2 Proposed Footing Roof Loads 0 Ibs/ft Width 16 in Floor Loads 680 Ibs/ft Depth 8 in Wall Load 135 Ibs/ft Stem Wall Load 400 Ibs/ft Footing Load 133 Ibs/ft Total 1348 Ibs/ft Bearing Pressure = 1011 psf OK Reinforcing Requirements Min Reinforcing Factors Footing 0.002 Stem Wall Vertical 0.0012 Horizontal 0.002 Reinforcing Bar #4 0.2 in*in Footing Continuous Reinforcin g Count 1 bars Stem Wall Continuous Reinforcing Count 4 bars Vertical - Reinforcin Spacing _ 18 in. Page 2 Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 • HILL PLAZA BLDG REXBURG, MADISON COUNTY, IDAHO 8/2/2005 Spread Footing Design Values Allowable Soil Bearing Pressure = 1500 psf Min Reinforcing Factor = 0.002 Concrete Strength @ 28 days 3000 psi Steel Reinforcing (fy ) = 40000 psi Footing - F3 Description Vertical Moment Loads 7000 Ibs 0 ft-Ibs 1 L =Length 2.5 ft B =Width 2.5 ft Weight 937.5 Ibs Thickness 1 ft V = 7937.5 Ibs e = M/V 0.0000 Qmax = V/BL(1+6e/L) = 1270 psf Qmin = V/BL(1-6e/L) = 1270 psf Reinforc ing for Long Direction Use 2.5 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcin g = 0.72 in*in Rebar Size = #4 Area = 0.2 in*in Use 4 #4 8.00 in O.C. Reinforc ing for Short Direction Use 2.5 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcin g = 0.72 in*in Rebar Size = #4 Area = 0.2 in*in Use 4 #4 8.00 in. O.C. Page 1 Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 • HILL PLAZA BLDG REXBURG, MADISON COUNTY, IDAHO Shear Wall Ana lysis -Short Wall Wind Load = 22 psf Roof Height = 10 ft Wall Height = 9 ft Length of Long Wall = 25 ft Area at Mid Height of W all = 363 ft^2 Wind Force = 7975 Ibs Shear Wall Length 32 ft Shear/ft in Wall @ Mid Height 249 Ibs/ft Provide 1/2" APA rated sheathing with 8d nails at 5" o. c. @ pane l edges and 12" o.c. in the field. Blockin g is required. Seismic Analysis Seismic Multiplier = 0.167 Width Length Load Weight Roof Dead Load 34 32 23 25024 Ibs (includes snow) Long Wall Length 25 ft Short Wall Length 32 ft Height Length Load Weight Wall Dead Load 9 114 15 7695 Ibs Seismic Force @ Mid Height of Wall 5464 Ibs Shear Wall Length 32 ft Shear per ft in Wall @ Mid Height 171 Ibs/ft OK Provide 1/2" APA rated sheathing with 8d nails at 5" o.c. @ pane l edges and 12" o.c. in the field. Blocking is required. 8/2/2005 Page 1 ~~ ~J~~rj~f • Main Floor Joists -A °Wet'tr`h'/aeuser Business n n TJ-Bearn® 6.16 Serial Number: 7003007413 11 7/8 TJ I® 210 @ 16 o/c User: 2 8/2/2005 9:20:45 AM Pagel Engine Version: 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ^, , z^ b ,t8. 1 Pro~iuet f)iagrarn is Cor~+cptul. LOADS: Analysis is for a Joist Member. Primary Load Group -Office Bldgs -Offices (psf): 50.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition SUPPORTS: Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.25" 533 / 373 / 0 / 907 2 Stud wall 3.50" 2.25" 533 / 373 / 0 / 907 Detail Other A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® -See TJ SPECIFIER'S /BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1000 1000 1655 Passed (60%) Rt. end Span 1 under Safe loading Vertical Reaction (Ibs) 995 995 1110 Passed (90%) Bearing 2 under Safe loading Moment (Ft-Lbs) 3440 3440 3620 Passed (95%) MID Span 1 under Floor loading Live Load Defl (in) 0.288 0.390 Passed (U649) MID Span 1 under Floor loading Total Load Defl (in) 0.489 0.779 Passed (U382) MID Span 1 under Floor loading TJPro 42 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U480,TL:U240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling -None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.39 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Hill Plaza Building Rexburg, Madison County, Idaho OPERATOR INFORMATION: Scott Spaulding Design Intelligence, LLC 3685 West Hwy 33 Rexburg, Idaho 83440 Phone :208-359-1461 Fax :208-359-0740 designintel@msn.com Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam° are registered trademarks of Trus Joist. e-I Joist'", Pro'" and TJ-Pro'" are trademarks of Trus Joist. ~~ 'rJ~i~~ ~ • Main Floor Joists -A~Keyerhaeuser i$t5iness n ~~ TJ-Beam 6.16 Serial Number: 7003007413 11 7/8 TJ I® 210 @ 16 o/e User: 2 8/2/2005 9:20:46 AM Paget Engine Version: 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 15' 7.00" Max. Vertical Reaction Total (lbs) 907 907 Max. Vertical Reaction Live (lbs) 533 533 Selected Bearing Length (in) 2.25(W) 2.25 (W) Max. Unbraced Length (in) 39 Loading on all spans, LDF = 0.90 1.0 Dead Design Shear (lbs) 360 -360 Max Shear (lbs) 364 -364 Member Reaction (lbs) 364 364 Support Reaction (lbs) 373 373 Moment (Ft-Lbs) 1417 Loading on all spans, LDF = 1.00 1.0 Dead + 1.0 Floor Design Shear (lbs) 874 -874 Max Shear (lbs) 883 -883 Member Reaction (lbs) 883 883 Support Reaction (lbs) 907 907 Moment (Ft-Lbs) 3440 Live Deflection (in) 0.288 Total Deflection (in) 0.489 PROJECT INFORMATION: Hill Plaza Building Rexburg, Madison County, Idaho OPERATOR INFORMATION: Scott Spaulding Design Intelligence, LLC 3685 West Hwy 33 Rexburg,ldaho 83440 Phone :208-359-1461 Fax :208-359-0740 designintel@msn.com Copyright ° 2004 by Trus Joist, a Weyerhaeuser Business TJI° and TJ-Beam° are registered trademarks of Trus Joist. e-I Joist "', Pro"' and TJ-Pro"' are trademarks of Trus Joist. FRANKLIN TRUSS To: D@IIV@ LISt 515 WEST MAIN ST JEROME , ID 83338 Job Number: Phone: (208)324-8161 Fax: (208)324-6973 Page: 1 50 AM 9 : Date: 08-29-2005 - 10:1 Project: Block No: Project ID: 89M6 Model: Lot No: Contact Site: Office: DeIIVer TO: Account No: BOB VVHILLOCK Designer: Name: MARTY BLASER Salesperson: Phone: HILL PLAZA BLDG. Quote Number: REXBURG Tentativ e elive Date: Profile: Qty: Truss Id: Span: Truss Type pitch LOH ROH Load By: ~2) 2_p~y 4 - 3 -15 4 Al 32-0-0 RooFTRUSS s.oo 2-0-0 0-0-0 156 lbs. each 1 Row Lat Brace 0.00 10-8-1 2 A10 30 -9 -9 RooFTRUSS s.oo 2-0-0 0-0-0 165 lbs. each 3 Rows Lat Bra 0.00 10-8-1 2 A11 28 - 9 - 9 RooF TRUSS s.oo 2 - o - o o - o - o 153 lbs. each 4 Rows Lat Bra 0.00 10-8-1 1 A12 30 -1 -1 RooF TRUSS s.oo 2 - o - o o - o - o 162 lbs. each 4 Rows Lat Bra 0.00 10-8-1 1 A13 32 -1 -1 ROOF TRUSS s.oo 2 - o - o o - o - o 167 lbs. each 2 Rows Lat Brac 0.00 10-8-1 1 A14 34 -1 -1 RooF TRUSS s.oo 2 - o - o o - o - o 172 lbs. each 2 Rows Lat Bra 0.00 10-8-1 1 A15 36 -1 -1 RooF TRUSS s.oo 2 - o - o o - o - o 182 lbs. each 3 Rows Lat Brac 0.00 ~ O 5 A16 37 - 6 - 0 RooF TRUSS s.oo z - o - o o - o - o ^-• O 176 lbs. each 2 Rows Lat Bra 0.00 "'O O (1) 2-Ply 4 - 3 -15 C~J 2 A17 37-6-0 RooFTRUSS s.oo 2-0-0 0-0-o N O 177 lbs. each 0.00 ¢j 5-3-15 1 A18 37 - 6 - 0 RooF TRUSS s.oo 2 - o - o o - o - o 159 lbs. each 1 Row Lat Brace 0.00 6-3-15 1 A19 37 -6 -0 RooFTRUSS s.oo 2-0-0 0-0-0 170 lbs. each 0.00 5-3-15 2 A2 32-0-0 ROOF TRUSS 6.00 2-0-0 0-0-0 151 lbs. each 1 Row Lat Brace 0.00 7-3-15 1 A20 37-6-0 ROOF TRUSS 6.00 2-0-0 0-0-0 179 lbs. each 0.00 8-3-15 1 A21 37 - 6 - 0 RooF TRUSS s.oo 2 - o - o o - o - o 178 lbs. each 2 Rows Lat Brac 0.00 9-3-15 1 A22 37 - 6 - 0 RooF TRUSS s.oo 2 - o - o o - o - o 177 lbs. each 3 Rows Lat Brac 0.00 10-3-1 1 A23 37 - 6 - 0 RooF TRUSS s.oo z - o - o o - o - o 196 lbs. each 3 Roves Lat Bra 0.00 6-3-15 2 A3 32 - 0 - 0 RooF TRUSS s.oo z - o - o o - o - o 157 Ibs, each 1 Row Lat Brace 0.00 7-3-15 2 A4 32-0-0 ROOF TRUSS 6.00 2-0-0 0-0-0 164 Ibs. each 2 Rows Lat Bra 0.00 8-3-15 2 A5 32 -0 -0 ROOF TRUSS 6.00 2-0-0 0-0-0 168 Ibs. each 3 Rows Lat Bra 0.00 9-3-15 2 A6 32-0-0 ROOF TRUSS 6.00 2-0-0 0-0-0 B 0 00 172 Ibs. each 3 Rows Lat rac . FRANKLIN TRUSS To: Delive LISt 515 WEST MAIN ST JEROME , ID 83338 Job Number: Phone: (208)324-8161 Fax: X20 8)324-6973 Page: 2 19 51 AM Date: : 08-29-2005 - 10: Project: Block No: Project ID: 89M6 Model: L ot No: Contact Site: Office: DeIIVer TO: Account No: B WHILLOCK Designer: BO Name: MARTY BLASER Salesperson: Phone: HILL PLAZA BLDG. Quote Number: REXBURG Tentati a Deli a Da e: Profile: Qty: Truss Id: Span: Truss Type pitch LOH ROH Load By: 10-3-1 2 A7 32-0-0 ROOF TRUSS 6.00 2-0-0 0-0-0 186 lbs. each 6 Rows Lat Brac 0.00 10-8-1 c5-10-8 18 A8 37 - 7 -12 RooF TRUSS s.oo 2 - o - 0 2 - o - o 186 lbs. each 2 Rows Lat Brac 0.00 10-8-1 24 A9 32 - 0 - 0 RooF TRUSS s.oo 2 - o - o o - o - o 166 lbs. each 2 Rows Lat Brac 0.00 5-5-1 c2-0-0 c2-0-0 5 B 1 16 - 3- 8 RooF TRUSS s.oo o- o- o o- o- o 105 lbs. each 0.00 5-5-1 c2-0-0 c2-0-0 15 B2 16-3-8 RooFTRUSS s.oo o-o-o o-o-o 83 lbs. each 0.00 5-9-2 c2-0-0 c2-0-0 1 C1 17 -8 -8 ROOF TRUSS 6.00 0-0-0 0-0-0 114 lbs. each 0.00 5-9-2 c2-0-0 c2-0-0 8 C2 17 -8 -8 ROOF TRUSS 6.00 0-0-0 0-0-0 90 lbs. each 0.00 4-3-15 44 EJ1 6-0-0 MONO TRUSS 6.00 2-0-0 0-0-0 ~/" _ 24 lbs. each 0.00 14-2-1 6 HF 12 -9 -0 MONO TRUSS 13.40 2-0-0 0-0-0 119 lbs. each 4 Rows Lat Bra 0.00 4-3-7 5 HR1 8-5-1 ROOF TRUSS 4.24 2-9-15 0-0-0 38 lbs. each 0.00 2-3-12 10 J 1 1 -11 -11 RooF TRUSS s.oo 2- o- o o- o- o 8 lbs. each 0.00 /~ 3-3-12 /~// 10 J2 3 -11 -11 RooF TRUSS s.oo 2 - o - o o - o - o G " 14 lbs. each 0.00 Above listed items have been designed to plans and or jobsite conditions. (exceptions listed to right). Received by: Date: Thank You for your Business. MARtY BLASER HILL PLAZA 6LDG. POG8GM6 Job Truss Truss Type Qty Ply 89M6 Al ROOF TRUSS 2 Job Reference o tional FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:08:37 2005 Page 1 3 3-4 , 6-0-0 , 11-1-9 , 16-3-1 , 21-4-10 , 26-6-3 , 31-7-11 2 -0 0 32rQ-0 ~ I 2-0-0 3-3-4 2-8-12 5-1-9 5-1-9 5-1-9 5-1-9 5-1-9 0-413 Scale = 1:65.1 6x6 = 4x8 = 6.00 12 2x4 I I 3x5 = 2x4 I I 3x5 = 4x8 = 4 5 6 7 8 9 10 3x5 ~ c~ 3 4 W 8 W1 1 W1 2 v N N T 2 ' M c%> 2 M `~ 1 0 4x6 = 19 18 17 16 15 14 13 12 11 2x4 l I 3x5 = 4x8 =4x12 MT18H=4x12 MT18H= 4x8 = 4x8 = 3x5 I I 2x4 I I 3-3-4 6-0-0 11-1-9 16-3-1 21-4-10 26-6-3 32-0-0 3-3-4 2-8-12 5-1-9 5-1-9 5-1-9 5-1-9 5-5-13 Plate Offsets X Y : 4:0-3-6,Ed e , 10:0-48,0-2-0 , 12:0-3-8 0-2-0 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.75 Vert(LL) -0.3413-15 >999 360 MT20 2201195 TCDL 8.0 Lumber Increase 1.10 BC 0.83 Vert(TL) -0.58 13-15 >657 180 MT18H 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.12 11 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 312 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 5-0-1 oc purlins, except BOT CHORD 2 X 4 DF No.1 &Btr end verticals. WEBS 2 X 4 DF Stud/Std 'Except' BOT CHORD Rigid ceiling directly applied or 9-6-11 oc bracing. W12 2 X 4 DF Stud, EV2 2 X 4 DF Stud WEBS 1 Row at midpt 10.11 REACTIONS (Ib/size) 2=3165/0-5-8, 11=3071/0-5-8 Max Horz2=145(load case 4) Max Uplift2=-744(load case 4), 11=-837(load case 4) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-5608/1402, 3-4=-5789/1531, 45=-7704!2089, 5-6=-7703/2088, 6-7=-7448/2039, 7-8=-744&2039, 8-9=-7448/2039, 9-10=-4757/1317, 10-11=-2677/727 BOT CHORD 2-19=-1322/4834, 18-19=-132214834, 17-18=-1434/5162, 16-17=-2322/8428, 15-16=-2322/8428, 14-15=-2322/8428, 1 3-1 4=-23 221842 8, 12-13=-1321/4757, 11-12=-69/161 WEBS 3-19=-216/121,3-18=-160/551, 4-18=-239/880, 417=-814/3012, 5-17=-276/119, 6-17=-895/239, 6-15=-207/757, 6-13=-1130/308, 8-13=-225/129, 9-13=-846/3104, 9-12=-1742/476, 10-12=1430/5249 NOTES 1) 2-ply truss to be connected together with 0.131'k3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0.9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless othenwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 744 Ib uplift at joint 2 and 837 Ib uplift at joint 11. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Girder carries hip end with 6-0-0 end setback. 12) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4591b down and 1481b up at 6-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. Job Truss Truss Type Qty Ply 89M6 Al ROOF TRUSS 2 Job Reference o tional FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:08:39 2005 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.10, Plate Increase=1.10 Uniform Loads (plf) Vert: 1-4=-86, 410=-43(F=43), 2-18=-16, 11-18=-149(F=-133) Concentrated Loads (Ib) Vert: 18=-459(F) Job Truss Truss Type Qty Ply 89MB A10 ROOF TRUSS 2 1 Job Reference o tional FRANKLIN BUILDING SU PPLY. JEROME. ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:08:43 2005 Page 1 -2-0-0 6-7-10 12-8-12 18-9-14 24-8-0 30-9-9 2-0-0 6-7-10 6-1-2 6-1-2 5-10-2 6-1-10 4x6 = 6.00 12 co ~I 0 Scale = 1 v o~ r~ 3x5 = 3x5 = 3x5 = 4x8 = 2x4 II 3x5 = 8-0-6 15-6-5 24-8-0 30-9-9 8-0-6 7-5-14 9-1-11 6-1-10 LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.80 Vert(LL) -0.1210.12 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.42 Vert(TL) -0.3010.12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.06 9 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 165 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins, BOT CHORD 2 X 4 DF No.1&Btr except end verticals. WEBS 2 X 4 DF Stud/Std *Except* BOT CHORD Rigid ceiling directly applied or 9-2-1 oc bracing. W2 2 X 4 DF No.1 &Btr, W4 2 X 4 DF No.1 &Btr, W5 2 X 4 DF No.1 &BtrWEBS 1 Row at midpt 6-10 EV2 2 X 4 DF Stud 2 Rows at 1/3 pts 8-9 REACTIONS (Ib/size) 2=1756/0-5-8, 9=1544/0-7-12 Max Horz2=247(load case 4) Max Uplift2=-418(load case 5), 9=-240(load case 6) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-2794/492, 3-4=-2567/507, 45=-2448/527, 5-6=-1788/420, 6-7=-1441/399, 7-8=-1437/258, 8-9=-1498/259 BOT CHORD 2-14=-528/2366, 13-14=-339/1802, 12-13=-339/1802, 11-12=-133/1199, 10-11=-133/1199, 9-10=-33/68 WEBS 3-14=-4431228, 5-14=-164/659, 5-12=-793/326, 6-12=-232/916, 6-10=-265/261, 7-10=-555/278, 8-10=-155/1301 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed far a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 418 Ib uplift at joint 2 and 240 Ib uplift at joint 9. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 89MB A11 ROOF TRUSS 2 1 Job Reference o tional FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:08:50 2005 Page 1 I -2-0-0 , 6-7-10 12-8-12 18-9-14 , 23-8-0 28-9-9 , 2-0-0 6-7-10 6-1-2 6-1-2 4-10-2 5-1-10 Scale = 1:59.7 4x6 = 6.00 12 6 3x5 3x5 7 5 T 3x5 ~ 3x5 I I 2x4 ~~ g 4 3 W W3 W CR2 2 ~ 1 0~ M 2 01 4x6 = 12 11 10 9 3x5 = 3x5 = 4x8 = 3x6 = 9-10-6 18-9-14 , 28-9-9 , i 9-10-6 8-11-8 9-11-12 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.75 Vert(LL) -0.16 2-12 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.43 Vert(TL) -0.38 2-12 >895 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.06 9 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 153 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins, BOT CHORD 2 X 4 DF No.1&Btr except end verticals. WEBS 2 X 4 DF No.1 &Btr *Except* BOT CHORD Rigid ceiling directly applied or 9-2-14 oc bracing. W1 2 X 4 DF Stud/Std, W2 2 X 4 DF Stud/Std, EV2 2 X 4 DF Stud WEBS 1 Row at midpt 5-10, 7-9 2 Rows at 1!3 pts 8-9 REACTIONS (Ib/size) 2=1655/0.5-8, 9=1442/0.7-12 Max Horz2=277(load case 4) Max Uplift2=-403(load case 5), 9=-219(load case 5) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-2560!474, 3-4=-2160/402, 45=-2039/422, 5-6=-1255/290, 6-7=-1223/316, 7-8=-148/116, 8-9=-228/123 BOT CHORD 2-12=-513/2162, 11-12=-313/1604, 10-11=-313/1604, 9-10=-91/848 WEBS 3-12=-478/236, 5-12=-79/538, 5-10=-871/319, 6-10=-118/534, 7-10=-28/401, 7-9=-1387/231 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 Ib uplift at joint 2 and 219 Ib uplift at joint 9. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 89MB A12 ROOF TRUSS 1 1 Job Reference o tional .. o~~n .e.r„~ i.,a..~..~e~ i.,.. r,e,.., n,,., ~4 1n~nR~5R 9005 Pane t FRANKLIN BUILDING SUPNLY, JtKUMt, IU. a3xsa ~~~~N -2-0-0 6-7-10 12-8-12 18-9-14 24-3-12 30-1-1 2-0-0 6-7-10 6-1-2 6-1-2 5-5-14 5-9-6 Scale = 1 4x6 = M ~, 0 ao -` ~v 13 1Z 1'I ~u ~ 3x5 = 3x5 = 4x8 = 3x5 = 2x4 II 9.8.3 18-9-14 24-3-12 30-1-1 g_g-0 9-1-11 5-5-14 5-9-6 LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.70 Vert(LL) -0.14 2-13 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.47 Vert(TL) -0.33 2-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.06 9 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 163 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc purlins, BOT CHORD 2 X 4 DF No.1&Btr except end verticals. WEBS 2 X 4 DF Stud/Std 'Except' BOT CHORD Rigid ceiling directly applied or 9-1-8 oc bracing. W3 2 X 4 DF No.1 &Btr, W4 2 X 4 DF No.1 &Btr, W5 2 X 4 DF No.1 &BtrWEBS 1 Row at midpt 5-11, 7-11 EV2 2 X 4 DF Stud 2 Rows at 1/3 pts 8-9 REACTIONS (Ib/size) 2=1720/0-5-8, 9=1508/0-7-12 Max Horz2=258(load case 4) Max Uplift2=-413(load case 5), 9=-230(load case 6) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-2705/492, 3-4=-2320/427, 45=-2200/447, 5-6=-1395/314, 6-7=-1380/340, 7-8=-1289/251, 8-9=-1453/255 BOT CHORD 2-13=-528/2290, 12-13=-332/1729, 11-12=-332/1729, 10-11=-97/1062, 9-10=-33/58 WEBS 3-13=-469/235, 5-13=-78/557, 5-11=-874/316, 6-11=-137/644, 7-11=-116/287, 7-10=-625/140, 8-10=-160/1220 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 Ib uplift at joint 2 and 230 Ib uplift at joint 9. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6.00 12 LOAD CASE(S) Standard Job Truss Truss Type aty Ply 89M6 A13 ROOF TRUSS 1 1 Job Reference o tional ,> .,.,. _ ~ __ ,~ ~,,,.....T..~. ~ .............~ ~.,,. we.... e.... ~o ~mna nn ~nn5 Pane t rnHrvnurv n~iwuv~ o~rru, JCRV rvI C, IV. wu.n~ -2-0-0 6-7-10 12-8-12 18-9-14 25-3-12 32-1-1 2-OA 6-7-10 6-1-2 6-1-2 6-5-14 6-9-& Scale = 1:66. 4x6 = 6.00 12 6 M ~' O 3x5 = 3x5 = 4x8 = 3x5 = 3x5 = r~ 3x5 I I g_g.3 18-9-14 25-3-12 32-1-1 9-8-3 9-1-11 6-5-14 6-9-6 Plate Offsets X,Y : 8:0-3-0,0-1-8 LOADING(psf) TCLL 35.0 SPACING Plates Increase 2-0.0 1.10 CSI TC 0.56 DEFL Vert(LL) in (loc) -0.14 2-14 I/deft >999 Ud 360 PLATES GRIP MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.48 Vert(TL) -0.34 2-14 >999 180 BCLL 0.0 BCDL 8.0 Rep Stress Incr YES Code IRC2003/TPI2002 WB 0.65 (Matrix) Horz(TL) 0.07 9 n/a n/a Weight: 167 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD BOT CHORD 2 X 4 DF No.1&Btr WEBS 2 X 4 DF No.1&Btr *Except* BOT CHORD W1 2 X 4 DF Stud/Std, W2 2 X 4 DF Stud/Std, W6 2 X 4 DF Stud/Std WCR2 2 X 4 DF StudlStd WEBS REACTIONS (Ib/size) 2=1822/0-5-8, 9=1610/0-7-12 Max Horz2=233(load case 5) Max Uplift2=-428(load case 5), 9=-260(load case 6) Structural wood sheathing directly applied or 3-5-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 8-11-0 oc bracing: 2-14. 1 Row at midpt 5-12, 7-12 FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0178, 2-3=-2923/522, 3-4=-2539/458, 45=-2418/478, 5-6=-1620/346, 6-7=-1 63 2136 9, 7-8=-1706/300, 8-9=-1547/287 BOT CHORD 2-14=-554/2484, 13-14=-358/1926, 12-13=-358/1926, 11-12=-144/1416, 10-11=-144/1416, 9-10=-23/121 WEBS 3-14=-466/235, 5-14=-79/554, 5-12=-872/314, 6-12=-158/805, 7-12=-287/180, 7-10=-478/133, 8-10=-175/1412 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.Spsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 428 Ib uplift at joint 2 and 260 Ib uplift at joint 9. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard `*"" - 14 13 12 11 1 u a Job Truss Truss Type Qty Ply 89MB A14 ROOF TRUSS 1 1 - - - - - - -- _ --- .. .-- ---- '- ----- ,. ..... _ ., Job Reference o tional __ .~.........:r_~. ~_~.._•-:__ ~__ ..__ n.... on nn.no.nn onnF o~..e ~ 1'RNlvnufV ou~~tJnvv o~rru, ~~rwrvi~, w. ~.,w~ .,. ..... ., _-~ '. ---...... _.. ...---'..__~ ..._. ... _...._„ __ 34-1-1 -2-0-0 , 6-7-10 , 12-8-12 , 18-9-14 , 26-3-12 _ ~ ~ 2-0-0 6-7-10 6-1-2 6-1-2 7-5-14 7-9-6 Scale = 1:68.1 4x6 = 6.00 12 6 0 IN 8-10-4 18-9-14 26-3-12 34-1-1 8-10-4 9-11-10 7-5-14 7-9-6 Plate Offsets X,Y : 2:0-0.12,0.0-2 , 9:Ed e,0-1-12 LOADING(psf) TCLL 35.0 SPACING 2-0.0 Plates Increase 1.10 CSI TC 0.68 DEFL Vert(LL) in (loc) I/deft -0.17 13-15 >999 L/d 360 PLATES GRIP MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.51 Vert(TL) -0.41 13-15 >982 180 BCLL 0.0 BCDL 8.0 Rep Stress Incr YES Code IRC2003/TPI2002 WB 0.25 (Matrix) Horz(TL) 0.09 10 n/a n/a Weight: 172 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD BOT CHORD 2 X 4 DF No.1 &Btr WEBS 2 X 4 DF No.1&Btr *ExcepY BOT CHORD W1 2 X 4 DF StudlStd, W6 2 X 4 DF Stud/Std WEBS REACTIONS (Ib/size) 2=1 92 410.5-8, 10=1713/0-7-12 Max Horz2=231 (load case 5) Max Uplift2=-441 (load case 5), 10=-289(Ioad case 6) Structural wood sheathing directly applied or 3-4-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 8-9-6 oc bracing: 2-15. 1 Row at midpt 5-13, 7-13 FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-3155/542, 3-4=-2843/513, 45=-2721/533, 5-6=-1848/381, 6-7=-1888/394, 7-8=-2043/379, 8-9=-2215/364, 9-10=-1641/322 BOT CHORD 2-15=-570/2687, 1415=-384/2116, 13-14=-384/2116, 12-13=-209/1853, 11-12=-209/1853, 10.11=-57/258 WEBS 3-15=-443/230, 5-15=-105/615, 5-13=-858/318, 6-13=-173/965, 7-13=-512/242, 7-11=-294/120, 9-11=-194/1643 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 Ib uplift at joint 2 and 289 Ib uplift at joint 10. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 4xo - 15 14 13 12 11 10 3x5 = 3x5 = 4x8 = 3x6 = 3x5 II 3x5 = Job Truss Truss Type Qty Ply 89MB A15 ROOF TRUSS 1 1 Job Reference o tional M A ~o ~n~n4~n7 ~nn5 Dana 1 FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industnes, Inc. on ug -2-0-0 6-7-10 12-8-12 18-9-14 24-5-12 30-1-11 36-1-1 2-0-0 6-7-10 6-1-2 6-1-2 5-7-14 5-7-14 5-11-6 Scale = 1 5x6 = 6.00 12 Myy al O 3x5 = 3x6 = 4x8 = 3x5 = 3x6 = 3x6 = I 9.4.4 18-9-14 26-11-13 36-1-1 g_4~ 9-5-10 8-1-15 9-1-4 Plate Offsets X,Y : 2:0-1-11,Ed e LOADING(pst) TCLL 35.0 TCDL 8.0 BCLL 0.0 BCDL 8.0 SPACING 2-0-0 Plates Increase 1.10 Lumber Increase 1.10 Rep Stress Incr YES Code IRC2003/TPI2002 CSI TC 0.53 BC 0.61 WB 0.64 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft -0.17 1416 >999 -0.391416 >999 0.13 11 n/a Ud 360 180 n/a PLATES GRIP MT20 220/195 Weight: 1831b LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins, except BOT CHORD 2 X 4 DF No.1 &Btr end verticals. WEBS 2 X 4 DF Stud/Std `Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: W3 2 X 4 DF No.1 &Btr, W4 2 X 4 DF No.1 &Btr, WS 2 X 4 DF No.1 &Btr 8-7-5 oc bracing: 2-16. EV2 2 X 4 DF No.1&Btr WEBS 1 Row at midpt 5-14, 7-14, 8-11 REACTIONS (Ib/size) 2=2025/0.5-8, 11=1815/0-7-12 Max Horz2=229(load case 5) Max Uplift2=-453(load case 5), 11=-319(load case 6) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-3363/574, 3-4=-3008/523, 45=-2888/543, 5-6=-2069/421, 6-7=-2058/425, 7-8=-2627/493, 8-9=-564/165, 9-10=-694/155, 10-11=-519/164 BOT CHORD 2-16=-596/2872, 15-16=-406/2321, 14-15=-406/2321, 13-14=-240/2159, 12-13=-240/2159, 11-12=-359/2365 WEBS 3-16=-4521231,5.16=-88/571,5-14=-863/318, 6-14=-215/1235, 7-14=-705/282, 7-12=-63/323, 8-12=-237/190, 8-11=-2211/357 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 453 Ib uplift at joint 2 and 319 Ib uplift at joint 11. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ono - 16 15 14 13 7Z ~~ Job Truss Truss Type ~Y PAY 89M6 A16 ROOF TRUSS 5 1 Job Reference o tional o ,ten - c. ,.. ,~ onnn nn~rol, h.,,,dricc Inr Mnn Aun 79 10.09'10 2005 Paae 1 r hCAIV1~LIIV DVILVIIVV JVf ~Ll, JCRVIVi c, iv. w.. ~.Jv -2-0-0 6-7-10 12-8-12 18-9-14 24-11-0 31-0-2 37-6-0 2-0-0 6-7-10 6-1-2 6-1-2 6-1-2 6-1-2 6-5-14 Scale = 1:71 5x6 = 6.00 12 g 0 3x5 = 3x6 = 4x8 = 3x6 = 3x5 = g_g_3 18-9-14 27-11-9 37-6-0 9-8-3 9-1-11 9-1-11 9-6-7 0 IN 0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.54 Vert(LL) -0.21 13-15 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.65 Vert(TL) -0.42 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.15 10 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 1771b LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 8-5-12 oc bracing. WEBS 2 X 4 DF Stud/Std `Except' WEBS 1 Row at midpt 5-13, 7-13 W3 2 X 4 DF No.1 &Btr, W4 2 X 4 DF No.1 &Btr, W5 2 X 4 DF No.1 &Btr REACTIONS (Ib/size) 2=2093/0-5-8, 10=1883/0-5-8 Max Horz2=228(load case 5) Max Uplift2=-461 (load case 5), 10=-339(load case 6) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-35031595, 3-4=-3123/531, 45=-3002/551, 5-6=-2217/447, 6-7=-2216/441, 7-8=-3004/578, 8-9=-3127/558, 9-10=-3476/624 BOT CHORD 2-15=-613/2997, 1415=-418/2454, 13-14=-418/2454, 1 2-1 3=-27 612 4 53, 11-12=-276/2453, 10-11=-474/2991 WEBS 3-15=-460/233, 5-15=-80/545, 5-13=-865/316, 6-13=-228/1346, 7-13=-867/326, 7-11=-103/557, 9-11=-456/245 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 461 Ib uplift at joint 2 and 339 Ib uplift at joint 10. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard oxo - 15 14 13 12 11 Job 89MB Truss A17 Truss Type ROOF TRUSS QtY 1 PIY Job Reference o tional FRANKLIN BUILDING SU PPLY. JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:09:14 2005 Page 1 -2-0-0 3-3-4 6-0-0 11-2-10 16-3-7 21-45 26-5-2 31-7-12 34-4-8 37-6-0 2-0-0 3-3-4 2-8-12 5-2-10 5-0-14 5-0-14 5-0-14 5-2-10 2-8-12 3-1-8 Scale = 1 m d1 0 17 16 15 ~_ 0 I~ 0 " ~ 14 13 4xn = 22 21 20 19 18 2x4 I I 3x5 = 4x12 MT181-~ 4x12 = 2x4 I I 4x8 = 2x4 I I 4x8 = 2x4 I I 4x12 MT18H= 3-3-4 6-0-0 11-2-10 16-3-7 21-4-5 26-5-2 31-7-12 34-4-8 37-6-0 3-3-4 2-8-12 5-2-10 5-0-14 5-0-14 5-0-14 5-2-10 2-8-12 3-1-8 LOADING(psf) SPACING 2-0-0 CSI TCLL 35.0 Plates Increase 1.10 TC 0.52 TCDL 8.0 Lumber Increase 1.10 BC 0.99 BCLL 0.0 Rep Stress Incr NO WB 0.94 BCDL 8.0 Code IRC2003/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 DF No.1&Btr BOT CHORD 2 X 4 DF SS 'Except 63 2 X 4 DF No.1&Btr WEBS 2 X 4 DF Stud/Std DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.5817-18 >762 360 MT20 220!195 Vert(TL) -0.9917-18 >450 180 MT18H 220/195 Horz(TL) 0.22 12 n/a n/a Weight: 355 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-4-6 oc bracing. REACTIONS (Ib/size) 12=3588/0-5-8, 2=3690/0-5-8 Max Horz2=190(load case 5) Max Uplift12=-883(load case 3), 2=-875(load case 4) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-6664/1664, 3-4=-6915/1809, 45=-9674/2568, 5-6=-9673/2567, 6-7=-11204/2947, 7-8=-1 1 20412947, 8-9=-11204/2947, 9-10=-5755/1473, 10-11=-6525/1667, 11-12=-6541/1631 BOT CHORD 2-22=-1543/5755, 2 1-22=-1 543157 55, 20-21=-1680/6182, 19-20=-3021/11271, 18-19=-3021/11271, 1 7-1 8=-3021 /1 1 271, 16-17=-2487/9464, 15-16=-2487/9464, 14-15=-2487/9464, 13-14=-1408/5638, 12-13=-1408/5638 WEBS 3-22=-247/129, 3-21=-240/666, 4-21=-235/765, 42 0=-1 1 031408 6, 5-20=-287/77, 6-20=-1898/508, 6-18=-203/746, 6-17=-137/46, 8-17=-220/59, 9-17=-573/2070, 9-15=-215/782, 9-14=-4299/1180, 10-14=-690/2627, 11-14=-170/476, 11-13=-68/221 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 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only toads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 883 Ib uplift at joint 12 and 875 Ib uplift at joint 2. 10) This truss is designed in accordance with the 2003 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Girder carries hip end with 6-0-0 end setback. 12) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4591b down and 1481b up at 6-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. Continued on oaae 2 _ 6x6 = 4x8 = 2x4 I I 3x6 = 2x4 I I 4xg = 5x6 = 6.00 12 89M6 A17 ROOF TRUSS 1 Job Reference (optional) FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:09:15 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.10, Plate Increase=1.10 Uniform Loads (plf) Vert: 1-4=-86, 410=-43(F=43), 10-12=-43(F=43), 2-21=-16, 12-21=-149(F=-133) Concentrated Loads (Ib) Vert: 21=-459(F) Job Truss Truss Type Qty Ply 89MB A18 ROOF TRUSS 1 1 Job Reference o tional FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:09:18 2005 Page 1 -2-0-0 , 8-0-0 , 15-3-3 , 22-4-9 , 29-7-12 , 37-6-0 , 2-0-0 8-0-0 7-3-3 7-1-7 7-3-3 7-10-4 Scale = 1:73.7 6x6 = 5x8 = 2x4 I I 3x6 = 4x8 = 6.00 12 3 4 5 6 7 1 W2 W4 6 co T 8 ~ ~ 2 0 n dt 1 Ia 0 d 5x6 = 14 13 12 11 10 g 5x6 = 2x4 I I 3x6 = 2x4 I I 3x5 = 5x8 = 4x12 MT18H= 8-0-0 15-3-3 22-4-9 29-7-12 37-6-0 , r 8-0-0 7-3-3 7-1-7 7-3~ 7-10~ Plate Offsets X,Y : 2:0-1-11,Ed e , :0-40,0-1-1 8:0-0-0,0-1-2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.83 Vert(LL) -0.3911-12 >999 360 MT20 220!195 TCDL 8.0 Lumber Increase 1.10 BC 0.80 Vert(TL) -0.6911-12 >647 180 MT18H 220!195 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.19 8 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 160 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 7-3-8 oc bracing. WEBS 2 X 4 DF Stud/Std *ExcepY WEBS 1 Row at midpt 6-9 W2 2 X 4 DF No.1 &Btr, W4 2 X 4 DF No.1 &Btr, W6 2 X 4 DF No.1 &Btr REACTIONS (Ib/size) 8=1883/0-5-8, 2=209310-5-8 Max Horz2=130(load case 5) Max Uplift8=-306(load case 3), 2=-353(load case 5) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-3525/635, 3-4=-4375/911, 45-4373/909, 5-6=-4373/909, 6-7=-2985/601, 7-8=-3536/636 BOT CHORD 2-14=-556/3010, 13-14=-559/3004, 12-13=-559/3004, 11-12=-844/4366, 10-11=-844/4366, 9-10=-844/4366, 8-9=-504/3016 I I WEBS 3-14=0/294, 3-12=-432/1752, 412=-687/263, 6-12=-77/93, 6-11=0/254, 6-9=-1779/429, 7-9=-124!958 NOTES 1) Unbalanced roof live loads have been considered far this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 306 Ib uplift at joint 8 and 353 Ib uplift at joint 2. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Jab Truss Truss Type Qty Ply 89MB A19 ROOF TRUSS 1 1 Job Reference o tional FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:09:22 2005 Page 1 ~-2-0-0 ~ 5-3-4 , 10-0-0 , 15-10-9 21-9-2 , 27-7-12 , 32-4-8 , 37-6-0 , 2-0-0 5-3-4 4-8-12 5-10-9 5-10-9 5-10-9 4-8-12 5-1-8 Scale = 1:73.7 5x6 = 3x5 = 5x6 = 3x6 = 3x5 = 6.00 12 4 5 6 7 8 2x4 2x4 3 W 4 W 6 9 ~ T N 1 W in 10 co 2 d 0 n 1 1 Ii 0 0 5x6 = 15 14 13 12 11 5x6 = 4x8 = 4x12 MT18H= 4x12 MT181-~ 4x8 = 3x5 = 10-0-0 , 18-9-14 27-7-12 37-6-0 10-0-0 8-9-14 8-9-14 9-10-4 Plate Offsets X,Y : 2:0-1-11,Ed e , 10:0-0-0,0-1-2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.47 Vert(LL) -0.2813-15 >999 360 MT20 220!195 TCDL 8.0 Lumber Increase 1.10 BC 0.62 Vert(TL) -0.51 13-15 >869 180 MT18H 220/195 BOLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.18 10 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 170 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 8-5-7 oc bracing. WEBS 2 X 4 DF Stud/Std `Except` W3 2 X 4 DF No.1 &Btr, W6 2 X 4 DF No.1 &Btr REACTIONS (Ib/size) 10=188310-5-8, 2=2093/0-5-8 Max Horz2=148(load case 5) Max UpIift10=-266(load case 3), 2=-379(load case 5) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-3526/558, 3-4=-3166/533, 45=-2747/503, 5-6=-35261642, 6-7=-3526/642, 7-8=-2745/502, 8-9=-3167/532, 9-10=-3498/557 BOT CHORD 2-15=-511/3025, 1415=-619/3485, 13-14=-619/3485, 12-13=-596/3486, 11-12=-596/3486, 10-11=-444/3014 WEBS 3-15=-299/189, 415=-87/899, 5-15=-1106/301,5-13=-18/176, 7-13=-16/182, 7-11=-1114/298, 8-11=-88/907, 9-11=-291 /214 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 266 Ib uplift at joint 10 and 379 Ib uplift at joint 2. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 89M6 A2 ROOF TRUSS 2 1 Job Reference o tional FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:09:25 2005 Page 1 -2-0-0 8-0-0 15-2-9 22-5-2 29-7-11 32-0-0 2-0-0 8-0-0 7-2-9 7-2-9 7-2-9 2-4-4 Scale: 3/16"=1' 6x6 = 2x4 I I 3x5 = 4x8 = 4x6 = 6.00 12 3 4 5 6 7 4x6 8 W2 W4 6 ~ T 2 c5 N ~{' ~,.~ 2 M 01 4x6 = 15 14 13 12 11 10 9 2x4 I I 3x5 = 4x6 = 2x4 I I 4x8 = 2x4 I I 4x8 = 8-0-0 15-2-9 22-5-2 29-7-11 32-0-0 8-0-0 7-2-9 7-2-9 7-2-9 2-4-4 LOADING(pst) SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.65 Vert(LL) -0.22 11-13 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.54 Vert(TL) -0.3911-13 >970 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.11 9 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 152 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, BOT CHORD 2 X 4 DF No.1&Btr except end verticals. WEBS 2 X 4 DF Stud/Std *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W2 2 X 4 DF No.1 &Btr, W4 2 X 4 DF No.1 &Btr, W6 2 X 4 DF No.1 &BtrWEBS 1 Row at midpt 6-10 REACTIONS (Ib/size) 2=1817/0-5-8, 9=1 60610.5-8 Max Horz2=158(load case 4) Max Uplift2=-334(load case 5), 9=-313(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-2922/533, 3-4=-3316/733, 45=-3313/732, 5-6=-3313!732, 6-7=-880!228 7-8=-945/217 8-9=-1610/310 , , BOT CHORD 2-15=-551/2472, 1415=-554/2467, 13-14=-554/2467, 12-13=-663/2822 11-12=-663/2822 10.11=-663/2822 , , , 9-10=-22/35 WEBS 3-15=0/294, 3-13=-326/1177, 413=-672/261, 6-13=-123/570, 6-11=0/270, 6-10=-2216/507, 7-10=-135/115, 8-10=-331 /1521 NOTES 1) Unbalanced roof live loads have been considered far this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.Spsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 334 Ib uplift at joint 2 and 313 Ib uplift at joint 9. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Piy 89MB A20 ROOF TRUSS 1 1 Job Reference o tional FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:09:28 2005 Page 1 -2-0-0 6-3-4 12-0-0 18-9-14 25-7-12 31-4-8 37-6-0 2-0-0 6-3-4 5-8-12 6-9-14 6-9-14 5-8-12 6-1-8 Scale = 1:73.7 6x6 = 2x4 I I 6x6 = 4 5 6 6.00 12 3x5 ~ 3x5 3 W4 W6 3 ao T W8 ~ 1 2 8 M 2 0 d11 to 0 5x6 = 15 14 13 12 11 10 g 5x6 = 2x4 I I 3x5 = 3x6 = 4x8 = 3x6 = 3x5 = 2x4 I I 6-3.4 12-0-0 18-9-14 25-7-12 31-4-8 37-6-0 6-3-4 5-8-12 6-9-14 6-9-14 5-8-12 6-1-8 Plate Offsets X,Y : 2:0-1-11,Ed a 8:0-0-0 0-1-2 LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TOLL 35.0 Plates Increase 1.10 TC 0.51 Vert(LL) -0.23 12 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.62 Vert(TL) -0.41 10-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.16 8 n/a n/a BCDL 8.0 Code IRC2003lfP12002 (Matrix) Weight: 180 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std *Except* W4 2 X 4 DF No.1 &Btr, W6 2 X 4 DF No.1 &Btr REACTIONS (Ib/size) 8=1883/0-5-8, 2=209310-5-8 Max Horz2=166(load case 5) Max Uplift8=-279(load case 6), 2=-401 (load case 5) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-3536/446, 3-4=-2971/452, 45=-3009/505, 5-6=-3009/505, 6-7=-2968/450, 7-8=-3549/491 BOT CHORD 2-15=-424/3022, 1415=-424/3022, 13-14=-36212568, 1 2-1 3=-36 212 5 68, 11-12=-290/2563, 10-11=-290/2563, 9-10=-360/3028, 8-9=-360/3028 WEBS 3-15=0/211, 3-14---526/197, 4-14=-41/366, 4-12=-190/795, 5-12=-673/257, 6-12=-189/801,6-10=-53/366, 7-10=-540/234, 7-9=0/214 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 279 Ib uplift at joint 8 and 401 Ib uplift at joint 2. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 89MB A21 ROOF TRUSS 1 1 Job Reference o tional FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:09:32 2005 Page 1 -2-0-0 7-3-4 14-0-0 18-9-14 23-7-12 30-4-8 37-6-0 2-0-0 7-3-4 6-8-12 4-9-14 4-9-14 6-8-12 7-1-8 Scale = 1:73.7 6.00 12 5x6 = 3x5 = 5x6 = 5 6 7 3x6 3x5 ~ T 4 3x5 3 W 5 8 ao N 1 W2 W7 T 9 ch 2 0 d11 Iu' o ° 5x6 = 15 14 13 12 11 10 5x6 = 2x4 I ( 4x8 = 3x6 = 3x6 = 4x8 = 2x4 I I 7-3-4 14-0-0 23-7-12 30-4-8 37-6-0 7-3-4 6-8-12 9-7-12 6-8-12 7-1-8 Plate Offsets X,Y : 2:0-1-11,Ed e , 9:0-0.0,0-1-2 LOADING(pst) SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.65 Vert(LL) -0.21 11-14 >999 360 MT20 2201195 TCDL 8.0 Lumber Increase 1.10 BC 0.68 Vert(TL) -0.5411-14 >825 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.16 9 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 179 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 9-7-8 oc bracing. WEBS 2 X 4 DF No.1&Btr *Except' WEBS 1 Row at midpt 6-14, 6-11 W1 2 X 4 DF Stud/Std, W3 2 X 4 DF Stud/Std, W6 2 X 4 DF Stud/Std W8 2 X 4 DF Stud/Std REACTIONS (Ib/size) 9=1883/0-5-8, 2=2093/0.5-8 Max Horz2=184(load case 5) Max Uplift9=-300(load case 6), 2=-422(load case 5) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0178, 2-3=-3504/488, 3-4=-2789/375, 45=-2652/395, 5-6=-2371/408, 6-7=-2 36 9141 7, 7-8=-2787/407, 8-9=-3517/525 BOT CHORD 2-15=-469/2987, 1 41 5=-46 912 9 87, 13-14=-283/2515, 12-13=-283/2515, 11-12=-283/2515, 10.11=-381/2995, 9-10=-38112995 WEBS 3-15=0/233, 3-14=-708/258, 5-14=-48/683, 6-14=-505/162, 6-11=-509/161, 7-11=-45/686, 8-11=-723/291, 8-10=0/234 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 Ib uplift at joint 9 and 422 Ib uplift at joint 2. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 89MB A22 ROOF TRUSS 1 1 Job Reference o tional FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:09:35 2005 Page 1 -2-0-0 8-3-4 16-0-0 21-7-12 29-4-8 37-6-0 2-0-0 8-3-4 7-8-12 5-7-12 7-8-12 8-1-8 Scale = 1:73.7 6.00 12 6x6 = 5x6 = 5 g 3x5 3x6 ~ 3x6 3x5 ~ T 3 4 7 3 4 8 ro 00 1 W2 W6 T 9 M 2 0 di 1 io 0 5x6 = 15 14 13 12 11 10 5x6 = 2x4 I I 4x6 = 4x8 = 2x4 I I 3x5 = 3x6 = 8-3-4 16-0-0 21-7-12 29-4-8 37-6-0 8-3-4 7-8-12 5-7-12 7-8-12 8-1-8 Plate Offsets ,Y : 2:0-1-11 Ed e , 9:0-0-0,0-1-2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.91 Vert(LL) -0.2012-13 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.76 Vert(TL) -0.38 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.15 9 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 177 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 9-4-10 oc bracing. WEBS 2 X 4 DF No.1&Btr *Except* WEBS 1 Row at midpt 3-13, 5-12, 8-12 W1 2 X 4 DF Stud/Std, W7 2 X 4 DF Stud/Std REACTIONS (Ib/size) 2=2093/0-5-8, 9=1883/0-5-8 Max Horz2=202(load case 5) Max Uplift2=-440(load case 5), 9=-318(load case 6) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-3469/517, 3-4=-2590/384, 45=-2430/408, 5-6=-2170/433, 6-7=-2427/416, 7-8=-2589/393, 8-9=-3478/548 BOTCHORD 2-15=-503/2946, 1415=-503/2946, 13-14=-503/2946, 12-13=-237/2172, 11-12=-391/2951, 10-11=-391/2951, 9-10=-391 /2951 WEBS 3-15=0/311,3-13=-881/303, 5-13=-84/523, 5-12=-3361330, 6-12=-76/523, 8-12=-892/331, 8-10=0/311 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440 Ib uplift at joint 2 and 318 Ib uplift at joint 9. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type ~y PIY 89M6 A23 ROOF TRUSS 1 1 Job Reference o tional FRANKLIN BUILDING SU PPLY. JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:09:39 2005 Page 1 2 0 0, 6-4-5 , 12-2-3 , 18-0-0 1,9-7-12 25-5-9 , 31-3-6 , 37-6-0 2-0-0 6-4-5 5-9-13 5-9-13 1-7-12 5-9-13 5-9-13 6-2-10 Scale = 1:77 6x6 = 5x6 = 6.00 12 ~ wl oxb = 17 16 15 14 13 12 3x5 = 3x6 = 3x5 = 3x5 = 4x8 = 3x6 = 9 3-4 18-0-0 1,9-7-1 ~ 28-4-8 , 37-6-0 9-3-4 8-8-12 1-7-12 8-8-12 9-1-8 N O) O Iui 0 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.49 Vert(LL) -0.20 14 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.64 Vert(TL) -0.4012-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.15 11 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 197 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 8-7-3 oc bracing. WEBS 2 X 4 DF No.1&Btr `Except` WEBS 1 Row at midpt 5-15, 7-15, 8-14 W1 2 X 4 DF Stud/Std, W2 2 X 4 DF Stud/Std, W8 2 X 4 DF Stud/Std W9 2 X 4 DF Stud/Std REACTIONS (Ib/size) 2=2093/0-5-8, 11=1883/0-5-8 Max Horz2=220(load case 5) Max Uplift2=-455(load case 5), 11=-333(load case 6) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-3514/583, 3-4=-3154/523, 45=-3041/542, 5-6=-2311/430, 6-7=-1962/427, 7-8=-2306/429, 8-9=-3045/571, 9-10=-3160/552,10-11=-3488/615 BOT CHORD 2-17=-597/3008, 16-17=-415/2505, 15-16=-415/2505, 1415=-190/1957, 13-14=-266/2504, 12-13=-266/2504, 11-12=-469!3002 WEBS 3-17=-432/220, 5-17=-70/516, 5-15=-798/294, 6-15=-158/644, 7-15=-369/405, 7-14=-169/647, 8-14=-804/305, 8-12=-96/531, 1 0.1 2=-42 61233 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for qualRy assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 455 Ib uplift at joint 2 and 333 Ib uplift at joint 11. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 89MB A3 ROOF TRUSS 2 1 Job Reference o tional FRANKLIN BUILDING SU PPLY. JEROME. ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:09:42 2005 Page 1 -2-0-0 5-3-4 10-0-0 15-10-9 21-9-2 27-7-11 32-0-0 2-0-0 5-3-4 4-8-12 5-10-9 5-10-9 5-10-9 4-4-4 Scale: 3/16"= 4x6 = 3x5 = 3x5 = 3x5 = 4x6 = 4 ~R 4x8 = 3x5 = 3x5 = 4x8 = N M 2x4 I I 10-0-0 18-9-14 27-7-11 32-0-0 10-0-0 LOADING(psf) SPACING 2-0-0 CSI TCLL 35.0 Plates Increase 1.10 TC 0.63 TCDL 8.0 Lumber Increase 1.10 BC 0.48 BCLL 0.0 Rep Stress Incr YES WB 0.67 BCDL 8.0 Code IRC2003/TPI2002 (Matrix) 8-9-14 8-9-14 DEFL in (loc) I/deft Ud Vert(LL) -0.16 2-14 >999 360 Vert(TL) -0.37 2-14 >999 180 Horz(TL) 0.10 10 n/a n/a PLATES GRIP MT20 220/195 LUMBER TOP CHORD 2 X 4 DF No.1&Btr BOT CHORD 2 X 4 DF No.1&Btr WEBS 2 X 4 DF Stud/Std 'Except' W3 2 X 4 DF No.1 &Btr, W6 2 X 4 DF No.1 &Btr REACTIONS (Ib/size) 2=1817/0-5-8, 10=1606/0-5.8 Max Horz2=171 (load case 4) Max Uplift2=-358(load case 5), 10=-266(load case 3) Weight: 157 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-11 FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-2942/478, 3-4=-2565/451, 45=-2214/430, 5-6=-2490/498, 6-7=-2490/498, 7-8=-1208/270, 8-9=-1408/274, 9-10=-1584/273 BOT CHORD 2-14=-527/2511, 13-14=-585/2612, 12-13=-585/2612, 11-12=-517/2280, 10-11=-25/31 WEBS 3-14=-322/191, 414=-50/633, 5-14=-690/231, 5-12=-258/116, 7-12=-15/427, 7-11=-1434/350, 8-11=0/234, 9-11=-273/1453 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 358 Ib uplift at joint 2 and 266 Ib uplift at joint 10. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ~~" - 14 13 1 'L ~ ~ ~ ~ Job Truss Truss Type Qty Ply 89M6 A4 ROOF TRUSS 2 1 Job Reference o tional FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:09:45 2005 Page 1 , -2-0-0 , 6-3-4 12-0-0 , 18-9-14 , 25-7-11 , 32-0-0 , 2-0-0 6-3-4 5-8-12 6-9-14 6-9-14 6-413 Scale: 3/16"=1' 6x6 = 2x4 I I 6x6 = 4 5 6 6.00 12 3x5 ~ 4x6 3 W4 W6 ~ w T N W2 WC 2 ~ N 2 (~ M 01 4x6 = 13 12 11 10 9 8 2x4 I I 3x5 = 3x5 = 4x8 = 3x5 = 2x4 I I 6-3-4 12-0-0 , 18-9-14 , 25-7-11 , 32-0-0 , 6-3-4 5-8-12 6-9-14 6-9-14 6-413 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.86 Vert(LL) -0.13 12 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.41 Vert(TL) -0.2510-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.08 8 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 164 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-6-4 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr end verticals. WEBS 2 X 4 DF Stud/Std *Except* BOT CHORD Rigid ceiling directly applied or 9-11-10 oc bracing. W4 2 X 4 DF No.1 &Btr, W6 2 X 4 DF No.1 &Btr, EV2 2 X 4 DF Stud WEBS 2 Rows at 113 pts 7-8 REACTIONS (Ib/size) 2=1817/0-5-8, 8=1606/0-5-8 Max Horz2=184(load case 4) Max Uplift2=-378(load case 5), 8=-216(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-2947/396, 3-4=-2368!388, 45=-2143/414, 5-6=-2 1 43141 4, 6-7=1652/277, 7-8=-1551/242 BOT CHORD 2-13=-451/2502, 12-13=-451/2502, 11-12=-391/2026, 10-11=-391/2026, 9-10=-251/1399, 8-9=-19/91 WEBS 3-13=0/212, 3-12=-543/199, 4-12=-41/373, 4-10=-135/397, 5-10=-663/255, 6-10=-234/1082, 6-9=-531!177, ~, 7-9=-253/1440 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 378 Ib uplift at joint 2 and 216 Ib uplift at joint 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 89MB A5 ROOF TRUSS 2 1 Job Reference o tional FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:09:48 2005 Page 1 , -2-0-0 , 7-3-4 , 14-0-0 , 18-9-14 , 23-7-11 , 27-8-2 , 32-0-0 J 2-0-0 7-3-4 6-8-12 4-9-14 4-9-14 4-0-6 4-3-14 Scale: 3/16"=1' 6.00 12 4x6 = 3x5 = 4x6 = 5 6 7 3x5 ~ 3x5 3x5 ~ T 8 4 3x5 I I 3 W 5 9 ~ W R2 N r; W2 E 2 N 2 M M 01 4x6 = 14 13 12 11 10 2x4 II 4x8 = 3x5 = 4x8 = 3x5 = 23-7-11 32-0-0 ~ 7-3-4 , 14-0-0 ~ 7-3-4 6-8-12 9-7-11 8-4-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.69 Vert(LL) -0.17 11-13 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.51 Vert(TL) -0.4011-13 >946 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.09 10 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 169 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc purlins, BOT CHORD 2 X 4 DF No.1&Btr except end verticals. WEBS 2 X 4 DF Stud/Std 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2 2 X 4 DF No.1 &Btr, W4 2 X 4 DF No.1 &Btr, WS 2 X 4 DF No.1 &BtrWEBS 1 Row at midpt 6-13, 6-11, 8-10 REACTIONS (Ib/size) 2=1817/0-5-8, 10=1606/0-5-8 Max Horz2=197(load case 4) Max Uplift2=-396(load case 5), 10=-212(load case 6) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-2913/432, 3-4=-2183/318, 45=-2046!339, 5-6=-1832/358, 6-7=-1427/262, 7-8=-1661/255, 8-9=-149/91, 9-10=-208/100 BOT CHORD 2-14=-425/2463, 13-14=-425/2463, 12-13=-312/1780, 11-12=-312/1780, 10-11=-156/1160 WEBS 3-14=0/236, 3-13=-723/260, 5-13=-10/420, 6-13=-209/173, 6-11=-713/189, 7-11=-26/320, 8-11=-72/528, 8-10=-1731/219 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 396 Ib uplift at joint 2 and 212 Ib uplift at joint 10. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type qty PIy 89MB A6 ROOF TRUSS 2 1 Job Reference o tional FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:09:52 2005 Page 1 -2-0-0 , 8-3-4 , 16-0-0 , 21-7-11 , 26-8-2 , 32-0-0 , 2-0-0 8-3-4 7-8-12 5-7-11 5-0-6 5-3-14 Scale: 3/16"=1' 6x6 = 6.00 12 4x6 = 5 g 3x5 T 3x5 3x5 ~ 7 4 3 4 4x6 ~ ~ 8 W ao W2 T WC 2 N 2 M ~ 01 4x6 = 15 14 13 12 11 10 9 2x4 I I 3x5 =3x5 = 3x5 = 4x8 = 3x5 = 2x4 I I 21-7-11 26-8-2 32-0-0 J 8-3-4 16-0-0 + 8-3-4 7-8-12 5-7-11 5-0-6 5-3-14 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.90 Vert(LL) -0.13 2-15 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.56 Vert(TL) -0.28 2-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.08 9 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 173 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins, BOT CHORD 2 X 4 DF No.1&Btr except end verticals. WEBS 2 X 4 DF No.1&Btr *Except* BOT CHORD Rigid ceiling directly applied or 9-10-10 oc bracing. W1 2 X 4 DF Stud/Std, W7 2 X 4 DF Stud/Std, EV2 2 X 4 DF Stud/Std WEBS 1 Row at midpt 3-13, 5-11, 8-9 WCR2 2 X 4 DF Stud/Std REACTIONS (Ib/size) 2=1817/0-5-8, 9=1606/0-5-8 Max Horz2=210(load case 4) Max Uplift2=-411(load case 5), 9=-233(load case 6) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-2873/454, 3-4=-1986/321, 45=-1828/344, 5-6=-1409/302, 6-7=-1669/295, 7-8=-1543/253, 8-9=-1554/254 BOT CHORD 2-15=-453/2417, 1415=-453/2417, 13-14=-453/2417, 12-13=-217/1632, 11-12=-217/1632, 10-11=-116/1295, 9-10=-26/71 WEBS 3-15=0/309, 3-13=-891/304, 5-13=-80/532, 5-11=-539/149, 6-11=-71/273, 7-11=-70/335, 7-10=-629/120, 8-10=-141 /1407 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 Ib uplift at joint 2 and 233 Ib uplift at joint 9. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 89MB A7 ROOF TRUSS 2 1 _ .__ _ Job Reference o tional .___... ...~ ~ ,._._.__ ,__ ..__ ...._.,.. .n.nrncc onnc o~...,~ FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 b.1 VV s Jep 1 ~ GW4 IVII ~ erc ulu UDUltlq nw. rv,vu nvy c 2 0 0, 6-45 , 12-2-3 , 18-0-0 ~ 9-7-1 ~ 25-8-2 , 32-0-0 2-0-0 6-4-5 5-9-13 5-9-13 1-7-11 6-0-6 6-3-14 Scale = 1:71 6x6 = 4x6 = 6.00 12 M O r N O) N M 3x5 = 3x5 = 3x5 = 3x5 = 2x4 II 4x8 = 9-3-4 18-0-0 19-7-11 25-8-2 32-0-0 9-3-4 8-8-12 1-7-11 6-0-6 6-3-14 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.89 Vert(LL) -0.12 2-15 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.46 Vert(TL) -0.30 2-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 10 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 187 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-6-6 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr end verticals. WEBS 2 X 4 DF No.1&Btr 'Except` BOT CHORD Rigid ceiling directly applied or 9-0-6 oc bracing. W1 2 X 4 DF Stud/Std, W2 2 X 4 DF Stud/Std, W8 2 X 4 DF Stud/Std WEBS 1 Row at midpt 5-13, 7-13, 7-12, 8-12 EV2 2 X 4 DF Stud, WCR2 2 X 4 DF Stud/Std 2 Rows at 1/3 pts 9-10 REACTIONS (Ib/size) 2=1817/0-5-8, 10=1606/0-5-8 Max Horz2=224(load case 5) Max Uplift2=-423(load case 5), 10=-252(load case 6) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-2924!514, 3-4=-2561/453, 45=-2448/472, 5-6=-1703/352, 6-7=-1420/363, 7-8=-1639/347, 8-9=-1653/284, 9-10=-1548/276 BOT CHORD 2-15=-540/2486, 1415=-357/1969, 13-14=-357/1969, 12-13=-128/1360, 11-12=-129/1379, 10-11=-24/95 WEBS 3-15=-439/221,5-15=-72/522, 5-13=-806/296, 6-13=-113/407, 7-13=-141/565, 7-12=-91/168, 8-12=-188/188, 8-11=-521/137, 9-11=-165/1422 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 423 Ib uplift at joint 2 and 252 Ib uplift at joint 10. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ~+xo- 15 14 13 12 11 10 Job Truss Truss Type ~1tY PIY 89MB A8 ROOF TRUSS 18 1 Job Reference o tional FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:09:58 2005 Page 1 2-0 0 , 6 7 10 12 8 12 , 18-9-14 , 24-11-0 31-0-2 37-7-12 39-7-12, ~ 2-0-0 6-7-10 6-1-2 6-1-2 6-1-2 6-1-2 6-7-10 2-0-0 Scale = 1:73.4 5x6 = 6.00 12 6 3x5 ~ 3x5 3x6 ~ 5 T 7 3x6 2x4 ~~ 4 83x5 3 W 3 W 9 1 W7 8 4 T 10 m M 2 111 01 0 3x5 = 4x6 = 17 16 15 14 13 12 3x5 = 3x6 = 4x8 = 3x6 = 3x6 = 2x4 1\ 9-8-3 18-9-14 24-11-0 31-9-4 37-7-12 g-8-0 9-1-11 6-1-2 6-10-4 5-10-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.56 Vert(LL) -0.14 2-17 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.47 Vert(TL) -0.34 2-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.06 12 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 187 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std *Except* WEBS 1 Row at midpt 5-15, 7-15 W3 2 X 4 DF No.1 &Btr, W4 2 X 4 DF No.1 &Btr, W5 2 X 4 DF No.1 &Btr REACTIONS (Ib/size) 2=1721/0-5-8, 12=2470/0-5-8 Max Horz2=-210(load case 6) Max Uplift2=-419(load case 5), 12=-680(load case 6) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-2707/504, 3-4=-23221439, 45=-2201/459, 5-6=-1398/327, 6-7=-1 39 61350, 7-8=-1149/260, 8-9=-1273/240, 9-10=-561!1172, 10-11=0/77 BOT CHORD 2-1 7=-51 512 29 2, 16-17=-319!1730, 15-16=-319/1730, 1415=-88/1028, 1 3-1 4=-8811 02 8, 12-13=-464/458, 1 0-1 2=-92 7161 6 WEBS 3-17=-469/235, 5-17=-79/556, 5-15=-873/315, 6-15=-142/613, 7-15=-74/232, 7-13=-687/224, 9-13=-318/1597, 9-12=-2390/683 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 419 Ib uplift at joint 2 and 680 Ib uplift at joint 12. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 89M6 A9 ROOF TRUSS 24 1 Job Reference o tional FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:10:01 2005 Page 1 -2-0-0 6-7-10 12-8-12 18-9-14 25-3-3 32-0-0 2-0-0 6-7-10 6-1-2 6-1-2 6-5-5 6-8-13 Scale = 1:62.0 4x6 = 6.00 12 6 3x5 ~ 3x5 5 T 7 3x5 2x4 ~~ 4 4x6 3 W W3 W5 $ 1 WCR E 2 N (h m 2 01 4x6 = 13 12 11 10 9 3x5 = 3x5 = 4x8 = 3x5 = 3x5 II g_g-0 18-9-14 25-3-3 32-0-0 g_g-0 9-1-11 6-5-5 6-8-13 Plate Offsets X,Y : 8:0-0.0,0-1-8 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.55 Vert(LL) -0.14 2-13 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.48 Vert(TL) -0.34 2-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.07 9 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 167 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 3.5-13 oc purlins, BOT CHORD 2 X 4 DF No.1 &Btr except end verticals. WEBS 2 X 4 DF No.1&Btr *Except* BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: W1 2 X 4 DF StudlStd, W2 2 X 4 DF Stud/Std, W6 2 X 4 DF StudlStd 8-11-2 oc bracing: 2-13. WCR2 2 X 4 DF Stud/Std WEBS 1 Row at midpt 5-11, 7-11 REACTIONS (Ib/size) 2=1817/0.5-8, 9=1606/0-5-8 Max Horz2=233(load case 5) Max Uplift2=-427(load case 5), 9=-258(load case 6) FORCES (Ib) -Maximum CompressionlMaximum Tension TOP CHORD 1-2=0/78, 2-3=-2913/521, 3-4=-2529/456, 45=-2408/476, 5-6=-1610/344, 6-7=-1621/368, 7-8=-1685/297, 8-9=-1542/286 12-13=-357/1917, 1 1-1 2=-35711 91 7, 1 0.1 1=-1 4211 3 98, 9-10=-24/117 BOT CHORD 2-13=-553/2475 , WEBS 3-13=-466/235, 5-13=-79/554, 5-11=-872/315, 6-11=-157/798, 7-11=-278/178, 7-10=-486/134, 8-10=-174/1402 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed fora 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 Ib uplift at joint 2 and 258 Ib uplift at joint 9. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty PIY 89MB 61 ROOF TRUSS 5 1 Job Reference o tional FRANKLIN BUILDING SU PPLY. JEROME. ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:1D:07 2005 Page 1 4-2-10 4-2-10 3 4-2-10 Scale = 1 M 2-0-0 2-Qr14 8-1-12 14-2-10 1413-8 16-3-8 2-0-0 0-0-14 6-0-14 6-0-14 0-0-14 2-0-0 Plate Offsets X,Y : 2:0-2-0,0-0.6 , 8:0.3-0,0-3-0 LOADING(psf) TCLL 35.0 SPACING 2-0-0 Plates Increase 1.10 CSI TC 0.62 DEFL Vert(LL) in -0.02 (loc) I/deft 7-9 >999 Ud 360 PLATES GRIP MT20 2201195 TCDL 8.0 Lumber Increase 1.10 BC 0.17 Vert(TL) -0.04 7-9 >999 180 BCLL 0.0 BCDL 8.0 Rep Stress Incr NO Code IRC2003/TPI2002 WB 0.24 (Matrix) Horz(TL) 0.01 7 n/a n/a Weight: 106 Ib LUMBER TOP CHORD 2 X 4 DF No.1&Btr BOT CHORD 2 X 4 DF No.1&Btr WEBS 2 X 4 DF Stud/Std OTHERS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 10=816/0-1-12, 7=816/0-1-12 Max Horz10=-96(load case 3) Max UpIift10=-193(load case 5), 7=-193(load case 6) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-37/188, 2-3=-500/126, 3-4=-500/126, 45=-37/188, 1-11=-31/0, 5-6=-31/0 BOT CHORD 10-11=-43/92, 9-10=-84!346, 8-9=-25/346, 7-8=-25/346, 6-7=-43/92 WEBS 2-10=-757/178, 2-9=-36/110, 3-9=-5/143, 4-9=-36/110, 47=-757/178, 1-10=-219/158, 5-7=-219/158 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Gable studs spaced at 2-0.0 oc. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10, 7. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 Ib uplift at joint 10 and 193 Ib uplift at joint 7. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8-1-12 , 12-0-14 -x 3-11-2 3-11-2 4x6 = LOAD CASE(S) Standard 11 10 cx`' ~ ~ cn-e i i 9 ~^~ ~ ~ 8 7 6 2x4 I I 3x5 = 4x8 = 5x6 = 3x5 = 2x4 I I 2x4 I I 2x4 I I Job Truss Truss Type Qty Ply 89MB 62 ROOF TRUSS 15 1 Job Reference o tional FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:10:10 2005 Page 1 4-2-10 , 8-1-12 , 12-0-14 , 16-3-8 4-2-10 3-11-2 3-11-2 4-2-10 Scale = 1:32.6 4x6 = 3 6.00 12 3x5 ~ 3x5 4 2 3x5 ~ ~ ~ W W2 W4 5 3 5 \ 1 CL2 WC ~ 11 10 9 8 7 6 2x4 I I 3x5 = 4x8 = 3x5 = 3x5 = 2x4 I I 2-0-0 2-Qr14 8-1-12 14-2-10 1413-8 16-3-8 ~~ 2-0-0 0-0-14 6-0-14 6-0-14 0-0-14 2-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.57 Vert(LL) -0.02 7-9 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.16 Vert(TL) -0.04 7-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.01 7 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 841b LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepi BOT CHORD 2 X 4 DF No.1&Btr end verticals. WEBS 2 X 4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 10=816/0-1-12, 7=81 610-1-1 2 Max Horz10=-96(load case 3) Max UpIift10=-193(load case 5), 7=-193(load case 6) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-37/188, 2-3=-500/126, 3-4=-5 0011 2 6, 45=-37/188, 1-11=-31/0, 5-6=-31/0 BOT CHORD 10-11=-43/92, 9-10=-84/346, 8-9=-25/346, 7-8=-25/346, 6-7=-43/92 WEBS 2-10=-757/178, 2-9=-36/110, 3-9=-5/143, 4-9=-3611 1 0, 47=-757/178, 1-10=-219/158, 5-7=-219/158' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10, 7. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 Ib uplift at joint 10 and 193 Ib uplift at joint 7. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 89M6 C1 ROOF TRUSS 1 1 Job Reference o tional FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 0.7 uu s sep .~ i tuuv mi i erc inausuies, uic. rviun ruy ca w. ~~. ~. ~...... , 4-6-14 8-10-4 13-1-10 17-8-8 4-6-14 4-3-6 4-3-6 4-6-14 Scale = 1 4x6 = 0 11 10 3x5 = 4x8 = 3x5 = 3x5 = X 2 0 0 2 Qr14 8-10-4 15-7-10 15,8-8 1~ 8~ 2-0-0 0-0-14 6-9-6 6-9-6 0-0-14 2-0-0 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.69 Vert(LL) -0.03 9-10 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.20 Vert(TL) -0.06 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 114 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD BOT CHORD 2 X 4 DF No.1&Btr WEBS 2 X 4 DF Stud/Std BOT CHORD OTHERS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 1888/0-1-12, 7=888/0.1-12 Max Horz10=100(load case 4) Max UpIift10=-206(load case 5), 7=-206(load case 6) Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-40/194, 2-3=-586!141, 3-4=-586/141, 45=-40/194, 1-11=-42/0, 5-6=-42/0 BOT CHORD 10-11=-56/113, 9-10=-105/434, 8-9=-37/434, 7-8=-37/434, 6-7=-56/113 WEBS 2-1 0=-8 4911 99, 2-9=-65!113, 3-9=-9/176, 4-9=-65/113, 47=-849/199, 1-10=-241!179, 5-7=-241/179 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Gable studs spaced at 2-0.0 oc. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10, 7. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 Ib uplift at joint 10 and 206 Ib uplift at joint 7. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty PIy 89MB C2 ROOF TRUSS 8 1 _ - -- - --- - - '------ ~- ----- ,. ..... _ .. Job Reference o tional __ .~....... ..:r_i, i_~.._`-:__ ~__ ~._., n..,. on ~n.~rn~~ onnS Deno 1 4-6-14 8-10-4 , 13-1-1 4-3-6 4-3-6 4x6 = 3 4-6-14 Scale = 1 0 2-0-0 2-Qr14 8-10-4 , 15-7-10 151$-8 17-8-8 , 2-0-0 0-0-14 6-9-6 6-9-6 0-0-14 2-OA LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.69 Vert(LL) -0.03 9-10 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.20 Vert(TL) -0.06 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 90 Ib LUMBER TOP CHORD 2 X 4 DF No.1&Btr BOT CHORD 2 X 4 DF No.1&Btr WEBS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 10=888/0-1-12, 7=888!0-1-12 Max Horz10=100(load case 4) Max UpIift10=-206(load case 5), 7=-206(load case 6) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-40/194, 2-3=-586/141, 3-4=-586/141, 45=-401194, 1-11=-42/0, 5-6=-42/0 BOT CHORD 10-11=-56/113, 9-10=-105/434, 8-9=-37/434, 7-8=-37/434, 6-7=-56/113 WEBS 2-10=-849/199, 2-9=-65/113, 3-9=-9/176, 4-9=-65/113, 47=-849/199, 1-10=-241/179, 5-7=-241/179 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10, 7. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 Ib uplift at joint 10 and 206 Ib uplift at joint 7. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 11 10 9 8 ~ ti 2x4 I ( 3x5 = 4x8 = 3x5 = 3x5 = 2x4 I I Job Truss Truss Type Qty Ply 89MB EJ1 MONO TRUSS 44 1 Job Reference o tional f•KHIV r~L.IIV DVILUIIVIJ JV rr'L1~ JCRVIVI C~ Iv. uuwu ~ -2-~-~ f 2-0-0 1 6-0-0 2x4 I I Scale = 1:1 3 6-0-0 6-0-0 I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.41 Vert(LL) -0.05 2-4 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.23 Vert(TL) -0.10 2-4 >657 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 24 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr end verticals. WEBS 2 X 4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=524/0-5-8, 4=247/0-5-8 Max Horz2=145(load case 4) Max Uplift2=-196(load case 5), 4=-54(load case 5) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-132/71, 3-4=-202/81 BOT CHORD 2-4=-25/33 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 Ib uplift at joint 2 and 54 Ib uplift at joint 4. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 89M6 HF MONO TRUSS 6 1 Job Reference o tional FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:10:22 2005 Page 1 r2-0-0, 12-9-0 , 2-0-0 12-9-0 2x4 I Scale = 1:91.9 3x5 I I 9 2x4 I I 8 13.40 12 2x4 II 7 2x4 I I 2x4 I I 6 T 2 3x5 ~/ 5 S 5 2x4 I I S 4 4 S 3 3 2 2 1 1 16 15 14 13 12 11 10 3x5 // 2x4 I I 2x4 I I 3x5 I I 2x4 I I 2x4 I I 2x4 I I 12-9-0 2x4, I I 12-9-0 LOADING(psf) SPACING 1-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.26 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.32 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 10 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 120 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr end verticals. WEBS 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF No.1&Btr *Except* WEBS 1 Row at midpt 9-10, 6-13, 7-12, 8-11 ST1 2 X 4 DF Stud/Std, ST2 2 X 4 DF Stud/Std, ST3 2 X 4 DF Stud/Std REACTIONS (Ib/size) 1=32/12-9-0, 10=8112-9-0, 16=104/12-9-0, 15=102/12-9-0, 14=102/12-9-0, 13=102/12-9-0, 12=108/12-9-0, 11=69/12-9-0 Max Horz1=278(load case 4) Max Upliftl=-123(load case 3), 10=-172(load case 4), 16=-78(load case 5), 15=-77(load case 5), 14=-73(load case 5), 13=-88(load case 5), 12=-72(load case 4), 11=-208(load case 5) Max Grav1=232(load case 4), 10=252(load case 3), 16=104(load case 1), 15=102(load case 1), 14=102(load case 1), 13=102(load case 1), 12=108(load case 1), 11=109(load case 4) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-313/177, 2-3=-277/167, 3-4=-274/170, 4-5=-237/162, 5-6=-198/153, 6-7=-162/152, 7-8=-106/121, 8-9=-46/27, 9-10=-86/136 BOT CHORD 1-16=-60/91, 15-16=-60/91, 14-15=-60/91, 13-14=-60/91, 12-13=-60/91, 11-12=-60/91, 10-11=-60/91 WEBS 2-1 6=-83180, 4-15=-87/87, 5-14=-85/83, 6-13=-86/93, 7-12=-92/68, 8-11=-223/168 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 Ib uplift at joint 1, 172 Ib uplift at joint i 10, 78 Ib uplift at joint 16, 77 Ib uplift at joint 15, 73 Ib uplift at joint 14, 88 Ib uplift at joint 13, 72 Ib uplift at joint 12 and 208 Ib uplift at ', joint 11. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 89MB HR1 ROOF TRUSS 5 1 Job Reference o tional FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:10:25 2005 Page 1 -2-9-15 4-5-2 , 8-5-1 , 2-9-15 4-5-2 3-11-15 Scale = 1:19.8 2x4 I I 5 4 4.24 12 3x5 3 V 1 W2 2 8 1 7 6 2x4 = 2x4 I I 3x5 = 4-5-2 ~ 8-5-1 ~ 4-5-2 3-11-15 LOADING(pst) SPACING 1-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.43 Vert(LL) -0.00 7 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.09 Vert(TL) -0.01 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 6 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 381b LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr end verticals. WEBS 2 X 4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS (Ib/size) 6=357/Mechanical, 2=233/0-7-12 Max Horz2=227(load case 4) Max Uplift6=-131 (load case 3), 2=-58(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-8=0/36, 2-8=0/36, 2-3=-270/0, 3-4=-133/48, 45=-9/0, 46=-219/134 BOT CHORD 2-7=-1 2 51235, 6-7=-125!235 WEBS 3-7=0/93, 3-6=-256/45 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 Ib uplift at joint 6 and 58 Ib uplift at joint 2. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.10, Plate Increase=1.10 Uniform Loads (plf) Vert: 1-8=-43 Trapezoidal Loads (plf) Vert: 8=43(F=43, 8=43)-to-4=-132(F=-45, B=-45), 4=-97(F=-45, B=-45)-to-5=-103(F=-48, 6=-48), 2=7(F=7, Job Truss Truss Type Qty Ply 89M6 J1 ROOF TRUSS 10 1 Job Reference o tional FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:10:27 2005 Page 1 -2-0-0 1-11-11 2-0-0 1-11-11 Scale = 1:9.0 6.00 12 2 "' T1 61 4 1 2x4 = 1-11-11 , 1-11-11 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.34 Vert(LL) -0.00 2 >999 360 MT20 2201195 TCDL 8.0 Lumber Increase 1.10 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 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 9 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing. directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS (Ib/size) 3=-21/Mechanical, 2=379/0-5-8, 4=15/Mechanical Max Horz2=100(load case 5) Max Uplift3=-21(load case 1), 2=-193(load case 5) Max GraN3=32(load case 5), 2=379(load case 1), 4=34(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/77, 2-3=-86/14 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 Ib uplift at joint 3 and 193 Ib uplift at joint 2. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 89MB J2 ROOF TRUSS 10 1 Job Reference o tional FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.100 s Sep 17 2004 MiTek Industries, Inc. Mon Aug 29 10:10:29 2005 Page 1 -2-0-0 , 3-11-11 2-0-0 3-11-11 3 Scale = 1:12.9 6.00 12 1 2 ~' B 1 1 2x4 = 3-11-11 3-11-11 LOADING(psf) SPACING 2-Q-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.10 TC 0.40 Vert(LL) -0.01 2-4 >999 360 MT20 220/195 TCDL 8.0 Lumber Increase 1.10 BC 0.09 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 15 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=87/Mechanical, 2=442/0-5.8, 4=29/Mechanical Max Horz2=138(load case 5) Max Uplift3=-35(load case 5), 2=-182(load case 5) Max Gra~/3=87(load case 1), 2=442(load case 1), 4=65(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-103/27 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 Ib uplift at joint 3 and 182 Ib uplift at joint 2. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard