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039-240-011
- t 039-240-011 i YIK] MIv r DURHA, v NEW SINGLE F? 039-240-011 SOHNREY, MIKE 2459 DURHAMN, CI Cont: OWNER AG BUILDING i t 'k i r ak 1,'. v t 'k i s AY NOTES REAENTIAL 039-240-011 y ' 03-116( PERMIT NO.: y� MIKEIIV// €' DURHAM DAYTON, DURHAM +r NEW 1NGLE FAMILY l'1 ,f LL 2 Z, o `'l , ,' fik. 0� yall a-e,-�6f bL, .ej - 4 SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. �^ SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER OFFICE COPY Address GAS(/�� Meter By Date�P ELECTRIC er By Date 1 � JOB FINALED (Date) Signature J ='OK 0 = Not OK = NotReady . =Not Ready Card B-1 Date Card B-1 MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s _ 1. Zoning Requirements-Setbacks-Easemerifs 1. Zoning Requirements -Setbacks -Easements. 3. 2. Soils; Special MH. Support Sketch Electricity; MH Test -Crossovers -Breakers -Clearances 3. Sewer; Location -Test -Fall -C/O -Concrete Drain; MH Test -Fall -Flex Connector 4. Water; Location -Test -Easement Needed (Sketch) 7. 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 9. 6. Gas; Location -Test-Wrap;-/ /" L 'ft. / P Nat. or/ /" L "ft./ P LPG Exits; Insp.-Sketch 7. Well Clearance & Disconnect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date --Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s _ 1. Zoning Requirements-Setbacks-Easemerifs 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Wafer and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged. 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy Date Card B-1. Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. -Blocking 4. Gas; MH Test -Demand -Valve .. 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11.: Verify #'s with Office MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Carports; Windows -Doors 7. Electric 8. MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams-Rftrs-Connectors Shthg-Frg-Bracing - 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing - 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability '3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI• 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panel boards- Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date 'Card B-1 Date Card B-1 Date Card B-1 J=OK 0 = Not OK = NotAApplicable RESIDENTIAL p . = Not Ready Date UNDE LOOR (Plans) OK except #'s on ing-Setbacks-Easements-Flood-Slope g. Main; Soils-Elec. Grnd.-/ /" Ftg. Depth g., G rage; Soils-Steel-Elec. Grnd.-/ P' Ftg. Depth Porches & Decks; Soils -Steel-/ /" Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Ste s, Garage; Steel- Blockouts-Wra ed old Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers- ire lace Ftg.-Steel .V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 1Q,-bT,-Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 1 ater Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. ftPorns & Ducts; Clearance -Material -Support -Ins. 1 iL0er!§Sills-Anchor Bolts-Joists-Vents-Crippies -la.4cce55 & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING Permi OK except #'s 17 Vyater Htr.; Access -Combustion Air Baffle 1 ater Pipe; Test & Anchor -Nail Protection 1 D.W.V.; Test Fittings & Anchor -Nail Protection 2 . hower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sixe & Anchors 23. Fire Sprinkler; T st 41 Date �MJ Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 24/Fixture & Transformer Clearance -Ins. Protection 25/.Elec. Receptacles Spacing -Lights & Switches at Doors /Size Boxes & No. of Conductors Stapled omex Installed Close to Edge of Studs & C.J. S.Aquip. Ground made up w/Mech Fasteners -Bond Gas & Water 26. 2 Appliance Circuits in Kitchen & Conductor Size GFI 30. Subfeed Wire Size/ /ga; Cu or AI-A.C. Wire Size/ /ga Cu or Al X1. Range Circle/ V, /ga or AI -Oven Circ. / /ga Cu or AI Insulated Neutral La Yes O No 32. Service -Riser Conductors & Ground Main Disconnect 33. Equip. Clearances Panels-Motors-Mech. Equip. 34. Clothes Closet Light -Shower Light -Spa Light 35h6moke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s C. Ducts Insulation & Support ent Fan, Exhaust above insulation 31!r.' Condensate Drain & Overflow, Size & Grade 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 40. Attic Access & Platform if Furnace in Attic Date ) ! '0YCard B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s 4,,V Sills Proper Materials & Anchors 4 . Walls Studs -Nailing Spacing & Braces -Plates -Sound Baring Walls over Girders & Floor Nailing 4 raft Stop in Walls (rat proof) 45. ire Stops, Furred Ceilings -Stairs -Chasers -Tubs 6. Headers & Beams -Size & Bearing (Single & Duplex) Date F5 NG (Continued) 47 Hanoers-Post Caos-Anchors-Connectors. fireplace Ties orue-Fireplace Throat Clearance 14. /Kttic Access; Size omex Protection -Draft Stop -Ins. Baffles 5. ✓Berm. Windows or Exitinq Doors -Sill Ht. & Dimensions ATIParage Fire Protection Framing -RC Channel 53 Property Line Firewall & Openings 5 Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits airs; Width -Headroom -Rise -Run -Landing -Fire Protection 5VPly ood on Roof Overhang -Attic Vents -Rafter Outriggers 57,/$(dinq-Nailinq Veneer 61. Date ///4ffrAP Card Date Card B-1 Date ' ICard .8=1 Date Card B-1 Date FINA!,rIqjiaf0K except #'s teps Door & Sidelight Protection -Landings Sm detector urnace Vents -clearance -Comb, Air-Connector- IqA!rarage; Above Floor -Ducts -Meeh. Protection dfoom Exiting Bath Fixtures & Tub Access -Spa Trim & Subpanel, Breaker Sizes & Labels Stairs & Rails (71.4jwplace or Stove, Clearance -Hearth leg. utlets at Wood Panel, Int. & Ext. 7 . ixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74-'Vc. O tlets & Receptacles at Kit. Counter G ge Fire Door; Swing -Landing -Closure Duct in Garage -Damper Wtr. x ; Vents -Clearance -Comb. Air Connector-P.R.V. i arage; Above Floor -Meeh. Protection Plg , cc. & Mech. Equip. Listed for Location 7 Receptacles in Garaae (F.F.I.)-Romex Protection 89r."Insu)ation-Foam-Looked in Attic 81. 06ard Rails & Deck Construction -Post Caps Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth _ Clearance Looked under Floor ❑ Yes 83. owin stId./Drive O Yes D No/Walks D Yes O No/Planters O Yes O No ' St eco Brown Finish C. Unit Disconnect, Electrical -Plumbing 8 V,p boye Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87-'W5"ell, Disconnect, Electrical, Plumbing xt or Elec. Trim, G.F.I. Receptacle -Underground ntilation Throughout House 961, G s Protection 94o.00`Cqjr4ctions from Previous Inspections G Te -Meters Tagged, Gas -Electric W r ewer Connected -C/O to Grade -HD Approval 54Ez6y Compliance Certificate -Other Certificates Address Posted 96. Fire Sprinkler Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION T� 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 _ PE N > . (Rev. 12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 039-240-011 201ING A– BUILDING PERMIT OWNER MIKE342-8242 T E SO. FT. OCC. BUILDING VALUATION + R 132,354.00 - OWNERS MAILING ADDRIFAIS 9506 CUMMINGS RD DURHAM CA 95938 729 U 13 122.00 CONTRACTORS NAME OLNLVL,Lt TELEPHONE 616 C 8 008.00 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace "All 1.500.00 LENDERS MAIUNG ADDRESS Total Valuatlon $ 1540 84.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 8,32.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan CheckingFee $ BUILDING ADDRESS Energy Plan Checking Fee $ 23.00 $ PERMIT FEE $ LOT NO. SUBDNLS IONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF XDuplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.0015,00 Each as water heater or vent 15.00 15.00 TYPE OF WORK New AAddition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NEW SF W/GARAGE Gas piping system 1 - 5 outlets 15.0015.00 Building sewer 15.0015.00 Mobile Home I S I G I W 920.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 Main Service zo A OR LESS 23.00 2.3,00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class LIC. NO. OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License for the following reason: ❑ 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ® 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO lOooA 46.00 NEW CONST. DWELLING OCCUP. SO OR ADONS. ( a ACC. BLDS. FF111. 30 I,IOµqO,p MULTI -OUTLET @7,50 aPSIOWERNGLE APOUTPALRET CIR.ATUS .00 OUTLET OR FOCTUREs 2L O '.50 Ex. Occup. �0 -00 Ex. Occu . oFlxun TS R D DEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 1 6.50 Ventilation 2 4.50 PERMIT FEE $ 80_ 50 Policy Number (The above sections need not be completed if the permit is for work of a valuation Of one hundred dollars ($100) or less.) IE I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. "`, X D e �� — Z 3 --y3 gnature of Applicant Owner ❑ Contracto Agent An OSHA permit is require for excavations over 60" deep and demolition or constructionIn of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE $ 1862.60 D IMP 00 CDF _ PARC PD D ISSU This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicate above for which fees have been paid. Dat p� .1 PERMIT EXPIRES ON �Q V gra 7� Receipt No. �Q oZ env WHITE-D.D.S.-B.D. CANARY -A SESS PINK -INSPECTOR GOLDENROD -APPLICANT • INTER -DEPARTMENTAL MEMORANDUM TO: BUILDING DIVISION,,OROVILLE FROM: G� WG��� , ENVIR. HEALTH, CHICO WrA NX RELEASE . HEALTH HOLD ON BUILDING FINALFOIt:°';?~ ` OWNER NAME: Sa/w6vSEPTIC: AP#: a 39- 0,O -VII ADDRESS/LOCATION: ` Comments: GUmemos/releasehold a �'* ATM X APM=_."ML 'T aCert-ficate, 0 Con te. Certificate :052736 THIS IS TO CERTIFY that the glued laminated timber products identified with a cone:.; vs mark of Engine ered WOOd Systems (EWS) were manufactured in accordance with the appiica -i� standards and associated specifications indicated beiow. ANSI Standard A190.1-1992, For Wood 17roduct's - Structural Glued Laminated Timber N NER-486 Glued Laminated Timber Combinations And "GAP" Computer Program For Determining Design Stresses AJTC 117-93 - Manufacturing - Standard Specifications For Structural Glued Laminated Timber Of Softwood Species IT 1S HEREBY CERTIFIED that the APA. EWS trademarked structural -glued larninate 'd tics t Er memberswere produced in a manufacturing facility subject to regular audits in accordance with the engineered WOOd Systems .(EWS) Quality Assurance Program.. Routine audits include insp.c. :ction of the manufactu.ring. process and evaluation of the in -plant QA program with adequate sampling to verify conformance to industry. standards for lumber grade and giueline bond qu ity. e4�� Z�� Wil/ � •��y��� ���i '1,45\liliY�3�tJ 0 4!� .. _ i. i� OKI. zAL _ by Thomas G. Williamscl: � .... Executive Vice Presiti(:)i J R� A!» t lvt% - EIVCI-EEAED »ODD SYSTEMS. a re�a�c0 f.0,P( 61,On 01 APA. - 7fY£ EIJGg,,E'D ►ypppggSOCL471Q1.• 7011 S— 191h Sneer P,O. B 11700 - 7scoma_ V4A Ge,41t-0700 T^WPhonr: (253) 565-8000 - Far Nurnbof. (253) 563-726;, r LOERKE INSULATION CO., INC i 19l9 J INSULATION CERTIFICATE -D v 2 H b. v, wt " ftud NWM Thermal R Value) 2. CEIUNG Batt or elatt�et TyPe_H� tai Brand Name Johns Menwille limos Thermal Resilience (R»VaIue) Loaes FBI Type - , Fess B" Name Johns Mmft Contr ocWA min. insWW woWft sq.. bi S tti, Minimum Thwk nes- L G • 15 indws. IM! anufhcbmar's Instabd weWd Per sus foot to addeve Thernial Redden oe (R Value) �3g & EXTERIOR WALL Materiel sin Bafts Thidums (il,dnasl�. 4. RAISED FLOOR MI -Bads Thidmess (irndteat � S S. SLAB FLOOR / PERIMETER . Thid(ness Perimeter (inches) 6 FOUNDA ALL t�erlei Brand Name Johns Many& Thaw R (P Vakw �� Brand Nanne johm Mama Thermal Resloftnes (R -Value) Brand M (itndnes}Thermal DECLARATION '77 171(pfi 5 VI COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 53877541 CORRECTION NOTICE PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. /01 .a s'-*.r�'�."'.-+�.�-r, ��ii�+.r• � -.�-+c `r �..C; '"' � ,�� ` �..,.,.,;�--• ' �..e�t .--�'--,^""^^�'•C l �� .. � lY :� 777 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES_ 411 Main Street • Chico, CA • (5:0)891.2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need'additional explanation, rA Q k1 :e, /,;i�,d'n ri f Date 1 / `) C/7 Inspector „- \REV 10/92 , 4 ` ��,"y;�:r-cr^�--�—`,..-t--.....n.�-o...;"i.�--.---��.. nr: ��.�. ��.,w-y_a......s—.._. 'r_ - .�T►�ra.��M1:'?i�t..,,� ; COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE 03 - PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you .have any questions pertaining to this matter, or need additional explanation, please contact this office l immediately. t VV �- e!249�' y Sf� s r W cjI/- l 1di.., 1-f ref r `) ' C' r `�;t' ,✓�/a u l P ✓f d.0_ <'Vly a1, 1-P b01 i---3 Iyer S r Date,' U Inspector REV 10/92 Hcv"'y.�`r^.'v�Ni�S7V�'.*1�FYs'�i#'f�':„'"�'�v'r""""'"'—.»v�+'�.,p��9lfW'�""X`l�f'ill�"'l.n�Fa�"k�fi�'i►�-+Rti*~'���t�`'�!'�'•+I�'"�'�4'''��r�"'�a. 02) COUNTY OF BUTTE -DEPARTMENT OF DEVELOPME SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET - ` OWNER: ASSESSOR PARCEL NUMBER L0 37 - ,3� 0 .—v Proposed Building Use e Counter Technician: Date: Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. 4--1.. Plot plans, 3 or 4 sets, signedty the preparer of the plans. 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ::IT 4. Engineered truss details and layouts in duplicate. No faxes! �x 1 5. Energy compliance design and supporting documentation in duplicate.' ❑ 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. ❑ 7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views 'in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The.permit will be indexed and returned to the plan review line-up when required items are received. s Date Received By ❑ 8. Flood Elevation: Certificate, wet -stamped and signed, in duplicate ................................ ❑ 9. Plot plan and business license approval from the City of Biggs .................................... ❑-10. Letter of intent for non-residential buildings......................................................:.. ❑ 11. Detached Accessory Building Form filled out by the owner ..................................... ❑ 12. Hazardous Material Form............................................................................... ❑ 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of th following items.), �14. Fee as shown on the attached Schedule of Fees Due Sheet.-?".. �4R'.t. / n 1 S�ta ment of Intent for Non -heated and A/C Buildings........................1 ation and plot plan approval from the Environmental Health Department in7. ty of Chico Plumbing permit......................................................................... ❑ 18. California Department of Forestry plan approval ❑ paid. Sent by: 19. Planning approval for (A) Use: d� (B)Parking: (C) Parcel Check: y JLu-� 20. Contact Land Development about ❑ Improvements, ❑ Drainage ............................... 21. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy)S S 03 rn-37S ❑ 22. Pre -Inspection for required ................ ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carrier and Policy Number ..............:.............................. El25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... 26.1,,etter of Signature authorization.......................:........................................... .ecorded copy of Agricultural Acknowledgment Statement .................................... f0 l0 3 W3Z,__" . Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits......................................................... ❑ 30. ❑ Grant Deed, ❑ M. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 31. Other:111. When issued Telephon -'70 and hold for pickup. I have been informed of Ap icant: above items and requirements for obtaining a building permit. 1. Index permit application forjhe above items numbered: 2. Additional items required Contractor, designer, owner, was advised cf the above data by 0 phone, ❑ mail, ❑ counter, by Date: Contractor, designer, ow r was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: 4 Date: Plans approved by: _ Structural reviewed by: Date: Structural approved by Note transfer by: (/ /'' Date: ellow: Buildine Nviqion o q -z 3 -- 03 -"Plan Check Letter Date:_ .Date: E.H. USE MLY Plot Plan Attached.-p--� Floor A ad Sent too G. ®.D ) TO: ,Building Department FROM: �r Environmental Health SUBJECT: Sanitation Clearance S4V 239- Owner Location AP# Plan Approved for: Sewage Disposal `� Water Supply: Public Private Well Clearance for dwelling. Other -FinTearance O.K. for: NOTE: Environmental Health Specialist 8/96 COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE 2C� OWNER A.P. # r rS PROPOSED BUILDING USE C — DATE a RECEIPT # DATE REC. 1. BUILDING PERMIT FEES Balance Due ....................... $ Additional Fees Due ................. $ Additional Fees Due ................. $ Revised Plan Checking Fee ........ $ 2. SC DISTRICT FEES(/1.�11 (paid at District Office) (Available after Plan Check) I O L 3. SHERIFF FEES (paid at Building Division) Residential x $360.00 = $ ®^ �d � o a 3 Units Commercial (sq. ft.) ............... x $0.03 = $ 3q. rt. 4. URBAN AREA FEES (paid at Building Division) Residential ................... -x-=$ # Units Amt. Commercial (sq. ft.) ............ -x-=$ Sq. ft. Amt. 5. RECREATIONAL DISTRICT FEES (paid at District Office) (Available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. --- LIC Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Buiding Div. 2nd Copy - Applicant 3rd Copy Owner ' (Rev. 6/00) •' BUTTE.COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM at r (One form per Building) School District f� V� Building Department No. A.P. Number UV • �k46 ' C) Jurisdiction: City I X (County Property Owner Property Location/Ac Subdivision LS16KWI ................................................................................................................ /� J Residential Development Sq. Footage p/ Nof iving Mobile Home Addition/ 'Supplemental to (Group R) units Installation Conversion Permit # *(No foundation inspection)! :................................................................................................................... CommerciaUlndustrial New Addftion (Floor Plans reviewed by School District Personnel) District Identification. No. o�S bu. IQ H -ft -m UNJ j F1 E -D School District certifies that Sq. Footage (Including Exterior Roofed, eas), lb- )� Date Uctiz) A SA n re J (Applicant)+ t 1-1h" 1 >4 52f (Street_Address) (Phone Number) , ui r h I�iY11 C A (City) (State) (Zip Code) has complied with the requirements.of Resolution No. 6' "40 Z by payment of $ ays� representing square feet. t� AB 2926 = FULL MITIGATION * _ School District Representative Date Paid by Check # . Remarks: Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written,protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.x(s (10/98)dmm h �_;•.i7`�1.y��..}..,.�..�w�r•.tiY��1li Vfi'iM��7{�`"IN'j""�'W'M"+�,`-ior�l+'A'R'i£�.�f-'i('T,�+�,,.,y.�la;,,rf.,a4'�r{'�Xb.'Y�''�+'"i'�+.•"i�!�".v�i.'. .Y.�,�.r•�,.� �r,�.r,.�•.. �.ti��....+, BUTTE COUNTY PARK FACILITY FEE PAYMENT CERTIFICATION FORM DURHAM RECREATION AND PARK DISTRICT ri M Assessor Parcel Number (s): G Property Owner (s): rl i Project Location/Address: I Subdivison Name: •940,0k1 f Ikrh_qyr� Square Footage: Type of Residential Development (check one): New Development Afteration/Addition U Mobile Home (s) U Non -Residential to Residential Comments: 111 (o3 ion Representative Da e Building DUI, Durham Recreation and Park District (DRPD) certifies that Applicant Name y'5�0(y C vmm/I/- 5 Street Address city Applicant Phone Nurtiber Zip Code has complied with the requirements of the Butte County Board of Supervisors Resolution No. 93 - 114 by payment for2g5 f square feet at $ 1.04 per square foot for a total payment of$21543Off "te� PD Representative PAID BY CHECK No.: Remarks: BANK No.: 91) - 35W PAID BY CASH: RECEIPT No.: DISTRIBUTION: WHITE - APPLICANT PINK - DRPD YELLOW - BUTTE CO. BUILDING DIVISION ' Gent By: BUTTE CO ENVIHUNMENTALHEALTH.'"* �80 8Q5'8612- Oct -15-03 12:80PW; Page 1/2 ^ / Sent By: BUTTE CO ENVIRONMENTALHEALTH; 530 895 6512; Oct -15-03 12:32PM; Page 2/2 ----------'1 -----=----------=--L------------------------------------- -------------------------------------------------------------------------------�� APPROVED ` -r 1 J 3 ' O•B•- OBER-BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest 'opportunity ity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is received. R1. personally plan to provide the major labor and materials for construction of the proposed property improvement: YES ® NO 132. I HAVE ® HAVE NOT ❑ signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction: NAME: DRESS: CITY: PH CONTRACTOR'S LICENSE 4. I plan to pr �"dde portions of this work, but I hav ed the following person to coordinate, supervise, anr 'de the major work: NAME: ' ADDRESS: CITY: PHONE: CO CTOR'S LICENSE NO. 5. I will provide so of the work but I have con ted (hired) the following persons to provide the work indic - ed: NAME ADDRESS ' PHONE TYPE OF WORK SIGNED: PROPERTYOWNER: NOTE. This Owner -Builder Verification is required by Section 19831 and 19832 of the • California Health and Safety Coda This verification must - be completed and returned to our office before we are permitted to issue the permit. OVER O.A- I OWNER BUILDER INFORMATION Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: ♦ If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is '$300 or more for the entire project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. ♦ If you are an employer, you must register with the State and Federal Governments as an employer and you are subject to several obligations including state and federal income tax withholding, federal social seci city taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. ♦ There may be financial risks for you if you do not cant' out these obligations, and these risks are especially serious with respect to worker's compensation insurance. ♦ For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. rely, MPger%n ira, C.B.O. Mding Inspection NOTE. 771 is Owner -Builder Information is required by Section 19830 of the California Health and Safety Code, OVER TO LARRY PAINTER REI M TO CIIICO EH SITE PLAN REVIEW APPLICATION ,Date: O V(6 1 AP# • Permit Number (if applicable) U> (P APPLICANT INFORMATION Parcel Size: Owners Name: Owners Address: Telephone No.: Situs Address: Proposed Use: 52V-V//Y Residential New Single Family Residential ❑ Single Family Addition ❑ Single Family Remodel ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer • ❑ Multi -family Non-residential ❑ New. Commercial ❑ Commercial Addition ❑ Commercial Remodel ❑ New Industrial ❑ Industrial Addition ❑ Industrial Remodel Other U SepticWell ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): 01< T3 T N IS DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) 0 Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval ❑ Site Plan Stamped Approved • By Date 2 --1 O Page 1 of 5 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Snow Load Area: - • • Land Conservation Act Minimum Acreage: O 1✓ ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) ❑ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) • Flood Zone: • Flood Panel No.: . O 1 Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ------------------------------------------- ------- ----------- -------------------------- ------------------------- ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement • Zoning: A — 2 d Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. • Page 2 of 5 J Zoning Code Streets & Highways Fire Prevention Subdivision Map Front Side 2� Side Street Rear 2 Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. • Page 2 of 5 J L Applicable Development Fees: Standard Fees • ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Impact ❑ Other Amount Formula ------------------------------------------------------------------------------------------------------------------------- Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. • Parcel Created By .Deeds: • Date of Creation: (Z' LlLegal Access Provided: ❑ No ❑ Yes Deed of Reference: `3 L) "Z - (n 2 Legal Access Required ❑ No . ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:[] No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 Subdivision Map/Parcel Map: 1 Map Date of Recording: Lot: Book: ❑ Use Per Use Permit Permit Number: Date of Approval: Page: • Parcel Map/Subdivision Map/Use Permit Conditions ❑ Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control P must be prepared by a registered civil engineer or other qualified professional and submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for roa • Page 4of5 0 Summary of Specific Requirements: This information provided in this summary is based on the application information and on the best available data at the time of review. CALarryskBuilding Permit Site Plan Reviewl.doc Page 5 of 5 ENCROACHMENT PERMIT d3 County of Butte Department of Public Works 7 Count Center Drive Oroville, CA 95965 Phone (530) 538-7157 Ext. 2016 Fax: (530) 538-4356 Download Forms: www.buttecounty.net/pubhcworks/forms.html NOTIFY COUNTY 24 HOURS BEFORE WORK IS TO BE DONE Phone (530) 538-7157 Ext. 2016 Permit Number 3 0 3 0 S✓ el E District APPLICATION I / WE, the undersigned, hereby apply to the County of Butte for an encroachment permit to do the following work under or over the County roads and highways, all in accordance with County ordinances and general laws. All information except signature must be typed or legibly rinted. 1. Applicant's Name:, S y%4 -e h 117 -14 -e - la. Company Name: 2. Address: .2. �lS' �i 31 3. Phone: c, �O 1t Lt 4. As ssor's Parcel Number -0// �+ 5: Locations ofXork tqq be Doneloo 6. Applicant's Signature 7. Da e: CONTRACTOR'S INFORMATION 8. Contractor's Name 9. Address rl 1 V V � 10. Phone: 11. Fax: 12. Contractor's License Number: 13. Certificate of Insurance: Yes ❑ No: ❑ 14. Contractor's Signature: 14a. Date Signed: 15. Authorized Agent: TYPE OF WORK TO BE DONE 16. Please Check: Curb: ❑ Gutter: ❑ Sidewalk: ❑ 17. Driveway (List Type):3 S- 18. Other: . PERMIT GRANTED In compliance with the above request, and subject to all terms, conditions (including those on page 2 of this pemtit form) and special conditions written below, ertrrission is hereby ted. 19. Conditions u Dae rrl us 6t OL V Ccl w:f 4 z is C u o' w%e o t'o C'Yfi lin Underground Service Alert .S.A. must be notified two working days prior to any excavation. 800-227-2600 20. ® All work shall conform to accompanying: Detail ® Plans ❑ Special Conditions 21. Date Issued , / ZS. 03 22. Expiration Date: /z /O'/ ( / 23 Surety: , eS i Mike Crump, Director of Public Works By: ** Note: If permits are faxed to any number besides (530) 538-4356, they can be delayed up to one leek. Page 1 of 2 General Conditions — See Page 2 Butte County Depart ment°ofDevelopment Services YVONNE CHRISTOPHER, DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile TO: LP2A FROM: Michael Vieira (530) 538-7159 mviei ra(a)buttecou ntv. net SUBJECT: Plans Transmittal For Review Per Contract DATE: 7/10/2003 Applicant: Sohnre , Mike Project Type: NSF 100% Plan Check Fees $ 540.80 Energy Calc Fees $ 23.00 $ 563.80 Permit No: 03-1166 APN: 039-240-011 70% $ 378.56 $ 16.10 $ 394.66 LP2A Fee $ 394.66 Copies Attached: Qty Chk I Application Site Plan Review FEMA Elevation Certificate 0 Building Plans Truss Calculations Energy Calculations Structural Calculations to,,,+ Residential Plan Review Guide to Residential Construction Requirements Other Other August 1, 2003 County of Butte- FIRST.CHEC-K Jurisdiction Appl. No � 03-1166] LP2A Job No. 203015-008 Mike Sohnrey 9506- Cummings -Road-- Durham,. CA 95938 Re: Plan Review. Sohnrey SFD Address:. Lot.1.1.,.Durham- Dayton -Highway, Dear -Mr. Sohnrey: L-inhart- Petersen -Powers Associates (LP2A) has completed an initial review of the following documents: 1: Plans- One .(1 -)-copy plan -sheets -G0--1 th 11, 2003 by AEC Group. rough M1-1 (15 sheets) title sheet dated February 2. Str-ucturat-Calculation&--One- (1 j copy dated March 03, 2003 by AEC Group. 3. Title 24 Enercty Compliance 0ocumentation: One (1) copy dated March 10, 2003 4. Truss -Calculations. One (1)-copy-dated--March--t9; 2003 by Longfellow Lumber Co., Inc. NotesFloodplain-Mitigation-Measures and/orcommentswilt:be reviewed by Butte County., These.. documents -were- reviewed only for their conformance to the 2001 California Building, Plumbing, Mechanical, and Electrical Codes. Our comments follow on the attached list.. Please submit an itemized response letter and two (2) sets of complete and revised document with -all" revisions- clouded-. Sincerely, LIIN�' H�4AR�--T- PETERSE-N-POWERS--ASSOCIATES-, RoberF T_ Serra Curtis Jo VC-13--0:-Plans-Examiner, I:C.B fans Examiner RTB/CJ:ag- enclosures ee:-Michael Vieir-a- County of Butte 7 County- Center -Drive� Oroville; -CA -95965-3397-- Phone: (530) 538-7541 Fax: (530}538 -21 -40 - is 1pendingplanreviewlbutte1203015-008.doc ImLINHART PETE-RSIE—N- POWERS-..AS-S-CicI.ATES, 7610 Aubum .Boulevard Citrus Heights, CA 9561.o (916) 725-4200 • FAX (916) 7254242- • 7oll.Free (87.7).235 0653. - Sohnrey SFp County of Butte - First Check ,Lot 11, Durham- Dayton Highway } August 1; 2003 LP2A.Job_No.._20300.1-QQ� Page 2 Re:-.-. Occupancy-Group(s)-_ R 3-., Type of Construction: V -N Stories:--- 1 Building Area (sq. ft.): living Area: 2451 sq. ft. Garage: 729 sq. ft. Covered Porch; `-61- &sq:.ft, GENERAL COMMENTS; G-1.:. The --following- plan-- review- documents are based on the County of Butte Building Regulations. For your convenience, the following comments are referred to the 2001 Califorr-mia- Cddes- unless -otherwise notect-- G2. Please- respond- irt writing -to -each -comment -by creating a response letter. Indicate which detail, specification, or calculation shows the requested information. Your com_plete.and clear- responses -will expedite -there -check and hopefully, approval of this project. Thank you for your assistance. G3: Please be --sure- to- iriclude- on- -the-resubmittal the architect's/engineer's "wet" stamp, . signature, registration number and expiration date on all sheets of plans (all. sheetg. of plans- depicting - structural -designed -elements] and cover sheets of specifications and calculations. CBC 106.3.2 G4.:- , For clarity; specify- on. cover- sheet- that -the -2001, CBC; CMC;_ CPC;' CEC, as amended by State of California and local jurisdiction are applicable to this project. ARCHITECTURAL COMMENTS. Al.. :The_ following comments are from -Sheet G04. Revise- as.indicated.below - . a. Provide -Sheets.S2-1 and :S2-2-that.are -shown at the Drawing-Sehedgle. b. Add Sheets S5-1 and S5-2 that have been provided. A2. The following comments are from Sheet GO -2 and GO -3. Revise as indicated below; a. Revise the first General Note on Sheet GO -2, by specifying the 2001 CBCk CME, CPC;-and-CEC: Note -that Uniform -and-National-Codes have not been adopted in the State of California. b. ' Remove-all.references-to-the-.Ufiiform--Building-Code-and-replace.witt CBCT T -24 -ENERGY. COMPLIANCE -COMMENTS: T1. Specify that water heaters with an Energy Factor below .58 requires an R-12 external blanket: Street M1 1- ` T2. Title -24. Report. states-.that-.a..90%.furnace_and_11 S€ER-A/C are -utilized:- Plarr-Sheet, M1-1 states 80% and 10 SEER. Please revise to match. Sohnrey SFD County of Butte - First Check Lot 1f,-Durham--Dayton-Highway LP2A Job No.: ,20300mcw August 1, 2003 Page 3 T3. Revise fenestration details to reflect what is shown on floor plan. Rear, Southeast 57 sq. ft. -should- reed -'.'South-,- 64sq.ft- T4: Include -4 -sq: ft. window -at -East -restroom in -report. STRUCTURAL COMMENTS: ST: - The-,followi_ng-comments apply-to.Sheet7S1-1-. Revise -as -indicated -below: a:- Provide details -and -details -references -for -foundation -details: b. Provide, details. and details references showing holdown. installations. c: Revise plans -to show holdowns-on-shear--walNine,D. d. Omit e: Specify floor.sheathing--nailing-requirements.\ f. Provide %z" air space, on, top, sides, and ends- of giroers._entering concrete or masonry. or use pressure treated wood or specify girder hangers, per CBG 2306. S2. The following,00mments are from Sheet S1-2. Revise as indicated below.- az elow: a: Revise -framing -plan. to. indicate 14' shear. wad-and-required-holdowns-at-Line-"D", . segment "5" per engineering calculations. S3.-.' - The-folicwing..comments-.are-from-Sheet S5 1- Revise -as -indicated -below. a. Revise details to include 8" stem walls where HDBA holdowns occur. b:. Remove- or cross -out. -al I- details,- that --do- not- specifically- apply- to -this project -and, reference all details that do apply. C. Revise details to match other sheets showing a one story structure with raised wood -floor-, except -at -the -garage: d Revise -Detail. -1- to- provide-specif"tionsfor the -dowels -that- extend- into the slab:. The. current. note- points. to_the-dowels,. but. gives -vertical rebar specifications. e. Revise Detail 2 to show 18" below grade for two (2) story foundations. f. Revise Detail 4 to show positive connection between post and girder. g. Provide engineering calculations for the retaining walls shown at Details 5 and 6. h. At Detail 4 revise depth of footing to be 12". Sohnrey SFD _ Lot 11, Durham--Dayton-Highway- `' August 1, 2003 County of Butte - F/rst Check LP2A Job No.: 2030015-008 Page 4 S4. The following comments are from Sheet S5-2. Revise as indicated below: a. Remove or cross -out all details that do not specifically apply to this project and reference -all details - that- do -apply:-- S5. The -following -comments -are -from -Sheet -A-1-2:- Revise -as -indicated -below-, a, - Provide. -a complete -structural -roof -framing -plan- -Include-the-following; (minimum) - 1. All. girder trusses -and their supports/connections. 2:- Typical -roof framing_ -details -and -.their reference s--in-the-proper--locations. 3: Amend plans-.to-include-detailsfor-shear transfer -from -roof. to-walh-ftoor-to,, wall, and walls to foundations. Please pay particular attention to interior shear -wall-conditions-and--include- different- details -for cases -where -roof -or, floor framing is parallel versus perpendicular to shear walls. 4. Show location and size of all headers and beams and their supports. 5. Specify roof sheathing_size,.thickness, and -nailing requirements. 6. Specify connection and support of RB5, R134, RB2 to structure. 7: Specify- connection -of 602 --Porch- Beams- (front -and -rear) -to- support -post, 6x6. B: Clearly identify.. all- roof. diaphrag in chord /-collector-elements--(those-elements, receiving plywood boundary nailing) and their respective splices / connections. Supporting.structural-calculations-are- required. for these -elements.- Additional information required includes, but is not necessarily limited to, the following: a. Provide a continuous chord/collector element at the front of the b. provide a continuous chord/collector element at the rear of the building. c. " Revise plans --to- show-- how--the--near covered- patio --roof- is laterally, restrained. "Drag -trusses", if- utilized,- mush be identified-oe-the-drawings: F* identification must include axial loads they are intended to resist. Reference -CBC 16 -3.3:2:6 -and -23-15.5:2:- C. Specify. all post sizes required -to support loads from girder. trusses,..beamsYe�tc. D. . Show all the -engineering -requirements on the -plans. E. Revise Shear Wall Schedule for type 5 to show 48" o.c. spacing of anchor bolts per -engineer. Sohnmy SFD , Lot 11, Dunham- Dayton -Highway August .1,_20-03. _ . County of Butte - First Check I P2A-Job- No:: -20300t5 -OK Page 5 S5. Comment continued from the previous page: F. Revise Shear Wall Schedule for type 5 to show 8d's per page 18 of engineering calculations. G. Revive Shear Wall Schedule for type 11 to show anchor bolt spacing of 36", per . page 18- of the -engineering -calculations - Revise.. Shear-Wa 11 - ScheduIL-for- type -I -1 - wall- to -show- A,35.. spacing- of -12` he-engineering-calculations: Revise..Shear-Wall-Schedule-for-type--1-1-wall-to-show-A35-spacing-of-12" o -.c-, ger page 18 of the engineering calculations. i• 'Revise Shear Wail Schedule for type 18 wall to show A35 spacing of 8" o.c., per page 18 of the engineering_ calculations. J. Provide justification for the'/" anchor bolts shown for wall types 18 and 22, as they do -not -match. engineering -calculations.- - K. Rrovide-dimensions.to-locate-Girder-Tr-usses-- L. Revise plans to show location of attic mount HVAC unit. S6: The -following comments -relate to -the -engineering calculations- - Revise-as-indicated-betgw. a. Revise page 1 to reference the 2001 CBC. b. Revise- page_1-to-show'allowed-Soll-.bearing.of 1-000Psf, or-justify-using-1500psf. C. Revise plans (A1-2) to show all beams as shown on'page 3 of the calculations. d. Revise- cal.cutations-focR&1..to-include-the point -load -from the -Girder -truss., e. Revise page 3 of MaxQuake for Shear Wall Line 1, as panel lengths shown does not match plans... f. -... Revise. -page -.1. of MaxQuake_for-.total- length. of -structure; as -Sheet -A -1 -2 --of -plans, shows by dimensions a length of 83', scales out as 80', and MaxQuake shows 72', revise -as -needed. g. Provide calculations for header supporting point load from Girder Truss F-7. S7. Provide- a- -letter,--from- the engineer- of- record stating- he has-- reviewed the- trusses for, compliance with his design of the building. S8.. The- following... comments- are-- from- the- Truss- Calculations; Details; and- Layout-- Plar_ Revise as indicated below: a. ' - Revise -calculations -to -show -m , b. Revise truss layout plan, to, show location of.truss type G1., - Sohnmy SFD County.. of Butte-.- First -Check Lot 17, Durham- Dayton Highway LP2A Job No.. 2030015-008 August 1, 2Q03 Page -6 S8. Comment continued from the previous page: c. Revise.truss- layout plan to. match. Sheet Al -2. See. plan Left Side- of structure. d. Revise length and shape of truss type C-4, does not appear to match layout plan and SheetAl=2:, e. Revise layout plan to show location of the HVAC Unit. Note: Due to the significantly_ incomplete statu-s..of--the_present.structural_design-and-pkan submittal, a complete structural review will be performed upon receipt of complete stru ctu ral_design_calculations,_plans,=and-details. In addition, due to the nature of various comments within this plan view, it is possible that -future --responses -to--those--comments-and/or new- inforrnatioir-suppfred-with-future, submittals for this project may generate additional plan.review comments SOWFOU NDATION-COMMENTS: F1. Provide_a.structuraLanalysis-of footings-demnstrating-the-ability to -support all-poinFlo-ads, imposed from above. - If you have -any -questions.. -regarding- the -above --comments; -please--contact- Robert- f: Berra, (structural) or Curtis Johnson (non-structural) at (916) 725-4200 between 8:00 A.M. to 5:00 P.M., M -F. - [END] ♦/1 � AP NO.: 039-240-011 DATES: 04/23/03 1 1 CountyQ Bu��e OUTTF Department of Development Services OWNER: Mike Sohnre Phone: 530342-8242 I Phone: 9506 Cummings Road Phone: � MAIL OV Nt Building Division M� ADDRESS: 7 County Center Drive Durham CA 95938- Email: Owner Phone: O Oroville, CA 96965 Phone: ` CONTRACTOR (530) 538-7541 CA Email: Phone: ARCHITECT OR ENGINEER tic No.: PERMIT NUMBER: 03-1166 Email: SITE ADDRESS: Durham-Dayton Hwy Phone: APPLICATION AND PERMIT Durham CA 95938- Email: ZONING A-20 LOT BLK MAP BKPG Flood: X, 0515C SRA ACRES 24.94 SNOW LOAD OTHER: USE m F ❑Dplx o H Other: TYPE OF WORK New m Addn ❑ Rmdl ❑ Utlts ❑ Instln ❑ Other DESCRIPTION New SF with garage LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penality of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class License No. OWNER-BUILDER DECLARATION I hereby affirm under penality of perjury that I am exempt from the Contractor's State License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ I am exempt under Sec. , Business and Professions Code for this reason: Reason: WORKERS' COMPENSATION DECLARATION I hereby affirm under penaty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self-insure for workers' compensation, as provided for by Section 3700 of the Labor Code for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: Policy Number: This section need not be completed if the permit is for one hundred dollars $100 or less). ❑ 1 certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the worker's compensation provisions of Section 3700 of the Labor Code I shall forthwith comply with those provisions. WARNING: FAILURE TO SECURE WORKER'S COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY ❑ 1 hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued. Lender's Name: Lender's Address: I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to enter upon the above-mentioned property for inspection purposes. Signature of Applicant Date ❑ Owner ❑ Contractor ❑ Agent - An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. Date PERMIT EXPIRES ON: _ Date Page 1 of 2 is K r .,+• AP NO.: OJ9-240-011 1 DATES: 04123103 OWNER: SOhnrt? - Phone: SITE Durham -Dayton Hwy Durham CA � (530)342-8242 ADDRESS: t M VALUATION CODE SOFT $ISO FT VALUATION . ELECTRICAL PERMIT O Page 2 of 2 R 2451 $54.00 $ 132 354.00 Filing 1 $ 20.00 f 20.00 U 729 $18.00 $ 13 122.00 Main Service COV 616 $13.00 $ 8,008.00 600V or less/200A or less 1 $ 23.00 $ 23.00 $ 200+A to 1000A $ 46.00 S f New Construction or Additions Roofing x = 0 s .ft. 0 $ 60.00 $ DwellingOccupied & AccessoryBldgs 3180 $ 0.035 $ 111..30 Fireplace A/0 1 1 M 1 $ 1,500.00 New Construction Non -Residential TOTAL VALUATION $ 154,984.00 Multi -Outlet Branch Circuits $ 7.50 $ PERMIT FEES CITY FEES Power Apparatus & Single Outlet Circuits $ Filing 1 $ 20.00 $ 20.00 Existing Occupied Permit Fee 1 $ 832.00 Outlet or Fixtures 1-20 $ 1.00 $ Permit Fees Mobile Homes @ 1/2 Fee `r' ° $ Outlet or Fixtures 20+ $ 0.50 $ Plan Check @ 65% Permit Fee - $ 540.80 Fixed Appliances or Outlets (Res) ea. $ 5.00 $ Pian Check Minimum/Mobile Home State Approved Plan $ 23.00 $ Temporary Service 1 $ 23.00 $ 23.00 Revised Plan Check $ 46.00 $ Moble Home Facilities $ 20.00 $ Energy Plan Check Commercial: 4000+: 0 a. �' $ Miscellaneous Wiring $ 23.00 $ - Residential: 1 To Master. 1 1 a $ 23.00 Pre -Inspection $ 23.00 $ Energy Inspection Fee 1 $ 46.00 $ 46.00 Pool Electric $ 30.00 $ Mobile Home Installation Inspection $ 100.00 $ $ $ $ $ $ PLUMBING PERMIT TOTAL PERMIT FEES $ 1,461.80 TOTAL ELECTRICAL PERMIT FEES $ MECHANICAL PERMIT 177.30 Filing 1 $ 20.00 S 20.00 Filing 1 $ 20.00 $ 20.00 Each Trap 9 $ 7.00 $ .63.00 1Heating Up to and including 100,000 BTU S 15.00 $ Solar or heat pump water heater S 23.00 $ Greater than 100,000 BTU 1 $ 20.00 $ 20.00 Water piping 1 $ 15.00 $ 15.00 Cooling Up to 3 HP and 100,000 BTU $ 15.00 $ Each gas water heater or vent 1 $ 15.00 S 15.00 3+ to 15 HP and Over 100,000 BTU 1 $ 25.00 $ 25.00 Gas piping system 1-5 Outlets 1 115+ Outlets 1 1 $15/$3 S 1$.00 Evaporative Cooler S 15.00 $ Building Sewer 1 $ 15.00 f 15.00 Extend Ducts in Additions S 15.00 $ Mobile Home Utilities Sewer: I Water. 1 Gas: 0 S 20.00 1 $ Hoods 1 $ 6.50 $ 6.50 $ Ventilation 2 $ 4.50 $ 9.00 f Gas Fireplace $ 15.00 $ TOTAL PLUMBING PERMIT FEES $ 143.00 $ IMPACT FEES MECHANICAL PERMIT FEES $ 80.50 SHERIFF TOTAL BUILDING PERMIT FEES $ 1,862.60 Residential Per SF Living Unit 1 $ 360.00 $ 360.00 TOTAL OF ALL FEES $ 2,222.60 Multiple Per Living Unit $ 252.00 $ MINIMUM PAYMENT OF FEES Commercial Per Sq. Ft. ___+S 0.03 $ Filing Fees $ 80.00 STATE RESPONSIBILITY AREA SRA Per Structure $ 89.00 $ Plan Check Fees $ 563.80 DRAINAGE SRA FEES $ Thermalito Residential Per Living Unit S 510.00 1 $ i-1 Other Fees: Commercial Per Ordinance 3304 1 1 $ MINIMUM PAYMENT OF FEES $ 643.80 STREET IMPROVEMENTS Chico Urban Area Per Each Single Living Unit Residential Per Each Mlt le Living Unit Service Structures Per Sq. Ft. Commercial Medical Structures Per Sq. Ft. Industrial Structures Per Sq. Ft. $ $ S $ $ 1,982.00 1,370.00 10.19 2.22 1.02 $ $ E $ r: $ PAYMENT INFORMATION Date: Staff: I Recei t # 376220 1 Cash I Check#1 Check $: 2222.60 FEES PAID 2,222.60 BALANCE OWED $ - Residential Per Each Single Living Unit S 595.00 S Date:Recei taN: T t # Cash Per Each Mltple Living Unit $ 355.00 S Check # Check $: Thermalito Urban Area Commercial Per Acre Developed $ 23,849.59 $ FEES PAID 0.00 Office Per Acre S 11,924.80 E BALANCE OWED $ - Industrial Light Per Acre $ 5,962.40 $ Date: Staff: Recei t# Cash Heavy Per Acre $ 1,192.48 1 $ I Check # I Check S: WATER TENDER Per Parcel S 200.00 1 $ FEES PAIDI 0.00 RECREATION DISTRICTS - Proof of Payment Only BALANCE OWED $ Chico Area Residential Per Living Unit I I S 1,189.00 ❑ Dale: Staff: Recei t # I I Cash Durham Residential Per Sq. Ft. 1 1 $ 1.04 ❑ 1 Check#1 Check $: ❑ FEES PAID 0.00 NORTH CHICO SPECIFIC PLAN BALANCE OWED $ Residential Par Dwolling Unit SR -1: SR -3: SR-1/PD: 0 S 3,315.00 $ Occupancy: Construction: ISSUED - Rt: I R2: R3: 0 $ Industrial/ Commercial Industrial SF Commerical SF Office SF School nil S HAZ FEES JPFDSCHOOL DISTRICTS - Proof of Pa ment Onl ❑ ❑ ❑ O D ❑ ❑ Marysville Joint Unified - 064 TOTAL IMPACT FEES Collected by Development Services $ ❑ 360.00 Note: Page 2 of 2 AP NO.: OJ9-240-011 1 DATES: 04/23103 _ OWNER: SOhnrey - Phone: (530) 342.8242 SITE Durham -Dayton Hwy ADDRESS: Durham CA VALUATIONi_i ..f ....i - .. ` CODE 90 FT $/SO FT VALUATION. ELECTRICAL PERMIT.' :. R 2451 $54.00 S 132,354.00 Filing 1 S 20.00 1 $ 20.00 U 729 $18.00 $ 13,122.00 Main Service COV 616 $13.00 S 8,008.00 600V or less/200A or less 1 S 23.00 S 23.00 S 200+A to 1 OOOA S 46.00 S $ New Construction or Additions Roofing x = 0 s .h. 0 $ 60.00 $ Dwelling Occupied 8 Accessory Bldgs 1 3180 $ 0.035 1 $ 111.30 Fireplace A/0 1 M 1 $ 1,500.00 New Construction Non -Residential 'TOTAL'VALUATION' .....'. 154;984:00 Multi -Outlet Branch Circuits$ 7.50 $ - PERMIT FEES ': F` >i ' i:.r . ' CITY. :--'FEES Power Apparatus 8 Single Outlet Circuits $ Filing 1 S 20.00 $ 20.00 Existing Occupied Permit Fee 1 ' ...., $ 832.00 Outlet or Fixtures 1-20 $ 1.00 $ Permit Fees Mobile Homes @ 1/2 Fee $ Outlet or Fixtures 20+ $ 0.50 $ Plan Cheek @ 65% Permit Fee ,.... $Sii $ 540.80 Fixed Appliances or Outlets (Res) ea. $ 5.00 $ - Plan Check Minimum/Mobile Home State Approved Plan $ 23.00 $ Temporary Service 1 $ 23.00 S 23.00 Revised Plan Check S 46.00 S Moble Home Facilities S 20.00 $ Energy Plan Check Commercial: 4000+: %_ ,._, $ Miscellaneous Wiring $'23.00 1 $ Residential: 1 To Master. 1 0 $ 23.00 Pre -Inspection S 23.00 $ Energy Inspection Fee 1 $ 46.00 $ 46;00 Pool Electric S 30.00 $ Mobile Home Installation Inspection $ 100.00 $ $ $ $ $ S TOTALI PERMIT FEES.' $-'' .. :..' PLUMBING:P..ERMIT.._ _ : _ ^ 1,461.80TOTAL ELECTRICAL PERMIT;FEES $, ; MECHANICAL:PERMIT.....F l 177 30:, Filing 111$ 20.00 S 20.00 Filing 1 $ 20.00 $ 20.00 Each Trap 9 $ 7.00 $ :63.00 Heating Up to and including 100,000 BTU - S 15.00 $ Solar or heat pump water heater $ 23.00 $ Greater than 100,000 BTU 1 S 20.00 S 20.00 Water plying 1 $ 15.00 $ 15.60 Cooling Up to 3 HP and 100,000 BTU $ 15.00 $ Each gas water heater or vent 1 $ 15.00 $ 15.00 3+ to 15 HP and Over 100,000 BTU 1 $ 25.00 $ 25.00 Gas piping system 1-5 Outlets 1 5+ Outlets 1 $15/$3 $ 15.00 Evaporative Cooler 5 15.00 $ Building Sewer i $ 15.00S 15.00 Extend Ducts in Additions 5 15.00 $ Mobile Home Utilities ISewer I I Water. I Gas: 0 $ 20.00 $ Hoods 1 S 6.50 S 6.50 $ Ventilation 2 $ 4.50 $ 9.00 $ Gas Fireplace $ 15.00 1 S t ' §-:. ,TOTAL PLUMBING: PERMIT> FEES ;$ _! 14100: $ ..ePA6T.FEES:: SHERIFF .:MECHANICAL:P.ERMIT.F.EES 1% ` ' " QTAL:BUILDING.PERM[r:FEES1.$ '80.50 1,862.60 Residential Per SF Living Unit 1 $ 360.00 1 $ 360.00 TOTAL OF ALL FEES $ 2,222.60 Multiple Per Living Unit $ 252.00 $ MINIMUM PAYMENT OF FEES Commercial Per Sq. Ft. $ 0.03 1 $ Filing Fees $ 80.00 STATE RESPONSIBILITY AREA (SRA) , Per Structure Is 89.00 1 $ Plan Check Fees $ 563.80 DRAINAGE I SRA FEES $ Thernalito lResidential Per Living Unit S 510.00 1 $ Other Fees: commercial Per Ordinance 3304 1 Is MINIMUM PAYMENT OF FEES $ 643.80 STREET IMPROVEMENTS Chico Urban Area Residential Per Each Single Living Unit Per Each Mll le LivingUnit Service Structures Per Sq. Ft. $ S $ 1,370.00Date: 10.19 1,982.00R$- $ A MEN INFORMATION �' ._... Staff: Receipt # 376220' Cash Check # Check $: 2222.60 Commercial Medical Structures Per Sq. FL $ 2.22 FEES PAID 2,222.60 Industrial SWctures Per Sq. Fl. $ 1.02- BALANCE OWED $ Residential Per Each Sin le Livin Unit $ 595.00Dale: Staff] Recei t # CashPer Each Mltple Living Unit S 355.00 Check # Check $: Thertnalito Urban Area Commercal Per Acre Developed $ 23,849.59 FEES PAID 0.00 Office Per Aae $ 11,924.80Industrial BALANCE OWED $ Li ht Per Aae $ 5,962.40Date: Staff: Recei t# CashHeavy Per Acre S 1,192.48 I Check# Ch k$:1 WATER TENDER. Per Parcel I Is 200.00 S FEES PAIDI 0.00 RECREATION DISTRICTS - Proof of Payment Only BALANCE OWED $ - Chico Area Residential Per Living Unit $ 1,189.00 13 Date: Staff: Recei t # I Cash Durham Residential Per Sq. Ft. S 1.04 0 1 Check#1 I Check S: 0 FEES PAID 0.00 NORTH CHICO. SPECIFIC PLAN BALANCE OWED $ Residential Per Dwelling SR -1:. SR -3: SR-1/PD: 0 S 3,315.00 5 Occupancy: Construction: ISSUED - - R1: R2: R3: 0 $ ' Austria0 Commercial � Industrial SF Commerical SF Office SF School 0 5 HAZ FEES II.PFLD CDF PRC PD ;H]D SCHOOL DISTRICTS -Proof of Payment Only Marysville Joint Unified - 064 Note: TOTAL IMPACT FEES Collected by Development Services S 360.00 Page 2 of 2 LJ • TO LARRY PAINTER. REIM TO afICO EH SITE PLAN REVIEW APPLICATION Date: '7 / �AN Permit Number (if applicable) Lj::) (P APPLICANT INFORMATION Parcel Size: G--1 , 99 A Owners Address: Telephone No.: Situs Address: Proposed Use: . Residential New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ ' Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other `Septic ❑ Agricultural Exempt Building ❑ Other: ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel Well Brief Explanation (if necessary):(T �. �.. w—� S� �� z✓YZ I '!'H IS (�pPir7eA�"iy� DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) Approved' ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval ❑ Site Plan Stamped Approved ' By . �E Date Page 1 of 5 ALL ITEMS CHECKED APPLY TO THE PROPERTY � Parcel Is In: ❑ Snow Load Area: Land Conservation Act Minimum Acreage: dA C, ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) ❑ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) • Flood Zone: • Flood Panel No.: • O S Index Date: 61" — ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: A 2 Applicable Building Setbacks: • ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. • Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front Side 2� Side Street Rear 2 Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. • Page 2 of 5 Applicable Development Fees: Standard Fees Amount ❑ Fire • ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ' ❑ Chico Urban Area - Road ❑ Thermalito Impact ❑ Other Formula ------------------------------------------------------------------------------------------------------------------------- Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the biuilding permit. Parcel Created By • & .Deeds: I] Date of Creation: - 2 - Ll Legal Access Provided: Deed of Reference: Legal Access Required Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:[] No ❑ Yes Comments: ❑ No ❑ Yes ❑ No ❑ Yes ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger EJ - Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 ❑ Subdivision Map/Parcel Map: Map Date of Recording: Lot: Book: ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: t Page: 0 Parcel Map/Subdivision Map/Use Permit Conditions ❑ Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The, Erosion Control P.' must be prepared by a registered civil engineer or other qualified professional and submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for roa Page 4 of 5 Summary of Specific Requirements: IE This information provided in this summary is based on the application information and on the best available data at the time of review. CALarrys\Building Permit Site Plan Reviewl.doc Page 5 of 5 AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 1 COPY of Document Recorded 16 -Oct -2093 2003-0072526 Has not been compared with original BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: 14dCA, ched Exh,h,� /4 - Ill TY OWNERS: State of California ) County of & 79V- ) M(cAnoe1 dohn"I personally appeafed personally known to me ( ) to be the pers whose name(s) i are ubscribed to the within instrument and acknowledged to me that he/sh the executed the same in his/herOR authorized capacity(ies), and that by his/her/(9ignature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signature V6W Seal: rit r 1 JIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIL KIMBERLY A. THORPE a Commission # 1336079 z Z ' Notary Public - California Butte County 11111111111111111n1/IIIIyI COMM. OUu iIIIExpires Dec lu2 a n2005 �Cvin�bir � Description The land referred to herein is situated in the State of California, County of Butte, and is described as follows: BEGINNING AT A POINT ON THE NORTH LINE OF SECTION 25, TOWNSHIP 21 NORTH, RANGE 1 EAST, M.D.B. & M., FROM WHICH POINT THE NORTHWEST CORNER OF SAID SECTION BEARS SOUTH 890 38' WEST, 1161.6 FEET AND THE NORTHWEST CORNEROF LOT 1, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "R. W. TURNER'S SECOND SUBDIVISION", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, IN BOOK "B" OF MAPS, AT PAGE(S) 10, BEARS NORTH 89- 38' EAST, 1160.7 FEET; THENCE SOUTH 89° 38' WEST, 579.3 FEET ALONG THE AFOREMENTIONED SECTION LINE; THENCE SOUTH 0° 48' EAST, 1876.3 FEET; THENCE NORTH 890 25' EAST, 579.3 FEET; THENCE NORTH 0° 48' WEST, 1874.1 FEET TO THE POINT OF BEGINNING. APN 039-240-011-000 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUI %DING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (5 ) 538-7541, PERMIT NO V 12/96) APPLICATION AND PERMIT 0 ESSOR PARCEL NUMBER Z07 BUILDING PERMIT r TELFPMONE .) Y. SO. FT. OCC. BUILDING VALUATION ,OWNERS WILING ADDRESS IC CONTRACTORS WILING ADDRESS INSTRUCTION LENDER Fireplace . LENDERS NWVNG ADDRESS Total Valuation ARCMIrECT OR ENGINEER LICENSE ND. FilingFee$ 20.00 Permit Fee S 3 -- • 6 0 ARCNRECT OR ENOWEERS AIUUNG ADDRESS Plan Checking Fee S e , sUILDINDREssI ' f tA� vin Energy Plan Checking Fee S 3 • G(J PERMIT FEE wTNo. sUeDNSIDNSUWIAE PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Trap 7.00 j� G USEOFSTRUCTURE �`���— SF � Duplex ❑ Nbbilehome 13 Other sFe:W-r Solar or heat um water heater 23.00 Water piping 15.00 Each aas water heater or vent 1 5.00 j - TYPE OF WORK New�i Addition ❑ Remodel ❑ Utilities 13 Installation ❑ Other 13 ll �` '� J Describe Work:' c� - Gas piping system 1 - 5 outlets 15.00 /�S— — Building sewer 15.00 /3— -- Mobile Home I S I G I W @20.00 PERMIT FEE S 3 ' O L ELECTRICAL PERMIT I Fling Feel 20.00 Main Service eoovDA on LLss 23.00 -;�3 '©( .� , � • L o-0 Fl � • % oneMisc. SIRA > �n O� Tece�� ��a CO \ j, "�7 / ^ (� \ f •0��� �+ Main Service 20" TO 1060► 46.00 NEW CONST: Ow8AJ G OCCUP.SO OR ADDNS. ( i ACC. eIDS. I 3.5CpT. i cols. . IruLTT oImET 7.50 NON•RESID POWER APPARATUS E SOJOLE OUTLET & OVn.ET OR FDCMRFS 2L 6 1 00 Ez. Occu B4L o .so . Ex. Occu vrl�Is� LNS"IDES ,oil 5.0D Temporary Service 23.00 3 • 0 C Mobile Home Facilities 20.00 Wirinq 23.00 PERMIT FEE S 7 %• MECHANICAL PERMIT Fling Fee 20.00 Heating e-- % • ` �d (�L Coolingti 1 0 5- L7 �S• d G Hood 6.50 S"L Ventilation PERMIT FEt S Mobile Home Installation Fee $ Energy Inspection Fee S L' oec colsT. TYPE T , AL FEE S �. D. FEES WM .Fb CDF VCEL r ND i ISSUE This permit is hereby issued, nder the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON — N D October 10, 2003 Mr. Michael Vieira County of Butte 7 County Center Drive Oroville, CA 95965-3397 Re: Plan Review: Sohnrey SFD Address: Lot 11, Durham- Dayton Highway Dear Mr. Vieira: County of Butte- FINAL REVIEW Jurisdiction Appl. No.: 03-1166 LP2A Job No. 203015-008 Linhart Petersen Powers Associates (LP2A) has completed a FINAL review of the following documents: 1. Plans: Three (3) copies plan sheets GO -1 through M1-1 (15 sheets) title sheet dated February 11, 2003 by AEC Group. 2. Structural Calculations: Two (2) copies dated March 03, 2003 by AEC Group. Two (2) copies of additional calculations dated October 7, 2003 by AEC Group. 3. Title 24 Energy Compliance Documentation: Two (2) copies dated August 21, 2003 4. Truss Calculations: Two (2) copies dated September 2, 2003 by Longfellow Lumber Co., Inc. Note: Floodplain Mitigation Measures and/or comments will be reviewed by Butte County. These documents were reviewed only for their conformance to the 2001 California Building, Plumbing, Mechanical, and Electrical Codes. We do not have any comments regarding this submittal package. we are recommending approval of the noted items above with the following comment: 1. Red notes have been added to Sheets A1-2 and S1-1. Enclosed are the above documents bearing the LP2A approval stamps on appropriate sheets. Let us know if you have any questions. Thank you; Sincerely, LINHART PETERSEN POWERS ASSOCIATES Robert T. Berna I.C.B.O. Plans Examiner RTB:ag Enclosures 1 LINHART PETERSEN POWERS ASSOCIATES 7610 Auburn Boulevard • Citrus Heights, CA 95610 (916) 725-4200 9 FAX(916)725-8242 • Toll Free (877) 235-0653 7 UK t:D STRUGT URAL GT FOR., G S, off ` HOME FOR MI N'A RECEIVED -REY, SEP 2'2 2003 REVIEW APPROV4 OCT 10 2003 UNMARTPkTERSVV paw i-URHAM;-GA�SASSOCIATES ALC 6 'K 0--,,, U- F AKCHITF CTURL + E.NG1NEFLKING + CO' N -SU arry . V ar eF `K::A., SUI D C. 530-892-80N k' LOS •17 DATE-- 313103 - BY', LJW, PAGE: I COI RS-.� Uniferm-building code, 1-997 Editiow A" �- i - Mgt, MAnual Gfsieel construc66r4 §th Editton ACL Manual- of Cniycrete� Rrazfi-c6 1-998 Ffi ttmr AIT , Timber Construction Manual MA'T'ERIAL: Concrete: Fc = 2,500 psi min. @ 28 days mdwmylf Mortor: f c = 1800 psi,.Type "S" jr-0 1300 pm, @b 2n dikyg Swel.R-eirX,ucing: ASTM A-615, Grade 40 -For #4 or smaller ASTM A-615 Grade 50 for #5 or larger A97vif X-16 Steel pipe-:` ASTM A53 Grade B !k A5 Machine Bolts: ASTM A307 Grade A AST--., dA 30: 7 ra& A, 11MA, M6 - Wood Connectors: Simpson Strong -Tie or equal WOO& Light Framing: Const GradeDouizInFir Struct. Lt Framing, joists kPliank-s.-Doug; FirNo. 2 Beams:* St6-, , - R, & Timljof g, 11cr vi� 1 '. Vf"f - W .,,.P4Mz -- K -_ -, _. D.rou � 0. J, Plywood: A.P.A. Rated sheathing, Grade CD, `UBC Std -25-9 q -k A Simple Spans: 24F -V4 Combination C,WfiWVE:K 24F---V.8CWokW," LOAD& Rwfuvelzrld, AmLive goad: 40.psf gei-smic; Zone: I Wind Speed- 80 mph Exposure: B Method used unless noted otherwise. Allowed Soil Bearing: 1,500 psf NOTE, 'the W6wing 6alcutaiions and'or detaiis are *designed by others and .are not the responsibility of. AEC G- romy Larry T, W, . AT.X A.r?. of" the amu_ conditions at the project site to determine the expansive orbearing capacity is by others. AEC GROUP., Larry I Warner ALA, 10 Declaration Dr. Ste -D, Chico, CA 95M, 530-892-8008 EXTEUGR MA&EDWALIS. EXT. FINISH 3.0 PSF 'SMEAR PLY- I-.3 FRAMING nug' Nib. AR116SOH.. I LOCATION: ]DU tHA CA, DATE: 3/3/03 NIA - BY-,- LM. PAGYR 2, OF ROOF DEAD WAD CALCULAMNS CONVENTIONAL FRAMED ROOF TRUSSED ROOF S -Y- S T EM- MW0, WP ROOHM- lJT'CDXPLY- 1,5 112"CI)XPLY Ls_ T11 @24`0.t. 1A TRUSSES24" O.C. 3.5 TJl@t2*'0.C_ t.1 5f$" GYP DRDr. 2.9 INgUL 0'S INISUL 0:5- NlISC 0.5 TOTAL' 163 PSF TOTAL 17.8 PSF usm Jrg-. 6- x.ss r-, 7 7 (2x FRAMING FLOOR) (I -JOIST FRAMING FLOOR) ...0, 1A 7 , -,- & ? X In, L X- ta p JOIST 2.2 I -JOIST 1.4 w gmalog . 010" 11 Q N41, yp lalw, Z.A. GYP 2.8 NHSC&INSUL 1.5 FLOORLNGL1.5 misc 0.5 TOTAL 9.9 PSF TOTAL TOTAL 9.5 PSF USE I Wo m V. 1US-9 16.6ps-P EXTEUGR MA&EDWALIS. EXT. FINISH 3.0 PSF 'SMEAR PLY- I-.3 FRAMING 2.0 Ffimmom N/A INT. FINISH NIA - 0: I INV - USE 9:2,psf- CONCRETE FLOOR §W 15.0 PSF SHEATIUNG- FRXM]Nd 3.5 INSULAMfM TOTATE i is USE 21.3 PSF TOTAL 6.4 PSF AEC GROUP., Larry J. Warner AIA, 10 Declaration Dr. Ste -D, Chico,. CA 95973,- 3-30402-40N - 2.2 PSF GYP. 8R -D} 22 Ffimmom N/A INSUL - NIA - TOTAL 6.4 PSF AEC GROUP., Larry J. Warner AIA, 10 Declaration Dr. Ste -D, Chico,. CA 95973,- 3-30402-40N - 4 i L 13 AA 0 3 i %Aw 4 -L -Lb a a 7z g a W a ti h kA rq\ W1 16 ft I 5aw_& 4, m(, wn*s -f By: Larry J Warner AAA, AEC Group on: 08 -37- 10 AIM --Proietk"AR161SOH-L-ocati.on: HDR�GT--#71 PT- 5.5 1N XA 1.5. IN x 6.0 FT / #2 - Douglas Fir -Larch - Dry Use '99* - �bnzAdequ 7.7%, Co ate- Ow btrofflocrFactar,-A 1D6PW!RdOiW-TO'6&1'ff :Dead Load DLD-Center= -PLF 240 T.Mf LOW .-Deeid..Loadf:' Center Span Left End Reactions (Support A): 3:25 06ad1b6d, B ft"A . Total Load DL- TWZxn-A=' TRL-Left-It-2- IQ Live -Uaa - .C*itef....,.'$P.0(Support B): .. -'RiOht Dead LoacL- U6�ve;F.;hatyt.Erid:Reachoris .. C62 ,• z!' LL Load End':- 'Total load: TL-Rxn-B=, Beanin'' -Le.ngth-Rouffe&-ffWarn-�only., 8 itr g upportcapac nofthecked): -Bending Stress: Fb= Center pan en. L2 -- CP 9Y'stS dj,tiqjffvj J 'Stress. Perpendicular Perpendicular to Grain: FcL4WP= LuMott Live:Load Duration Factor. - Cd - a r Adjustment Factors. cd=l,()o C#1() ,0 Criteria: U Ce din Design Requirements: ....-Uve.toad: WL -2= 0,0 PT- iti dell dot '99* - Total Load:, wT-2-- Point Load- I -PLF 240 .-Deeid..Loadf:' PDI -2= 3:25 Pt_F� W PLF if6tuv'e- Load: TRL-Left-It-2- IQ Live -Uaa - PSI' -'RiOht Dead LoacL- TRL-Riqht-1-2-- TRD-Right-1-2= Load End':- Load1tench , R, 'Dow , FkA:dr C4 -2-- -Bending Stress: Fb= ".1WWO AWE' . . %. . 'Stress. Perpendicular Perpendicular to Grain: FcL4WP= Adi-u4iedrl� vbtlitvv FW - Adjustment Factors. cd=l,()o C#1() ,0 Adiusimeni Factors: cd=i.00 Design Requirements: "Mmi-ot- 2.76 Ft from left support of span 2 (Center Span) cmiow�mOment-�cmt9d-by-Cornbining-aft�deadloadsandi[VO6�rTg�WgWrfi�)-2- ahw., _ 'At � .1 1— V � V= right support of span 2 (Center Span) C riti c af. sh ear cr eated, b y C-0 M niryof al I I 46&ff I 62id k a nd I iva I hA Lqc on tii Jj Section Modulus (Moment): lqran= Ara.(mea_ - �, effi, Areq= A= imp J= 0 fc-0 n-121- 12_.i V_14_P_A_A_ 307 -3 - 1 -&- AW': W $282 LB,' 46. " L.6_- - 3328 LB 0 977._, IN 6.0 FT 0,0 PT- & 00. FT 1.00 PLF -0- -PLF 240 6.0 PLF 3:25 Pt_F� W PLF 15" PLF LB 875 PSI Ps!iLLE� 3328 73_77 -k4 t - ,45. 58.73' 63:25- TUS 697.07 LB 3N3- V-01 NXV-01 IN2 INZ )44� IN4 IL 2. .1014 PLP .0', PTF 1014: PLF -0- -PLF 6.0 -FT 3:25 FT - .875 PSI 1360066*. PSI' 625 PSI, 875 PSI Ps!iLLE� 3328 73_77 -k4 t - ,45. 58.73' 63:25- TUS 697.07 LB 3N3- V-01 NXV-01 IN2 INZ )44� IN4 Larry J Warner AM, AEC Group on: 08-19-2003:10:38:04 AM . Prd(e&-AF16'1SOt#- Location: HDGT-C-1. , . R= 5 5 IN. x 11.5 IN x 6.0 FT / #2 - Douglas Fir -Larch - Dry Use ^ Sec't'ion Adeaiiaie By- T5 t39t:, f:nnfmtling Farfnr Argy I Lip�,fti i`?nni�irar(p' u� I .. Dead'"Load• DLD-Center- ": Live Load' TLD-Cermet= Center:Span,Left Fhd Reactions (Support A): 06id Load: Tt4.:i'ii%"�[��:€3iisd:'drtt Centel SOan :Riitht -End Reactions (Support B): hive ,Load: t1.-R3tki= Total Load:.'' . TL-Rxn-B= Searingterisfth#2evuired $elm oftly: Srt csifEaiiac v ricff (*0rs)' Center Span Length: L2=i Genf :Sisan r'inhFaC4 •i'enqffirt� Ofa-m, Center opera Uribraced engtl%Bottom of Beam: Lu2-Bottom= Live Lead Duration Factor: Total: LoadDeflect: Criteria: Ll .: CCeentter Span. Loading- TRL-Lett-1-2= 46 LB .:Live Load::2= . ` Dead=l oad: VVD=2= -.: Riglif;Dead,Load: TRL-Right-A 2= : Total Load: aaT 2= Point Load., t: TRt3i4ht=t=2= 2--- i_iv.tt1 PL1-2= Dead. Load: PD1 -2-- ::10 on-IF'm Ig#t ar►A"� rnsnt - = c•= rapexoldat FT FT Leadl,. 'Left Uve Load• 0-00 IN. ....0.03 : tN ' Lt2124 3050' ::. LIK 3096. LB rt:ei"ri • ' ,ilii.. 6.0 FT ZA 1 6.0' FT 1;011 ..3m Q PLF 0" PIF 15 PLF 2353 LB O - LB - 21U, ., FT, - eit;lse,.k':.4 TRL-Lett-1-2= 46 LB 2314D'- -B- ...L 3050' ::. LIK 3096. LB rt:ei"ri • ' ,ilii.. 6.0 FT ZA 1 6.0' FT 1;011 ..3m Q PLF 0" PIF 15 PLF 2353 LB O - LB - 21U, ., FT, - eit;lse,.k':.4 TRL-Lett-1-2= 'Right Live.toad:', i Tpl=.t: PL - -.: Riglif;Dead,Load: TRL-Right-A 2= : 1007..:.. PLF' Load End: TRt3i4ht=t=2= 2--- loan l�eragt#: B-1-2= f _ f ?� 6.0 z o FT FT endingStress, Shear Stress: Fb=S .'875 PSI g raft i �= U) �-SI. Stress. Perpendicular to Grain: E= t'3000 PSI Adjusj,eitl -r-o' , 'al'fid Fc _perp= 625 PSI, bj: " Adjustment Factors: Cd=1.00 Cf=1:00 Fb'= 875 PSI ' Adjustment Factors. Cd" -1.00 ' P" Design Requirements: Q.Zn *jPga. 2.04 Ft from left support of span 2 (Center Span) = 4'7ft FT -L8 Ct tical<rrtornent-•Created-by'combininq alf`dead`tt�dTT—Wc ve tiiadq nn cnanl�� . At right support of span 2 (Center Span) -r •i f : v= 3096 LB CriticatshearCre8ti:$trv`corntilning 211'c+�-d j�,R6 and.,iyq.t �.d: Section. Modulus (Moment): Sreq= 64:58>. lN3' Area (dhearj: I Y2 :23 1 . Areq-- 54.64 IN2 A= 6325 tN2' it"M %.*46 W4 I= 697.07 IN4 Y Q •97't MIbrM 18iailair r�?l X } ?�•. '. ` BY. LarrY J Warner AIA, AEC Group on: 08-19-2003: 10:40:52 AM PM66i: ARt61S R- Lodation: BM -GT -C-1- 5:25. IN'x 14.0 IN x 17.0 FT 12.0E Parallam - Trus Joist -MacMillan Sediori LCdeauate B;r 2Og4; Cantirntlin Fartnr (iAnmAni'nginart'ia 7"Piariffi t?Pniirs"1 n.l►+ Dead_ Load: DLD-Center= Uve: Losd'. '• • : r'Otdi`.LOad: TL:{3�CenfEr=:. . Center-Spari. Left. End Reactipris (Support Ay .rte' :e^. Dead Load: DL-Rxn-A= Total. -oad TL = ..=R�ci►-A- .� ,: is tf- elft: Sti{ipF?ii. f i ii .`e�ot °c i edp Center Span Right. End Reactions (Support B): l,i 41oad: iei�d; ..:Bearrna�LenMtt�Reovired'lf3ea"rYi'dnly_ Subt�fial'cacsacifv reni"��5iar_"k¢sil` ... Center SRan LerWth Y:aastar +2nan [ leihrarpri�f'm�nfFi.Tnn nfYl�^�„m.• ntet'Span Unbraced Length -Bottom• of Beam: Live Load Duration. Factor: Total Load Deflect. Criteria: Cuter Span, Loading:— Live Load: Dea6 Load: . TOal Load: f'oinYt:oad Vit' . Dead Load:, Lova idri f *6m rafrand, af —IT Tta'pezofidahLoadi; ` . Left Live Load: Right*Dead Load_ `. Load End: estath: Left•.Live Load-, Left Dead- Load: :Right Dead Load: rdad sts rr Load'�nd: . Load Length. fsra�c s�; s,v�rg.�@C�ta�iS. St�� LaLI \ i�P'4t�rlr�),ti:. $ending Stress: Shear Stress: .is W41,__... Fi- Stress Perpendicular to Grain: AdjustedProperties- c..fi;,g"m-mb . Adjustment Factors: Cd=1.00 Cf -0.98 Fv`: .r.r- 11t his: t:ii=i.tfl3 Design Requirements: C60oliKii liffnmgnt- tt: 9 L lto i� M support of span 2 -(Center Span) ..��C ,ritica lmoment created by combining -all deadioadr and4iue.loads<on,spwgs).2 G-O'At di.-supportofspan 2 (Center Span) Critical shear• created by combining all dead -toads and'live'ioads onrspahtgl'2" i"u .%� ted. &t4 ibna: . Section Modulus (Moment): Sreq= 0.02 IN �r`!d :N=lJ�n� ..47 IN = U430 k $_k 195 LB 3114. LB- LL-Rxn-ice , 6.770; L� . . PLF ... . La TL-Rxn-B=. 6965 . LB. Izr ca'_ : :r.rr tKr L2= 174. F7T L– T .b ET Lug -Bottom= 1�7:& FT. Cd= 1:00 F:... 7.0 FT U 240 PLF wL-2- WD-2= lam' wT-2= PD1 -2= &1;_Z: Z: TRL- Lefl`1-2= k D-a.A tail# TRL-Right 1-2= TRD--Right 1, r A -i -27 B-1-2= c=>=r TRL-Lef�2-2` fr VLLe ft 2 TRL-Righi-'2-2= TRD4:4W 2 2= .k4.a B-2-2= C-2-2= Fb= 1�?= E= Fe perp= Iib'= Monterit'of lisertia (npit�tr�inn)` = Areq= A= ttroo 0: PLF 0' :.. PLF ... 21 PLP' 23 PLF 622 LB. 0 LB VQ FT 0- PLF 'a 'FIC9 266 PLF (Y PL•' F E} a F:... 7.0 FT 1017 PLF a1 r 1017 PLF 0 PLF AQ - €is 17:0 FT 80 FT 2900 PSI 290' PSI 20000W ' P9f 750 PSI 2851 PSI non .i'�i..• 263221 9TIWL&. S9o5 LB, 98.17 W3 R.79 ,. 'iiY°a 96.03 IN2 73:54 IN2 au-T.a4, ii i By: Larry d Wamer AIA, AEC Group on: 08-19-2003: 10:53:06 AM :Pt j�ct`AFO.61SOW-: Location- FYP`HQR' 5 5'IN z 1.1.5.1[d x:6.0, FT -1#2 - Do.mlas.Fi►:Larch`-.Dry Use '" ` `S€c�itfiY Adegtf'a'fe' Bpi 90 � :. Coi>tro7lina Factg_r;':/firFa f i�Ant'ii Riar,��iirari'iS"4'q-in DeadLoad Di_f)=.. O:E}I tPt f rvaa"�aA �t 07 Reacttons:('ach. E d Dead:Load; :. ....: .:....:, .' ......... - ...D _ •'.� $i& q ua f i .Beam Data:..::' ':";: • .: ,.: 6' qq PitGh.Of Roof RF-;'.. 6 .:: 12 . .. . toadDe ct::Crrtzrta° L"1 ` . :24n, ::.-.:::fit Lead Iec - teiia' Non-Srioirti.Live Lgad ' •' : �.' p:... eL We'. LW vad Method Method -= ' �: ::>..::��i �t'gig s'*�1'~�e �ti�:: •moi= . •• � .I�� .; . f '� :. . - oaf Dead toad=Side. CM*. T ,., >>?butalrlt Widtli�:�itlet.Qn�= = RQead Load=Side Two: oof 01.2—:18 0 PSF 166titary W#dtit<Side-Two: Beane. Stiff-WeightBSW=- StogefPftctiAdiustec�'terYattls'aiid'taed�:` '.musfiim3°Beam Len dNi' Ladi=' :Bearer Ui�iiforrn•.Live Load:. vvL= 342 PfF ' Roam t lnifnrm. fiiari't�riart Load: -; :.,. A� n� ' PLF•:•�.-. Properties:For:..#2=.Douglas Fir --Larch - wT. 720 .r..r!. � �i.. heae';S cess; :' _ ::'. - � :tus °f:a'ty=-;.: ... E=.' 13Q801fi3:• �St: - AdjuSted-Prooerties .' . Fh':fTensiony_' Ftr_ - TOM, PRI Fv'::. " ..... .. A�lit3tieFii Fa`c%c�s:"Citi 13 Fv'= 98 P.SI >iZ>squireritei►�s:'.: ' .:Con ifiillinQMomeirt. NA= 3239': ,ET -La ' rrtcal'nnomenfixeateii by combining all dead and live loads. ` .cart#viiin : Shear:. V= 2159•° LB- Critical: shear -created-by combining all dead and live loads. Comparisons With :RequirSections: �i to t i pox 2 .f SrW— -W.13� INN Area (S#tearj: S= 12�jj..1��.23• IN33 Moment of inertia (Deflection): A= Ireq= 63.25 40.36 1N12 IN4 1it.dd4 1 G , N ORX1.1 BY: Larry J Warner AlA , AEC Group on: 08-49-2003: 10:42:1(} AM .' ARt$1Sf3M- Location: C-GRF-1 �P3rotect 1.5' lIV k'5.5 !N x 7 FT / #2.-: Douglas Fir -Larch - Dry Use SeCtfibiF A�di�fe:BG 1+Feiltcal'.Reaction`s'_ • Live: =Dead: Vert-LL-Rzn= 7.861 La t . Ved-96-1 art= #. .. Axial Coatis::., ' vert ��;_' .701' LB . . 0 L8 Column:Self Weight '. CS1Af= 1S..:: La; Ecce'Mfi 0. (X -.-Axis) ::`, ex= 0:00:....11yr : E caea#t1f (Y Y Axts3=..: . r.tsii8sttiil8a: ' ..d ear='. :' r ::. .: ,:Maximum Untraced Length (Y -Y Axis): Lv= d.t} ; t=.: `.:..- D�1Ginn f=nrt"(:i�ntrfinn• Caicuta�ed*ropees:. _ � � _ ._ ..: ;. o C ,rain :Section (X X Axis):dxr .........; • W. .....: . �tion:AAodutus'�X-X-Axi t:- q= Sxa- ;7;58 tN3 Slenderness Ratio:. ......:....; : ; '1.5.27: . .:.......Lex/dx=..:.... Compressive Stress: Modulus.6f, t sbeity; Fc= ' `1== 1300:'..: .. A&R-Od-O-C, :.."per:.' 5: PSI' Bendin4.3tress: Y Y Axis AOOiu Tiff. (?ropertips_ Fby- .. ..... .. . " Adtus#men#-Factors:: Cd=1,00 Cf=1 10 Cp=0.80 fc'=..:....:: ' .:1144 ' : pSl: (YnLimni�al c� iiRw.. ,.i •, . Cgntroltin� Load Case-�aat T :... act Only (t + D)' Rv I arrv, d: VVar er .AIA , AEP- rr^-u^. �R: 08L1a?003: 10:42:1A eta . Proi.i6t A 61sot-f=tccatior,t G-GT•E7 .2'. . 1.5, ttil:x:5;5',IN z 7 FT / -Douglas Ft-Latch -Dry Use. . ':'Serii3ri'>Rdei�uate,Bi_: 38 gg;; .:.::............ lfert-LL=Rxn-.. :.: TC Vett -Rxrt 680 `LB Awal.L.oads: ,.:'• :.::: `.... ' CoWmii:Sali-WA*A; . PD..-. 0::::18:'.::.. .. :'"Eccentricity vs "E--' :.:...:.::..' nt cjtty ex= O:QU IN` • - ...... �1;.i3k���;"::._ ....• _:�' .: , .: � , ' "'`r�-Ina Col.umn;Datas eotti: •, � _nom , .: tlFftsi$i$i&. Le (3� 3 lis)' -_ a"-' ' ' 3n' ' ...........:..;:,:.; �i1fi1 :.=:A , amum.:Untiraced. Len . -Y Ads). 9Y (.Lir . ``.C;�sGtmrt'Fr►ri"f':nn�iifinn� - - ��_ � `� . olumr :Secbw,(1t X Aust 5543= iAl :t`- 3t=. i,':.` .: Area;8.25:::. <'Sed%an:M u .(X X=Axis . ". !N2 ` .. 2: � a�i3� -::Slendemess.Ratio:.':.:;;';': _ . .::: .• L�vf C..27 .:pressive:$tress, : Fc=...: '> : 1.300:::. 'RSI':' -- i�loc#u us: Qt ivlasifcity .......... . it}Sif;f-Azis �_ 1 Mo. ` aft, .. •. . .:: eindinalStress-(Y Y Axis): "Aroiii3rtiac= Fbx=PSI; - Fb r- Y 875. : FSC Arta fedFc Ac#iu nehffacfiors::6&1.00Cf=t.1D.Cp=0.80 1'144. PSI Owq:•...:. Controlli4::koad:Caseal Total Load Only (L } D) :.::.. C9siipiFassl,r� Stress - _ .... . wUl"uu "S�TjrU arms t�� 0 By= Larry J Wamer AIA , AEC Group on: 08-19-2003:10:42:54 ANI. Project '�4R 61-SOf-F=..Location: C -GT A-3 uiatr .. :..t;S:IN;x 5:5; IN. x .7 FT 1 #2 - Douglas Fir -Larch - Dry Use Vert-ISL-Rxn= 4608. tB. . -- - C V@rt -Rxn ; ....: _ 4624. LB . ... . Dead. Load §: _ - .. PD. 0 LB Column Setf: Wei t: . 4�z� did... Eccentricity: (X -X Axis).ex= :.. 0700 IN coentrioitw.(Y..YA)ds) ' . R t3`s-: �1►= . : .. ©00' "ColumnDate::., . ra'. .:irr..: Ma�amurn Unbraced Len h Y -Y Axis 9t ( } 0 0 Cb7uriiri Erui"C,isricinri-' r K _ ' Column: Section. (X-X.Axis). . F^i�!?':3t B.�e+icn � �-y `" dx=` .': 5.50 8.25 Section ModutusfX:X:Aids): Sx= 7 -Aewi5� '' .:: 11<fi . :.::•:'.; ':Slendetiiess:Ratio:; Lex/dx= .. 15.2T. C .. ompnassive;. tress.: : _ Fc ; � 1300 PSE . �tifusof-E#a�eit�"- - • ':`;- .: .•'f atit- �iifin'. 8- PSVBending: Stress (.Y -Y bids): Aititil�d Pi`i%serires:` Fby= .75: ' 875:.. :...PSd ' A.��jdj�lu���rge�nt. C®d=91,00 Cf=1.10 Cp=0.80 fc?= 1144 ::. PSI jFactors i�[l)iwRn � aff�`.SY!!,l ��lk/!!4}jYlY4,; 4+� 4t�4, Controlling: -Case: Totat .. .'. Load al Load Only (L + D) . Compresswe. Stress i; 9. ftBS fc= .nv §ift, G�ls!€fii 9?•!lEtf*?if?$: �?tlSt i!5 MCI W•.Nval.,F :,5g G%.:.. tarsiTw_ rnor) W,. AEC Gr6up-6n:.(38-49-2003:10:44;53:AM :. Pi3ect ARlSNcacir COOT-C-T .... / #2':=:Douglas• Fir Larch -- Dry Ppe WN YA VEnc�at ReectiOrlS Vert:11-13xn= : : 2919 L$ . - - 'Vert- im :.: :.. :..::::......... SIN<t!St-.:..::.::..::: ead:Loads:.;-_:;LB AlVilet Ecc IN Eccerifri ('l. -Y Axis} ColUrnnUfa=:'::' . fits 13nbraced Leaw X 3c AxFs _ — ` M.zimtiiri. Untiraoed: 6y Y Axis IL ::.:: Calculated; FcoPecti.es::;.:.:: - Cistumn lnrt.(XlXxas� 4env ' 0— ^; ... '—A :Area:.: ::. .. ;..:::.;:; : &eet#ors� Modt�tus: (•X X Axis} . � � :Sk= .- : `' x.8:5.6 IN2 ... Slend ..Leme�s:'Ratta ,. exldx-&27: .: R aF#mj� :.Coinpressiw Stress: = RS ' KAb - :.:..; :;encilnq.:Sttess.�XAxisS: �T:.,:: =...etre! nsa.Stress {`f.-1f Axis): .::. :ist FDy= . d Babes .' .. ,...:. :.; .::.:.::... :..: GR-4 Fc'= 1144 . -�..; . i .Gontrollin4-Load CaseaAxiaf Total Load Only (L + D) CotiipressareSess: SSc= ' . RSI' - .. 1:14$ :SY°: : Larry J Wartier AW ,AFC Group on {�&19-2Q03f-40:44:2& AM . . : P�biARi61SOH`�_L�6n'C-FIDR=GT-G-4' %.92 - DougFas Fir: Larch - Dry.Use ai�rt:.A4sJstw,¢';?4,T: 'SVe " :Verfirat.�eac#ioris • • , Live:.:.:::..: - :... ... • .:.; . : .. 2324 .: tB.; - .�..d- • � ;.:..art r s .:. .. . - _ - ead*ads: ..... PD= 4fi.. .. t8�. Le..:: • a:f3� - ' :Eccentric X Aids Co :al ei�ifiit fm`,tinMOW O t M XAAij` Maiamum: Unbraced"Length (Y -Y A)ds}: Ly=.. :.00 f T' .. CalCtaiated.Pcoperfes: ".. Gofumri; Section (X -X Axis): Ybm:.:...• . :::' A :.Ito ;.,...Bien apax sea : : ,.; ... BY t arot J Warner AIA ,AEG. pan: Q8-18-2-003..1Q.44 06-W: trojeCt ?:AFS f61.SOtfi.�. Location : C-t�DEt-GT-F=T :.....l�ti494 -..:.... ougias Fir-t-archy t1 =.Drse.' Sed on O' Vip eg By--: 6T AU VErirrat �eacttons - ' � .. _......— :..:..:. . ... :...:• ::.: Line ;;.;.::.:. _ _ :Vert LL l2xn 3E}27 , LB Axial: Loads::;= Gil :<':-:•:':: °,' .'"r - is Column.Vie#-Weigh .::. 6S1N=: ` .' : ' :::. 6 ::Eeeeitri. :-. ilia iii3iii:t ficace i rt - C:Aft :....... O :Mawmuiri-Unbtaced:.Lett Y=Y-axis' :'' ::. sm. F.:. _ a ernes.. : ;.Cottinnaectioii:aX=X4xisl.::::::. Area A. .= .";;`:;$ectiora,AAvduluslX X.Axis}:• .: .. � � ;Sx= �:� `'7�56�::'<:It�3-' : � :: ..:. - slenderness Rati - ey 1 dv- 0 t) :Com r •-Fc .. . Modutns•of. '. _ Fjastic _ S'kfe=.%i:ASds - ;:i3endino-:St[ess. Y Y A�as :...88.75 .Adiustmerit_t=actors: _Cd=1,00 C%1;10' Cp-0.800 - Ll ::Cor►troitmgaoad, - se:..AAda1.:Total.Load_Onl L.+ D .......... . • .....:..:.:::::.:::::::.:.Com ...,....::.,:•.....- ... ...:... ._.........:.orossA a........... ;:a��1$ � �.{.e � _ •- fe . � _ - '374' • :: : ' .. , . '. :•'i�ii�E;�..� � 9i ��ss"ii�'�t��`�e`iati� �:��r €d�)�b"�i 5_�i' �:' .. _ �T ►: erg LI. War!!er AL4 , AEC C*41p on: 0$-1?-20ii1: 10.1: eta .":Prcie ' AR161SOH- Location: PTG-C-HDR'-GT P4 $U ary" :,...: : Foatinq Size 1.67 FT x-1.67 FT x 12.00 IN {"f6�titiffd`t�ti�fiirdest'dried`w�iioiit f�inftir��giP,f�Di� Qve:L'oad:... PL= 3027.. LB.. . roiafi tae:; .: PT= 3089:.::' P.u- = ::�►1lowable Soil Bearinq.-Pressure: QS= :1500 PSF crete; Compresstva SttEngth:• F'c� 2500 PSd Width:... W= 1.67 FT' Efieaive Concrete Depth: Dpi= d= WD . 10.00 IN+ . IN Columni and::fas ejiate.'Size: ..: li3 Sn.rV i' (WOO')• Column Width:: m= :.. 5 50: ` IN. eating C.alCulaiions: t1lt��m�aate Beating Pressur�a . Qu=. .. ..YtW9.1`M'.�Gi1�Y+F.^T.tC.�.ca��L1G. y1..1:t0�(8y (PSSF Requrred.. ooting.Area:' Areq= �Ares:Prwrided �►'ik ''t'�t� ... � 279 :SF " .'Bearincl..Required-BeattinQ= 'Aflbvuable: 5233- LB. . Beaivnq: (�ae•{�ay=S€j:- Bearinu-Altdua=° - 83588' Lt3` ' 8eem Shear, A#oi+vab% Beat hear �'t& Vons ("rho way sjt t>: _ vL ;:.CriticaF;Perimeter- ' Bo=' 62:00:.:;.- IN, Ailowatife Panching Shear vc2= 53599 LB Bender c '. qj7i"' Nominat`Moment Strength: "1ti0fl:'.''8 Mn= 54275` IN-LB . .....:..::::...,: '��� �:`•:'. �+ his ►t' �,p, CrOU0. on, P..int ec�`AR iB CSC�H:=:Locaiian`'FTG=tR=iaT-i�� :'FootipQ'Siie;:7:O;FT.x:1;83;FT. x:12:00aN ...:::.. .. :. .... .:Fnn fin bac aQn 4f t .:- pyi4hrat.... rCam�^ . . - .. We, 0a :1.4i - 324.:.: • • Uibmate Facforerf:Load:, " :..ate .,...:. .._ :..::....:.... . �: . .:::`::�:::..�•:::�:.::::�;''Aitov+►abte..So�1 B..eann9:Pressure:� :; :.. - . ' ..: ' � '. ' : -•'.:, : �' _ - :.: ,....,:...Grin. :.... - :...... . - OT .... - epow IN :.:...:::.:...:: EflecItm OncrexeDepth:'.:.'.:.... n_:Y - :C olumn. Width- $eanng Caicu(ations,, ' , .... A. ressiore:. - "'RPqulred:ootcng: Area .... : Ar - ; ` : < :1T1:: r ''SF r...:. P`riautded- .:` - ...... eann R it - . - ::..'SjfJt15 :.. IMM SheaF':' ::..::.. A1lONVat1l� Skiar Punc ing: ea '.MIiwf Oqs (i%.way� shear}: w Chiical: Perifriet .. cher,. _ _ .... 4lCovvabCe Purtch:►;:Shear;'.: : • :..:.uc2 G�atcutetioris: tLon� Urec#ionj F t i47r8 Og Str.....gt ... , M n. .. Hertrtin - .�� .. ...:::...:.orls-f.Sttori•:Lasredronj - - - _ er!gth.: MrF-shod:.. .......5.8475. _..AN-L6 : ' .` .'.:;' � : ���iiz�.t:,iik�%t�r.E3.ti'�• 90>��3�A?��°��:: J Warner AIA, AEG Group on: 08=19-2003: 10:49:49 AM -Pro(ect'AR't6'ISgF.t'- Locatlon:FTG-C-BN1-GT�1 • � . Footing' 75 FT x 1.75 FT x.12.00 IN ' *IF-ifi"',64! .66Pii dj 1_% �W-tA j. reirj(nrC.ar!±8nt • i�O�ig tOadS r ..:. L.1V8 Load:Pf__ D"ead i flan- . 0 4 � 3�. LIR 3510' • Uttimafe?FA0qredaoad:.'.;. ::, .5855.::.. Altawable Solt Bearing Pressure: qs=1500:... PSF' ;.. Condete. essive.st y . F . , F c= 2500:. P81. : W= .. 1.75. :.:FT-.-'.-. . 1..75' ' : °• 12 ' FT . ...:.:. ie De th FAiuPrlfl�Bni�89Cp�8t�3 Size: i3iuiiift (Woodj G ,umn.... ldth;:•' :..: �.•::.: -. i�earfng I�tcvfai�ona: flit ite Bea* dr it Pressure: ©u= _ eVYatzy:4tt�E®gl� t €€��[�R�:�C t�'�i6[�:I�Ylli'l ��i�Y6�8t�.�.); '�d.�a, 6t�,`sk':"• ; .'' ; ; . - Required. Fdofina•Area; :' Acer:.. - .:: •_Aceail�roiride�`:. ....: i4t-:° 3i06:..; ; SF: ,:; . • ring � equi[ed: LB:. : Shear Vu1 1�3a lg sfi6aij: 130,:. Punching Shear: vc3= : 53599 .... Bending Calciiiationas:Al. ;nominal Moment Strength:. _ :: Mn-: i=v esu"l�71�n3ciim'Bildi s�{t>m`k=�s BV: Larry J. Wamer AIA, AEC Group on: 08-1.9-2003: 40:49:06' AM P'role6t,--M16-1•SOH-= Location: FTG=C=, TT -3` �un�r�ia� : �: - • Footina.Size; 1.75 FT. x 1.75 FT x 12.00 IN ` ,.`.:Fo`rstiitd�iFe�"i��d��'riE'd'�i"r�riout 7e5n-forcem�nf live. Load:.. PL= 4608 Lia e Bad` Load:' . ".. arf: p�- �i= .. 4624 Le t l unate: Factored Load: Pu= 785fi A1(Ipwable Soil. Bearing Pressure: Cls= 1500 PSF' Concrete: Compressive Strength: F'c= 2500' • ' .: . � ::.:.:V1lidth:.. 1N= 1.75... FT 1:Ta:;: FT Eff:Concrete Depth: ..ed' N' d= 10:OtJ IN Colurr*80d'-fts late Size: . tt ft> Vpe: (Wood) Goluma' Width, .. rrt 5.50. IN Bearing Oaicutal%ns. Pprcessurrey� Q�u= 151iA� PSF .. CU_ltrkmn(ante /B�(eayriiln.q wf Y+..rs .. ;: §��r"RUU` 4�P.s, 4' 4lY,iFdN S�Ysf 'k�s6'�f if ��. f3 G�.'i�r.' lE l C�. �i `R,Yvs. .��.f:' ' Reaulred Footing Area: "" Areq=.' 298 SP Area Provided A= 3:06= SF IN . �ei� .. - Bearina,Rectuired: Bearina= 7856. LB:. AllowaMe,13eaririq: Searirtzt-.Allow=' 83 8 !B` :B:eam'Shear..= Yu4= ' 187 LB 'A#rnivebte�earo-Shear. w.1_' .oail�i :�;n :Ciyfical:Perirneter Puni:ttiCF¢j Bo= 62.04 .. IN `AiPcvvaiife irichingitear. vc2= :. 53599 LB Bending,Calculations: Nominai_Morrient Strength: Mn= 56875::'IN-LB' ?^? itt± Qz ism iiki i r blamer AIA, AEC-Group 4n::08-19-2003: 10.48:35 AM : Proj6&:AR"161SW- Combo F rG-C-GT E-2- . ootin4:Size.2,0: FT x:2:0.FT x 72.00. IN C4t!nf3 fia-S 6 e,idb"p£� M�!t1ins�t: rej[►f�rnp��# PL= 5664 ice.. :. aFLoad P�`.= .. :. tlttlmatefact6t� Load:.: � M ;..Pu= ..: 9651' .LB:: . Lia- .0 ., -. Ailowa6le: Soii: Bearing: Pressure: - Qs= . :: _..1500..::: P,SF Strangi Corscte esslva . h:-: - F� ...:..;Wdth.- _FT Leiigtf� LF- .. :: Effective Concrete Depth - ::;: , �5 ...... m . - lNcl. ,'.tit: n' - .. ...�.•-. 'a...: :.::•.�':•r..:-:.-�m'Si.-fir..}--h- � ^-�' Ld. � H�� ... Qearing�,Caiclations : ?:Ul#tmate;8eaiihaPressure Du= . •.=aiE4�{!�@��t'E'tii6iYt�"4s�i!•,{tt�l`i�lll��,it��t{{i•ili���,�• : �'at� 'i �t"=� -'--.Re - Required Footing -Area: Area- 3:51:. - . ; SF ... : . iAre Prwded • SF: . .... .::.:...eating Required: .... _ - Attovl�abte"Seannq: m €# 4Iitatins f Beam' Shear.. AtloWaE3le S�tkY.SlCisS�.. fling wear GatcutahiirTs �va.way shearj' ;Citicai<Perirnetef -Rr�nnh �• Bti _ 62;.OQ� IN _ 61 v— te;Punching Shear _ vc2= `:.. 53599: t6 �. Beiiditg;�Cafeutations:.:; :. .. . �Jc Nominal°-)iornetit Stren h: gt Mn' = 65000: IN'-LB . Footinq Design f 97 Uniform Buildina Code (91 NDS) 1 Ver. 5.07 Pr UiAIAsl:.. AR1.v i vztin. n 0 -SIT IFODttnQ.slZe:':2rJ"F'rX4:Z.,�,a'�'7C'��'Q� IAF . revsiir�g itaS beendCslgllGV 11Y. u�vu r�.ii.FOf��m�.^.T _1 t-_OOiEtiy LiTdus: , - -7861 " ` 1 ivo 1 narl• "TIG.:,c- .' LR Dead Load: PTT 7877 LB ts6 EftaG: ita_ r a s L..��• r�.wlc+ �U= t.. t g Footing Properties: . Win^ RAF -Rtto�te.5�>Bt�i�O;PresLua�; F+c= " 2ffU0 •PSt �L= ,... tltli�th: Lenyii�: Depth= 12.00 IN Effaoivv Concrete Depth: :d 1;0.00 ..1 Column- and Baseplate *Re: (wood') 4 Cotumn Depth: 8eatirtg,�alcroF1s rb>,.,...�::•;.,QU- ''trJrSS '{7SF Itlrnalr+ Armin Allowable Soil Bearing. Pressure1with increaser Cte= 11 n7 ?Sl Effective :RequiFed•Footing-Area. •"e"= ' �7 SF A= -u iIry^YidC:.: .B.sa.wplate Bezrin.% i �e3t1RQ i�egUtfed: �_' •� r flllOwaDde sseesirsu: `^-'• AnT A k I R 'L$i`i11tt �?I'TGBt'VCitna9ec9�sv.i �•v'vw .ws �. - �1 4 �L R_PAM ChQai _ ` Allowable. Seam: Shear. - V•E�•7--T •; _ .•+P.i<.JV 11 T _��'S Lo �v� "Bo= '-VL:tiV 'tfV - ^1:!1(1%441.. r, •.v.. PunchinO Shear: /_ G> tE:Pl�itClliQQ She df , c2= S35Q�i LS }mu= Foc ar'L-d Moment: .45t .8 iN LB '�VV+liii lilii011JI7fC�1�. {�1���' t,sa'ICJ .II YI�u+ Roof $earn♦ 97 `u,-ii,i3rir C�iiiluiisG .,cuc t91 5, iAl.._w... Zlh AM,-_missn nn- m3-nn-mcn : 11:37:52 AM �'nlc/enu 1cctio.n..• a _R:7 ,.a.F,.. -s:-�f''-t%t K''%irJ.r�a:�F-�:Q� T�'�•_ ,.iv> C -ms's. n,- 'n;...a..,u•...:`c.,..Mr•' �ro? t rlonth Rar�lsirpd 4.92 in c....4•!� ung• nuWe ny' :vi.i �•ijn '� U#IL. Vuin� ua.w.... ..�_.• aJGVal Vri ey --�• ('SuHau�tinn=• ..v1Dead toad: Live Lewid: i 4. .1 UR.ia. iV.f�St. �aogrfin c-(ffc.h' End): Live Load: ..�,: ..� .'Tviai L•v�.d: Bearing LengYn Required (Beam only, support capacity riot ctie ckeu): Beam= Data. _pan: Maximum Unbraced Span: • Fitch Of Roo T:.tv, ! :t -r4 'Inft :t Criteria: { +r::Snaw tveLoad' - -- - ' Roof Loaded Arra: L•riifG 1VOu lrtcutvY. 'Roof, oadinn• RQ Live Load -Side One: „ ROC.4 d.!_Q,3d-SiiEe Olne: Roof Live Load -'Side Two: eof::Dead1aad-:Site Two: Wkfth-Side T` W- 4anf Duration Factor. -8eam-SeIf-,WeiQht: Sicigrrr ' u i ch Adsted Lente ar:d'toafs: . Er1iE:c`ai Rn�tr : i:ilClttt' ' Beam! fitormUve°toad: Beam -Un' T6rrr Dedd Load- total E /_•S.. _... E L�.,.,.,,,.1. IU1$t 61y1.I2IlV1DUf��Lt1{Jaale. es For Bendinq.:Stress: •Shear:Six.�B: Akoulus .a1 Etasticity: Stre�s.Perpendiculer•to•�+•aitr Adjusted --PT pet8m -'Fb* `Teng'le Adiustment:Factors1:?5 -_-Fvr , Design Requirements: /'lM1YJa111 • . coritrof irtQ"Mometit: . :a•.• •t •,... 5 Aaaatali hil nnmhiriina atidlivis"ICinds. tr4 itii.3ssa>"iliacita. vt.:u..... -- Cgntroilinq. Shear: ; _^SttB�dr � l!Si CAttlt11tl1itttf Clq wcau city i%v`c ivuv;a- 'Comparisans With Required Sections: .Section. Modulus (Moment).-' -A4OMent;dfilnertia' (Deflection): R1` q Method = DL1= iii=?= `i'lfttt"2= Cd= nn. A E^ pJ.ry Ladi= ,-w.L= WD adl= WT= Fv= •`tic= rc_�e Vii= .FY= Fv'= 'M^ =V= dR f1 One 8.0 OO 13S 232 R7.ri '85 �i 3Q(i0(30 VGJ CF PSF PSF PSF FT D: C FT PLF PLF PS1• �Psl 'pet not C 104 1006 'PW AA nn/ vo r.;Pt 1.!357 FTI: LE ,-928 -LB 2. t o : if J 2 inn ri: IAIQ t4 1 .FY 14.25 IN2 63.27. il�l1 sv.ea iii 697.07. IN4 4% r% 4 til n.n1 IN = U9834 TLD= 0.02 IN = U4067 DL-Rxn= 544 LB TL-btir= .;928 LB BL= I:.t7 q -L= :&O rFT Lu! sMP= 12 l� 240 R1` q Method = DL1= iii=?= `i'lfttt"2= Cd= nn. A E^ pJ.ry Ladi= ,-w.L= WD adl= WT= Fv= •`tic= rc_�e Vii= .FY= Fv'= 'M^ =V= dR f1 One 8.0 OO 13S 232 R7.ri '85 �i 3Q(i0(30 VGJ CF PSF PSF PSF FT D: C FT PLF PLF PS1• �Psl 'pet not C 104 1006 'PW AA nn/ vo r.;Pt 1.!357 FTI: LE ,-928 -LB 2. t o : if J 2 inn ri: IAIQ t4 1 .FY 14.25 IN2 63.27. il�l1 sv.ea iii 697.07. IN4 .97 Unif- -, n4114i.y-11115i I'Vef-- 5-L-1 A I A ACr t -.Fnl ln.nn .j A* -.'17: 37 AM DR •' LB A.m 0 OtJ m %�%Jkcwbh:R 4_43- SummarV: -armDry, v%C1__A;JGLfJoj- AA, .t 'i�%J' I 1 rmqft Required 8-6 In FT n Dead =toad: -DLD= LOY- Live Load.. TLD- A= 1 i30 'RenCV,ne Mach Fnd P. DO) ArmQ= U\ie Load: DL•Rxn= ..• YTNO."' TL4;bcTr- Bearing Length Required (beamOMY, Suppoij. capacity not Checked", Beam Oath .an:- sa hF — Maximum Unbraced Span: 141; -h -Rob -Pitc -Of- T -2:0 ut."Wrim: U I AaA 11CRMI-f nritAFi;k_ IJ 144 Ro6f-Ldaded Area: -- � J-mettod: Method �1 F-- Rh - 136 PLF 232 'Roof Live Load -Side one: DO= m-e,ane Kea.-Dead1ow4s, 85 -'Twhtaaty Width -Side One: -TW-I= 4Live Load -Side Two: &-^&004 IJZ-I.j Roof- Dead -L- oW_Side,4Tvm: 100 T-ift"'an. TW2-- m . C_ %Ae Cd= —A 1. -A.• wopelvach Adiusteu _en%4w� up'. ,� ---- Ladj= A,19+mA Beam UftftwLfvwLoad:_WL= Beam Urff0trn Deaddtoad- WD_ - — -1 WT — L .3s!tpi Uivilorin vad� -prooeltes For -k_ Douglas Fir -Larch Sending Stress: Fv- Wesv. Fv_- ..Shear wkujidlls of E- : Stress to Grain: FC b'= Adiust . ment Factors: Cd_zi1.15Ct�--T;W. FV' Ud. I. I Gontrollina Moment -7.0 nklkom-`!eft suppoli r1tomwitcrea"C', j.-de_=d. an el live I oadss. ...A :critical t su'po'6rt.- section Modulus -(MQme!1t)_,- ..momerft ofiner6albeffectim): 0.22 W U-759 '872 t8. 953 LB 4M 4_43- 14.D FT n -24i A= 1 i30 1N2 ArmQ= 105J -- One is .7.07 .6 'a IM -FT sa hF — 49 P A 141; PSF -2:0 -FT IJ 144 t-1 96 �1 F-- Rh - 136 PLF 232 PLF ;.5 Psi 85 PS! -1300000 .-PSI &-^&004 IJZ-I.j L. 1j, 100 -PSI AA wo m . C_ %Ae ..5581 :FT -Lb 4M 4_43- fl� 0— ll 4134 'I' IC IN2 A= -63.25 1N2 ArmQ= 105J -- A04 is .7.07 .6 'a IM Boui'lii 97'Untfoi;.i �u�'id'snG ddev :` .Roof AIA •arra rrmt*tn nn- Q8_03-:2003 : 11'37:23 AM 'I..AJ R•�6Lw`",.` SummanJyJ- r ,,�,tt :l tea' r �y R� J i` =i?^il MMS •1%i'..rA'11V.�($ ii.� 7 �'l�i�. ���.r ? t ai•P:il._ Ln S,t a •_P .: r� Firi rraT nv. .a1_'f'i"Jn' vVir• � Zt� r�A.>if�o hRacalAredi3'.S9'its g..�. ..�.e 4.. - n©tTe�.ztinn - i'YI R— A= INA .,,-Jvs..,....,...5. .-f)ead-Load: 1i i n_ 0.00 ` N=11233li Live Load. TLD= J3.0i IN = U964 i m., inns aza nh End): A Live Load: OL-Rxn= 408 LB 1Vau, vim. 'If..dj.a. Bestinglength Required (Beans only, Support t �32tc iij% ��♦ h;r;,� �-Bearrr DB`` t= -8:fl 1 VtFt: Pan.a Maximum Unbraced Span: l..11— a 1 -240 Load 0181"Ja, Cr'rl .' LIVC L_VQu a�cuca.t_ vria....$: . U. L( .1� -st'•r��iw-Yaed (lcRar'� C�Ptt?_.t:R' n-Sssciw t ive'Loai - -- "n SF Roof Loaded'Aiea:- _d Rel -A." -A. Method = One Roof- Loadi L.L.1= 1.6 0 :'.PSF 'Roof Live Load -Side One: DLI= 18.0 PSF Rt3 T: E3il i.o_S ae iiiae: T64# = -4,00 :F + TnbtjW-V Wf;f"de CirW :, f• iS 0 Roof Live Load -Side Two: 18-0 _ Rood Dead,LoodZ de low. �npL22-- t� FPySF 1.15 tanof r)urstion Factor: Cd- ��lhr- 15 Pt F . ..Beam-SetfVNeigfitt: :•,"�"- _bt w d• . %C%A acu 51U(JC�-Ill:tl riujuat..c,,ayu ...'9^$ •-.•..�-•. 6.0 r Sdi,/etwcrri b2eam i gnnth: Ladi= 1. foam; Uniiorm'Uve,Load: VU 33S _ PLE Beam unii`orm veaU Load 1 total 11_:z_J_1J_I --d:- WT= 232 PLF Properut-;b For: Dwglas Fir -Larch Ch-- R75 PSI 'Bending Stress: Fv= 85 PSI Sisear:Sess: 1== =1300000 FV, MMI of Elasticity: -14!9 Stress Perogndioular•to.Grain: rc_ el L25 P8f -Adjusted-Propedles FW-- 1005 "PSI .• rr`. rA; "sdiLFactors:. Cd=1,15 Cf=1.00 tY'= 70 r.aa - r, •�H o�„ican,c�tJz• Gctf7tro11i�g-l�omt�it: 3.11 i.from len sUN0t'61i a , p..+, v IiIJ AJ. Thi, inn zll .ieati An live in ds, ' '�$91XV01 Jf tvJf icitt td cnaoa...� w ,.b .-.. C.oi ;Wllnq. Shear ..:fid la At support. �Q.�E(i_D'� W1i1i3S3Ulit� QN.1:nau m.tV )iv.c s..rstW- i'�mna S')fM �it31 R�AiiirBd Se: afis: SectionModus (Moment): s2.4".'' ' 171 7Z N-3 e.� �c►i�.i Areq= 10.69 Intl A;= -6-325 -IN2 -Moment of inerit-(DefFe�on) }req= 410.x1' J= 697-07 ilk Roof Beamf 67 Uniiorni Building ::n!____.. II A ACt` nrn:tea r%, n�n:%_30n3 - -!'I -26:58 APA UI:GilV U. !\V-4 summary: t:.X<t-4 tr tf+i x 8 5 / :raft • ,.t,: b. ri"""�` AaRlarori 'AQ�3 }n •r•__s:.:... w•.l...•.' r � n n',1'o, �'Car'Y}, i�+iirrrl�, raCi�%.ry c�'�•v+.r• .••v••'•,•.• . JCIiUVlt I•�uct:�tiaw � ..�. �. .. .. . Dead. Load: i_ive i.oad'. r TLD= ! Gum.•.:.... >�:_._,- Eve Load: DL-Rxn= kteao',LOW. ft-FBss= I 6:76a1 Lcar#. d . B6arinq Length Requited (Beam only, Support capacity not checkedj. €;L= E3eam:'Da�: • VMG++. k1a_.rrum Unbraced Span: _Pitch OfRoot;. 'Live i_vaii'vcuca�i. v+'�2r�-: r—Ai iAar., n=n=& rritaria-• Edon -Snow Live Load' Roof'Loaaea` Area: i_uzlu tvtGcttvas. Roof Loadfra Roof Live Load -Side One: ,.Roof;Dead Load -~side One:, Trituita y Width -Side One: Roof Live Load -Side Two: ;. Raof-geadtoa"IdeTr M ,I 7ibuta, Y :Av i ll_GZ�o Tuwv -Beam'-Self Wft-bit: U L -V .'- 5iopert.itch Adjusted Leric Lis a �:....a.� 0.._w, 1 aw,vth• Ctutuatcu vcan-+ w..x•• •. •Beam.Unifbrm Live Load: -Beamtinlfortrt tread Loaa: T:o#cti� n ipgm, Load, Praaariies For #2- Doujtas .Fir-Lwcb - 'Bendinq Stress: shear::Stwss: B o -ft us of F}a.5tleav, Stress Perpendicular to Gra'im -Adjusted i?ropefCret: • Ziriinetm@iit'Fec2or5: Gd=1:'15'��1:90 %1djUSttiletn :•a __: r__..:- bon \igta{1 i�G�_juyuMC'u,.t^ci�lwp p,.,,, 3:25:tt :from: ie .sup€>nsf .. ;, a;, a;: wed mnd live lnw4o. rl[t . ,[r1pMel iL t:rCillGtL vet i3vlilvtt++s+y. Zorarollim. Shear. At support: CFiC319148f,C€e2E?:�1!11._�.asii iirau situ ay.c wain !`_,.+,,.wT"nc xArdh i?antrirAti Q Uon Modalus fMgn ent): Pli CGI .��?i Gal I_ momei t cif' neriia':(Defieciion): L__ U RLA= Method = I,ii= D+ 1= Tvv-l= L' TW2= Cd= Gi— t?�YY: F FV= F.= i' GCI 4J= iim h'M UA .^A i i+v n n0 IN = I••I18W 0.01 IN = U75Fs3 " 442 'LB T54. •f.� :M 6:5 f: T ...V.V :+:•.FT 240 • 186 39-0 _,SF One Ifiiz PSF 16.0 PSF 4,0 Jr 4, D R s r. PSF '2:a_ -FT '1.'15 6.5 FT _bp a= _r 136 PLF 232 -PL'F R7=: P:cci 85 PSi "1360M '-PSt "IGi.GJ i�v 1005 PS! v r+ ncl gcs c vs . 1..2 F �� 744 L =Sreq= i4:ot - iV�'u S= 23. Area= 11.58 iPi2 A-- 63.15 iiv2 -tree= oat tips t= 697.07 M4 KoOi Seami 9/' lnITUfli —Uiiia •hvERti!r 1 Ver: 5.07 V . A.A.aCt` rFattl; �n C 2'v3:7nn tt i= A 1'36-41 ANA . ... .:eetf �::ir�l:..c.. 1. s e'»• 1.^l.. -.r: ;.. v.Y ,• SLmnalv 5 iiV •X ~7 9 6 I l�I X tS ; f #2a €Yc�t,=Qt35 4 t�-La�E 1 Ls�i Us& ":.a n r Req lirari 4-00 ysv-,-,... ..r... .!-•'-- t....t: n tc Q%: rtu.� Y p� %s!1l itiFneu lu v'at on in oc%wA r•sdegwt.. "T i✓oiaciv+f.: A= q Dead -Load: UL. L i D= 0.01 IN = 09834. Live Load: TLD= 0.02 N = 04067 (Vial t _...7• f'Utot iU>zu_ o.. ctj• ns 1F9rh Gnr1v �8' ` Live Load: DL-Rxn= 544 LB .L}easl:Lo S18 Toll L'� ate: U. '•'� Bearing Length Required (Beam only, Support capacity not checked): SL= �'•�! .:'Beam -bete: .8:0 TT tAa mitre Unbraced Sean: P_ �'B ��� #?iicfi t3f'Rooi Lt •240 -- ftr a:LiveLUA'U DZacv. Vlts L f 180 I T s t il�fl t C'ri$AYi9' " t y yAf uirca.a , neon -c.. W I ivP I. "d* tD1, n __ n R F Roof Loaded /area: Method = 48 One Roof Live Load -Side One: nt_1� 18.0 PSF ficsofi:Dett;Lad-&ide.t;�: _ I rjDu' rv.•.v'yfift2s-. y.tR dCC Roof.CWe Load -Side Two: I)= 18.0 PSF Root- Dead- Load,-Ade•T%v a:TW2 .n..i. _ - 0 - 'T':' buts'. Ytif Zirla.�tfr_a` .� 1 nvuaal i r rS4iif�.-' Rnnfl:ttrAf nn F'neton Cd= 1. 1 It r_ Qt r •....... SefftVF Pht: �v lR�v �8eam S1opett�if:�n •Riliuscea L enSdtlta and t_oods f ' ^ _ Lada= (� V-0 1 fi 1' ...i 1 � i 6R ��.' hi3JLGV UVgi1i V.N.2.r �• -P Beam Uniform Live Load, -Load: on/]_i add 136 .'.',PLF Beam Uniform. Dead _wT_ 232 F✓i F ao€ai f+3afli9fn 'vm_ mrtim For. #2 Dounias Fir -Larch pSi Bending StrEss: 1 v -- Fv-- 8�6 g5 Pcl . • ...Shear Strom: -8= 'f 3(1QQtiET :.�RS�i 1„b �s .�,f Fa�sru�t: Stress.Pernendicular.to Grain: Fc perii= Adjusted es FW= '1006 -PSI 1' tr ' I GIJIVI. l• . ' ArtllittmAnfFactors! Gd=1:15 Cf=1.00` ^r-------. Tvl - act nGt• .�r s . Co—.Y. - t. 4 Htilusit-tiei'i► rdccOt�. ima4 . 1.. t t3SiC�tt McQuirel'+Iciito: Nt= x,857 t':t-Lf3 Controlling, Moment 4,D: ft fromtett supAorc .. ....,..... .--. --iiff . .. 1 - C Gti (irii'Xi L,l W i�'"'tW/fiily pii ua.�uv aa::v':.R: t'. loadt. La/11i1 W{I)W�7i{taFiS••. - on... _42 . At support.:. +Critical.sttear.':creait;.S?49 Li+rau a�tu NV� ta,nuo_ ..'• �w�rrinnricnne' Ur*h. Rant'tirM SlAdlorls: ' Section Modulus (moment)-.. ,:feq= LL.TJ "I3 C.— 'w--_ .re+a ' Area= 14.2x5 if�l2 C�-��Ii.Gii 1 EreEs= _65 -iiv4 .Moment of Inertia (fleflecEiorr): t= _"su 697.07 .. IIu4 Roof tsean{f 97 uiii,.trii{i: iJ 4\tVltl }S: Vvvv tv. .. „ :. n{r, acr_ t'r I n on 11 M6:29 AM �•it�;i^srerv: ' I '5.64N ►11.5=fNar „r .. _.. ;n r :r►c� n� i nP_ Reaufred-4.3 In aa\r uie'r :� cC .,a:.... nn «ea�ea Win. t..w�uw ,r,y • •• Vuit.tl V1, ,�..e�, ✓., :•:a€twli�Ra'. •"'i R'-" vw- n n1 • f �3 -Dead,Load: i_LD= 'tl:fl'f 'IN_ �Lf14680 Live -Load: TLG IN 1_'R Live Load: LL-xn= o�-Rxn= 476 L8 lleatl: t '412 LB { VlA\ l_VQV. Bearino Length Required• (beam on9y, SupPar€ •capaCitY rwt GtleJ_a"xd ):- .. .=L= 7.0 Sp-n' Maximum Unbraced Span:gp_ 'g : 12 --pitch Dfi?o _ ... -241 Live Load Deft= Criteria: l.! 180 TnBa{ { n•3ei r''af#at:f f:rtter[a: . ( ►.,Cniwu Live tzad:t?L a= 42.0 `F' Roof Loaded Area: Method = One Gi1L_1- VI 1 W'1n• :ltJ41 Lv uv,,.,y, ,. Lw.- 1_ • 1- 1�.n. PCF Roof Live road-Side one: DL1= 18.0 PSS Roof:os$rit:cra�.�i3tie. T�i%_�= '•'�,t:�i- .. .�:,•ai.. av-One: - ..: ...ter 1S`�rJt- .. Roof Civil f�ged S+de Two" U2 18.4 PSi=' -Rod,Dead;Load:-SfdeTwa: � - - un—a-F-MCHfR.T1Kii� ..�.a.- •:� 4i. .... Rnnf nuration Factor acia - 5 F,. F -Beam-seif-W64-fvt r J ..it.......A `'_ 5iopeft-iieh ATWi4ed L Qtlm- 111 Q, 1./ _ 7.0 r i A A:... '-A D cin { nnrtfh' Lair= rkup.az= ..,,_.-- Beam Uniform Live"Load:� wo_adi= C" 136 • " PLF Beam urdorm Dead Load: WT= 232 PLt- �t o�i.m Lsraa'e: prnp&-tM For: #2- Douglas.Fir-Lamb ph-- 875. ..PSI Bending Stress: Fv= 85 P.SI. .Stzear.Stress: Stress Perpendicular to Grain: diustment Factors: Cd=1.15 Cf=1.00 _ . - _ .� y^- na Pet CC lytsgU�l.FtlLttt t'at.avlq. vv- ..... i u f C.Dr{,troffi2Q.Mgment' Rci= ,s 3-51-ftwiJiffi Sul w` stt i d tate anrnhYn�nrt �Fl4 �__- Au7"t� nd•f vQ f08d5: sstucni tituiGitt.+toarcti «� .. .. .�' 7.2._: Confrattin,�`Sftear. i!t s+acport- . �.nr a....... i1i i1 R S`eCtlDs : �`__,-- 4� �:.:c :jam"_..:.. Seet qff .Modulus fivi�rnent):. „' " fcll' Areq= ,4- '•nu.c'o .laJll1.�. 6325ttvG 'J.,., Mcamerd inertia Meftecro i): = �rt a-, 697.47 {h{: .' 1114 Roof -Bearrei V Unifbrli� Buftnq Code (911 NIDSQ'i-I Ver: 5,07 Af_— -j-1? ZR' 1A ARA k a 'Protiect: ARI &T-S.0H -1-008t:.Ra-' *fT P42' DouW&SFfir4_arVV _5 F"11 AN2 PSI -69:26_ ,Dead�Load- :8086 ,FTLla- lM. Liv& Load: TL .1144 '6e-_-t;CnS /Paph r-nri)* Live Load. i L D ni _'R'yn:P: Tj""":%'-A-j' . kile4l LUau. Bearing Length Required (Hearnanty'. Support capacAy not checkedj -1 — Beam Data L= Spanf ir : breced Sean: Ay';�Lrn Ur Lu-_ Live Load Daftta.%,.i.: C'Vitana: U 'r_"_1 t AaA r%�fl Live L nerd' Roof Loaded Area: Roof MUM- Method U uve; P-0 Roof Live Load -Side One: LU One,. RpW EW9 Load -Side Two; LL2= Roof Dead- Load-Sid&gWO: :DL2= 'aj� A"D: . TW2__ . Cd= s7_�%fnuration Fpctor SiopelPit,ch AdW0,'MdAL-0tWcs- r-- I Ladi= t1LBiam Urdorm.,Ume LoaO: Beam -uniform Dead- LOW' . wTm ...Propwfies For #2- Dow" Fir -Larch Bendinq Stress: -shear-'Strew.' Rv= Stress_Pe_roendicular to Grain; Fc -Perp=• .....AdjusW-Prooedfes FW-- Arihictmant Fftntom: Cd --1.15 Cf�_1.00 Cu" * *4 Adiusimeril Fraiftorbs: Cu"_'I. i5f 6ritrollinaVoment: 5ft from. left support: CdC715ifSt1 Wit )�iw •an ad P ��0�4010 . ...:At support "BrMonS Section Modulus - (WmentY., -Area fe%"v� Moment, of 'Inerfia:(De0ectionj -V= A - u.29 '; . �. ='TJ1025 0 *20 !Ni * 0A IN =- U424 1157 LB 0.0 FT '12 --!An. 180 One 17.0 . FT '232' PLF �� .. - .pe?- - _5 F"11 AN2 PSI -69:26_ .4442 :8086 ,FTLla- Area= 3o.2a AN2 . A=- -69:26_ .4442 Areq-_ 296-02 lM. 4___ -697.07 .1144 Roof Bearnf 97 lJrlffv ivOL'e ice: :ail:' : '! yr i`:;F_'ii tne..a-a a!a GEC" runicn nn' n -03-2003 :11:34.01 AM' .. w'r;iclGa a l�IillY.l:2, I17! JL Mil Summarv: •'rJ:.rJ:�.•X.-�:•i:rJ.',�9f %a �itt_-'1>�f'��� r,....,� '70 ,k.ant..m ca tnr q—e&inn Modulus / Depth Required 1GA4 In `J• lUn iarearn r nV: w. a ry vQnavu•..y i. -t---- iead toaii: ! ! n= 0.18 iih u'vtr i fid; T-/—©— 1 L 0:�laS iiVi r v .� — i.i��O JY T.a4+.at i A5ri- Qow.�t;r_ang:{•Fa�A Fndl: .i. �- ' ' X02 f R 'Live, Load: DL-Rxn= 1123 L8' -FL-R3at= X915 1& 'Bearing Length Required 03eam on9Yr Suppori capactty i:sGt c;, ; e;,): -Beam-dare: -j= Mawrrium Unbraced Span: Lu= Pitch0f'Roaf "� 240 - 1 "'vG Load i T:vv}. Un!eflaa Lt t,e ij tCO Trb+wt � nat3 r3efiia^i. Criteria: _Nm -Snow Live Load:nLq= gg 0 SF Koof Loaded Area: Method = One J_ i _...i 68..::..ai:• •YVS L,hMU tvtcUrv.a- RCf ! nailinn' r � H. 1R A DQG Roof Live Load -Side One: s_ DLI= 18.0 PSF _ i fQ1; A_Lo a�iuet ORE' .TW ►= 4: ,'`i Tri s `N^dt"_w Roof Live Load -Side Two:. D! �_ 1�_0 :' Rgof,Deact.. aad-.b_ aTW ; T{NZ= (3 F T- i3,�_�tzwy 1 k*11Siffe TWO- i2 ._ l2Dof Duration. Factor Ocs�:� 9r5 P! c Seam Self Weiatft: te•aY_L A 1:....4^.+ I ww�1aC en/� � r1L�i!{i_ - j1U(IB/f llt•:Ss lSUyu.;s�cta ...cry�a...+ ....•-, i Lad1= 1b.5 "'' r ►- o Arbr+CIA Rama, annth• Sam. Uniform, Live Load: 11YE%= 436 PLF Beam ilniTorm Dead L0 -a WT= WT 232 . - .,.'PLF Prapertids For-: DoU.Q1es.F.k-Larch Fb= 875 8ondinti.. Stress: f=v= 85. '. PSI' . - 6trear.S e : 'f30flGiQffi ' : ;:PSP• Mumus of Elasticity: Stress Perpendicularto Gralry.- Adlasteditt perties Ad;ustmt=nt F2CtotS:'G{�=1,5 G'i=4:'6J0'. rev': F� _ no Oct Pp t4ltuatutr1 a t .qa,;v. r: �+ antF�r�ncrr+c' ilW��a ytvyy w Gontr5iirt9'M_oment: ,M7- — _ ,t- -i5.-L�tT[cTTU[ThSCtlSllf�•17. ,......,,.•aAm- nems+art hit rnrrhininetS21! [ and andliveloads. . ,�+�,4SlU1.at tisVntons a+a a.uwv •vj a.—....-......, _.. ApL�Ij[!n,'aSattaQ�eC . N_ d At support, ... .. _ ..._ _t_� L-. __—..L:.-:.... —11 .1 a 01 anrd Barts tri .r+c .. E+.f1 .� 41tSdilG'u s►Y. w+ttu»ti+ au ..cwv ..., i.t,....... - ... ' ft,With With Remjireti 3ediorm 58@�l�3l-Modufus.(Moment): yv A....., fekaoA- Arm= -6115 ' ;AVL -Mbmeinf ofinertia-(Defit� ort) lra = 270.p;_ _ :.;;�= . Roof Code (81 NDS) i Ver 5.07 ��+,�:-LYtt7�-U `�4 a415'CS •F59F'��riL4�`�ae, i i'i?si +7£a_G�A:t3 ,._ Project: AR161SOH - Location: HDR-1 lmrwrw ti�i;x.1i•_5':1LV xS.6>FT,y� ixou3iias rrr•ri��r►- �t�:i3se .a.b Section Adequate By: 71.9$10' Cantrolting Factor. Area i Oepth Required 7.12 Its � } -Dead-Load: W4 Live Load: LLD= -0.01 IN = U5500 .�0: TJ.,Q= 0.03 1N = U2385 reactions fFach End LL-Rxn= 1040 LB Live,Lgad:. id: _ Beau- isi Total Load: TL-Rxn= 2M ,!B 4amon tAgIp.RINMir�ed:(Beam-only: Sp part rw# checked): ..Beam:Datra BL= 0.70 IN Span: L= 6 5 -fT gnat 'Jnbra ,Span: Lu= ' k1�= 0-,0 FT,> P.itch•01fao% Live Load Deflect. Criteria: IJ 240 i1`V090a '-rift8m: U 180 .NonSnow Live L' oad: Roof Loaded Area: RLA= 1 SF •LstiG.i�4di: -:.'fes (3�ti.fl ^Pe Roof Loading: Roof Live Load-Side,One; LL1= 16.0 PSF fYLl _i iGati Load'-S. ifr giv'. L -s T1�''l= .'i -?8,0 r`�, F -FT Tributary Width-Side One: LL2= 16 0 PSF .,RoO4-3v,L, *.# Two; ,Roof.:Dead:Load-.;;51de ;1_V Tributary Width-Side Two: TW2= 2 0 1=T RKA-9, 'a VvV- 1.15 43eamRelfWejght. Slope/Pitch Adjusted Lengths and Loads:' ''►}ifs L73fti: �Idi= 6:5 FT 13eam'Uniform'Lrve-Load: :WL= SLV F'LF Beam .Uniform Dead Load wD adi= 418 PLF vwi vryr .. VT_ ? P•F Properties For.' #2- Douglas Fir-Larch Bgpdino. tress: Fb= `FV__ $75 PSI 'PRi Sh6 �'iiese' 16 Modulus of Elasticitv: �E_ 41300000 PSI ndreular to Grain: Fc_perp= 625 PSI _Ad usted.Hroperises. Fb' (Tension): Fb'= 1006 PSI' jnRt ?@nt,Fed-a ; rA=-T-44 £#=3 Fv':y = ya F-31 Adiustmerrt Factors: Cd=1.15 -Controilira-Moment: M= .3897 .F=:I---LB. 3 25.ft from left support ' mac- ltFeil°�Ft i'h �t` ies�lFs �`s J � Fi4i Ill t3 ?74 €t Iia 1e� cid: Controlling Shear: -V= 2898 LB At sucaort, Comparisons -r'- Required Sections: 46.47 tyN3 Area (Shear): Areq= 36.80 IN2 A= 6.3.25 IN2 -l�omenk of ltlert (®eilection): ir_eSi= 5 :e ; IN4 1= 697.07 iN4 $�7 OF TYPE H H H,. H H M III V N/A MOTE, SHEAR WALL SUMMARY Prof: No AR161SOK-Sohnrey DATE Mar 03 2003 Rev 8118/03 SHEET Gp- V"'LL SQq--1 Q Q -A- LINE' A SEG. 4 LGTH PLF TYPE No. LOAD 2 3' 4 4'd3 i38 -5-3 .5 1014 138, Bt ?-91- 3 C 1 -2 316 b- it 2558 4- 4LO, 3-16< D- It 2462 6 2 4 333 D 695 TRK 27;' 3%. 788 88 -G-1 22 6616 3 F 3 !LO .99, '291 .7 99-- 43-3- 5-- 2 .4 6' 44' 2 T' `4 OF TYPE H H H,. H H M III V N/A MOTE, SHEAR -WALL SUMMARY Proj..NO AR161Sdtt-Sotmrey ?DATE Mar 03 2003 Rev 8/18/03 SHEET OF' l krw TIF_ LINE` SEGS LGTH PLF TYPE No. LOAD TYPE b 5=6 343 D 11 2889 H C 6 6 343' 343 D ' 11 24-76 H e• : 5'-C3- 343- {3- 1'i- 7707 H- f 2 a ata- c c' e f 3 a Na .6- c - d✓ a f .4:. A14, b a d e-' f 5• a nia' c a e f ' 8 a n/a t + . b C' e� f a =if9 G-1 22 4244 J b v, d f.', . 8 a .b c B-3 5 630 H e &-0 134 8-1 51 69B, H f. s -COLLECTOR tIiEDULE GRID ' PANEL PANEL DIAPH COLLECTOR LOAD @ COLLECTOR STRAP L"11 Pf F 1_ Ffli':`7H-C�r'n�S- �Lr:tili€n�T end '6 sn 4. 50. 3 'ISO C-1 S-1 .. n, 0 of 0 o- G 2 3 52 5- 260, C -Y S-1` ' -3- 3 156 C-1 S-1 . 41 end- .52 46- X392 C-2 2 - o fl' S C=4 7 S I :0= 0- slhd 0, E 1 289,534-. C•1 S=9 4 end 89 24 2.13 G2 3. tl- 0 0 .0. G n/a 0 0 0, ol 0 0 0a. , 0 COLLECTOR SCHEDULE G ' RID`-' PANEL PANEL' DIAPH COLLECTOR LOAD@ P nuFl,-... . C •D 217 4 868 0 0 n- 0 0 0 0. AM Na ol r6k A- 7 -A, end 195 35 6825 0 0 E. .0 ck 0 Qt COLLECTOR STRAP i+ c- I' (2)f 12 C-1 S-1 i+ c- I' (2)f 12 SHEA14, WDLL WH ?,U i Pea` ERn-240?. UkAdatXo 1;01101102.. ?AGIE. PFI4EL PAI;`IL ;�.()AQ 7 ASHEATIHING -t,2,5'DG.9 PIgLO9 Al. SI 8�.:: SI1,�. •� T`� PE N>D, PLS' Ndvi'E ..#JA1L01I1G 1%NL.IN,Q- SPAC04G. ,41�-35 NAS 11NG CLIP�a r +� ...... , q • .......,.. 10 »i•' �fi1 " G�ti'W»8R) ONI SIDtr;unblt�akd) ..y 2 5d �'+ q' .. 5d ((�(� .a..'4M:.�r.. ...q.. ((� "a2" 16dr(� 2:' 188," ..�.; •.7... ...... ..L... q• HRE �^�..... ..w: ..q.. }?,,..:::..:�o '18ta77/8.' 6,„..,,,.::i::::......., 'UUNT'ST�1..00 2 16!� 7%8 6 ., y..7K;...........y............q...li1.....�.,..............e.:.... �..;:......;,............ 1�"2f Q,I 1” ..... .��._ . , .P.....:......»} 1809 r3';' 30" 041. w 1 l 17P 9/0" OYP BFW ONI $IDE(blogkod) 2. 13d Q 4" ,� 4d @A" 114 (Mr48" Ift Q W -3dr O,C. 2 3 209 100 V2" GYP scrr l 801J s CI)~'X2 2 ;5d @7" @7' 112'+ QA8�� 4 200 w8" HRE; GOgil` 8T101k;CO •gd (8" 2. 16 718",(r 6" 1 1^',, 100 7/8"x,96" `IpV2'} @4a" 1A2'1 G,4A" 18d 8'" 16'd 4"� 24" Off.:. t:� .., .. ,...,..., 4 112".GYP t,MTE01IDR FACE 4' 1i 244 CPX + > 2001 ire° PI ?f PNET-MDEB2 13a 4'� r 7i ( 12", 5 13° @ &"4} 16gh 1� 0�:, ' y"U8" Cpx. PL:W �XtTRI0R 2 130 @ 18", ad 0 1a'i mr, @a#w 1O Q 4°` ;24" O.C. 02" GAP BkO INTSRIOF� 54 @ 7'1 � dip2(�L'� 4"..............$301 •.1' » `8" CI (PLS` BD1 ir810 `C ..:., .......q.22 kid s: ,.... ..} wK 3" (�at2+' 16.d 3 , ".6" O4C. .� 1141 A .... 349.x. 1 ' 360Y :.qw/,r.�...a_.... . ..1.. .»... 1,21- PV( EX".ItERIOo�' �•• . ..y..z .y .1.. ..... ... .. .. r......:1F.y.,.w... a.....o...'F ..... M..........y. .r..».....y,........... .............. 2� IIOd (8� 4 1 idi @ ` 2a 5p13" " 6" .. ........y.:..+,.... ..�:».......w.......... 16r1 T, ..y.. •�..1 r 2" O c. D42; 1 350• 3r7'116" r,',Px OVY'BOTH SIDES 31'&' 8 Ao a it 01012'.. 50" a �otw' 10d 0 40' T? O'c". PL'( E)(T4; R16R 8. bad @.lFi' 8c1( Ia"' 6MV Q a6ttl 16 1 @ 4? CU'S'P B1511INTARIOR 6d @Al' Jodi@ N A1-3 ::.. .z:::, 1 390 „ UZ CP.K- PLY BOTM 8Of$ } :... 8 �'4..1o;�.... 6"1:: . � ;...... �;.�r�.��l 1.64:.3u 12 0 ,. 1 » 9a( PLS' EXT IOFi. B 490d ,�4. ' 1 � 2" � ».... .: �.....;. "(2) 160 7�AO .4.._.., ; 10. (.� Ew1 E42 10. 490 S C P;a( PL) BOTIH SIDES 8 80 (9 4" � � .Y'" 5>'�3"' {� �6I' (2) f8d CSA'' '3'10.6 1764b 7,x16" CtDX PL'( BbFH 61[GN8 8 0 @ ov, 8u @ 1;�a" ` '6(� �e (2) 18d 9.�4"1 V O.C, F FSI 1 � 620 1A", CC;L*K.P4Y' I~XT OR: 8 00d @:2l Vd.@ f2v SN!'@ 941' (2) IN 0 A", .510.9; F 2 1yfi .656. 3A8" CCGK 80lrH SIDES .g 8 eft d �� sm" @;K 10d �A" , T O.�, >i:....N....:::...Y.. 2a ..........:..y' 720 ::1.^.. .... 7 f'. C81X PST B F6 81IS1�S .' .. r. �Y } ..,, ,; :1 /(,�, 3 .....� ,, ... .». .. 1� � 47 /(2) 1. � 1 I Al 2 �60:w 2" CCz PL`I` BOTS+ !Q �=�' ; ....» g :; :: ":: 7..... s.+:.....,.,..:...:.: 3.. ;6d ';�fl`8i' :.....:........................ (2) �23d •':��;:� , i3'� 0... I G-1 2 ,.. q .•,». ..... ..�... ....5.. ..r.» 830 ,.. B.` CI< PLY 807M $lR57 • q��•:S»....:vu:: � .. ..y. .. .y, .,„.::.. Bid (� l e"13'10. :eF':........ .. ..1.. :':•1'••».. 28t' 970 .�.. ..,... .......�.,.,.nd.i.»:.p.,..:....:...:....................::.,.......' ..J... 1�2+ CC PLY SOTH $ ID S 13 >fOd (8.1 `. 3 .... ..q.. .ws...... ... ...d..�..,., «lK... ...... , » 1941 P'l 5?� 4 @ 8" (2)� a � Hr l 2 . - 12401 11P.2" CM( PLY' BOTS+ ID S � �� 13 1 '�" 4fiJd (�'.. �11 1�� � �:` �� X13 (x.11.?'( (2) ��� C�°P•"' " it 25; 93701 ,� 1A2 CC < PLY' BOTt4 1. PS 13 1130 @`2" 1A4 c@1211" urg 1:?" (2) 2104 (9/2", 4" 0 9 I. OVI . DGUOLAA FIR fjp;AMING 2...ALL F#NEL WGES SACKEDW12:4NCH'010 t.,OR WIPER FRAMINPU.N.¢. ;E.3TAqW3ER AA(.L SILII NAILONO 4. PRZI)RIP. ALL 0d & L.AR(M6il Til •11 $1MING PXY B 4!JBS -ITUTJEP FOIIP,'3V8" G3)X PLr•,a A^35F QPP.5 i. Alilrhearpm!la W1h loadp.lf.of ow 360 shall IV1vq 3Xon fraying mplber atltotesgno panel edg a FE.ALL 1)GES 6ACKpJ W/ INGH,jP!(QM. ¢f�W10tt?f 9. Nad% Laser) on follbWIng,8>i9d .096 dia 2" J#, 8d .1 tUla,, 1/2" I% 10d 1128 d1a,, 3;' Ig. DW C911ers W,088 c#a, 151$1' 1p 6d 1!)92 dip t7/8",tg; 8d 4t1$ dla 1? 318 HOLOGI /N1:$ H .D JL. IF AGO.. HOLQOIt SUMPSCP S� ROIdC=� TIiT IJ.N �+r:7 PTQ:)TINO/SLAB H(P-DO)NNS SlfklGLE,DR M3L FjQVR ;7 0001 aONCRI�TE.- H.D. I;D: A:E. �T 4A 14.AILh'$CREW. LOAF. H�()01�- NPTE TYPE MAME Trpt WAILt, 13OL'iT. REp4. ,t�AP�6CTY I tEM41 A LS1`H®8� N/A 24-161 SINIKERPj 1I �± 2-U ;B SIHD8 N/A AE3" -24-- IeV 22110 2-2 N/A :a$-14 si' NIKER9, 200 2.2c C� ST I ip14 I*A " 30-184 SIN3KER$v42 24X P PAHP42' Iq(A All. 71160 PINI : RS 98t) 2X F HP,t5MD2 00600) INKERS>' ins, 2X !,HPAW22-7P N(A ;d3 12-18d SINKERS, 2000, 2x t PHD $DS3 S T82Q1 10- EDS1�lti4x3 361A. 2-2x 5/P" MOT. IPHDfLSD$3 SfS-riB2#• 46,x5; 5 2-2X, 5/�" A3('7 PHD6r60$3 SaT83,'• _ 18- DS1. 4x3 5898, 2-2X Vol' A397 I'HC�N$DW S;37B3#•i" 24.SDS1A�4x3 87;3:4 2-2X, 7/0=" A307 H 8A SIYTB3g ;1.�' 3`7/8 74,eOi 4x 7101' A3( hll HUM OA S i'83 A7/8v 95 4x 1",A307 HV20A 1 1)1'4"X39'4�-1" 133 30 1 ex 1.14" X07 Hopis 1 1,at'4"x3Efi 8 " SAO 15305 Sx 1 V./4" A7,07 ':.'-STRAP TIE SCHEDULE OCT 23 2000 REV 11/28/00 :.: STRAP1 -I@ imiLslitan CITY 6p 6APAdt1`Y TYR NAILS/ BOLTS fi' t5'fi 4'1"8 -d SINKERS 14 885 zas 3 MST27 1.6"tA MRS X 23+5- 4 MST37 16d -SINKERS 42 3204 5 VMT 1. # 48, 44M. 6:... MSTW 1-6"INKERS, 56 4870 `7. MST72 16d -SINKERS 60 5800 8 ' HVT& 3/4" BOLTS, t2 12488 10 MST172. 10d X 11127 72 4.415 11 of PIRR FQQT Bid SIDS . 12 CS20 WEND 8d SINKERS. M 5380: I. i &,13€ .E .G€ 3<Tt3, fl 13 T #E-1 C DPEO �ALU9S,.�:�=THE �1 bt+OATALCO COLLECTOR SCHEDULE No; = COLL' ECTOIZ [:gp[:t'ry C-1 2 x 4 2231 -1 2 x 6 3506 C�4 24-40- x-40-2x 2x12 6440 Q4/��r����t.4> 3129 C-7' (21"2,rg (ays w ) C-8 (2) 2 x 8 6160 (2} 7x 10 6310 C-11. s V2" 6— J04S.T 2f5G- C-12 11* 7/8" 1— JOIST 3480 G. t; a. I = T 9140 8-rrIcr yr C-15 11 1/2" LVL .7645 C-16 14B LVL 8650 6052, '6aipulr:d8 woo Qpdull➢ gl6'JQ 1 GOTrati E$rtR t i : `-.' . (.eft R�I!gr7t is '�97.5 � 7:5 6; 12 .,Rogfing 9" ' Roo'' Blopft , Bfpi;k PairO O)gtalt .., .Shea ng 1.5 raming,i 2 Area. :':Aue.a VW%l[l IlIclth ?incl FI/(fit 8 2 Irk Finfsrt: R R. R per 1st Fl 1 11 1 1 •'Cei11I�6 • Rost ' " 0.5 9E>Itsri¢t Wall •5 TYPOH 2nd;Fl/M 6.5 1.5 I? R Iy, R R Shear 1,5 . . 1 st IIi . 1 1 9 1 t rill 'Rock IMIPtlop 0.5 5843 15 hp Io"'. Qrp, Bd. 2.2 236!3;5; 21rd FVFM 8 IP R R R, R R 3.5 1 st Fil Irsrlw)* 6 0.5 2311 3 3.5 01her 2�°,e', Q WI,,Wea 8 21a'd FI/Rt 28.E 0. R R R" R R R 1st FP 64.8 rlcstabli$h1.1 -r to Flaor�and iRoof HOOts ot)e Nffi=; hoof_ Rood` 'IFloor' .R. , Pitc ::��. @igfl9 �` -��"- �' X112 2nd FYF4 3 9 R R R. vft a R 9 st . 4 .-R.opf 4924 FI J4 Hecht 9 1st Fioor i 2nd FI/R1 6 R L R R Wf,Pednioer .. l.st.FLDp. 8 if b 1st FII 1 4 1 1 2 e/ r v) , P, ipI f Ro--�- o . .. """.._ '-`- S,ib/Fondatillr €11poc:�rr•.a . 3I�l4 lNln�Hf.�fil$tge 20 77 2V U111`Perimeter . ?,86�lade 15; Moe : 17,48 .. . L 16 Runs� .:..� • y ' at ba t 3tt;. Hi ? . R6l 1� Roof Bloc #. Area Overact Doth 2nO Itl / Ibaof RQCf Bfoc�- Area Flcor Blocc9;Area PeemeterjV4411 Ovr4rall Dapfh wFloor Floor Moo! Area Perlinoter-101all OWNII Depth ,. cal;talve a, to 8 1. Z= hn=, ,60 OYWOII Dq0tfl of ftf at "jld Fl 639:5; X1145 472.5 472;'5 , 601 Z= 3 595 f989 450 30,15 (Y2.5 8 61x1 z= 3.6 hPi= 3844 448.58 hilt 106.5 f Pj= 523:5, W, 4504 SIT6. 1148 409.5, 9. 25.5 31.5 t V*= 0,8: VU= 655.2 ' : - . � ratil�� oeasi �oaa� asi�. ... • .:..:. R�I!gr7t Rtzaf : Itlterbr Wall f7crcaf : Ffot .,Rogfing 9" l3yp Bdf 4.4 Blopft , Bfpi;k PairO O)gtalt .., .Shea ng 1.5 raming,i 2 Area. :':Aue.a VW%l[l IlIclth Fr."!Ig 2 Irk Finfsrt: • ` . Snaaw per .. • 2�I y'€`3,• A7�0� •'Cei11I�6 Rof,at 2qd FI 0.5 9E>Itsri¢t Wall •5 TYPOH Frar6ln 1.5 : E}it Fink 5 33 19 L Iq R �yP• fB�l, 2.8 Shear 1,5 . . Aving 58a t rill -' IMIPtlop 0.5 5843 15 hp Io"'. Qrp, Bd. 2.2 236!3;5; 75.5 Floorfhgl. SReatlaotig 2 2 In .Ffnisir Other 22.0 1,9 ,i F 9 3.5 Irsrlw)* 6 0.5 2311 3 3.5 01her 2�°,e', Q WI,,Wea 8 <FLOO R H I3ITO 4 WIND PAREA 204k 34 64.8 rlcstabli$h1.1 -r to Flaor�and iRoof HOOts ot)e Nffi=; hoof_ Rood` 'IFloor' Pitc ::��. @igfl9 �` -��"- 43'5.2 X112 116 L F9Aii rail bath vft 610 2(id F7/Roo, . 2n4 FI Depth .-R.opf 4924 FI J4 Hecht 9 1st Fioor i Floor Ap Wf,Pednioer .. l.st.FLDp. 8 if b 1 .. e 1 f2. vo.8111 tq F{lift 2 e/ r v) , P, ipI f :2Itr2 . . .. """.._ '-`- S,ib/Fondatillr €11poc:�rr•.a . 3I�l4 lNln�Hf.�fil$tge 20 77 U111`Perimeter . ?,86�lade 15; Moe : 17,48 .. . Me�rF Ftcc�'`lit.. 16 Runs� .:..� • y ' at ba t 3tt;. Hi ? . pla �'Log dI.Ah a rot SSD 1 ow Q -j it. 1502116 2 Olt. M, aki. 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Y .. � ..i) .�_3s J'•.-.�..+..w.-+........�..., li! �JfZS CJI�� - ��� :' y,� L.. rr w [ c ru1 ;xu°r'� r7 a' .n 7. 4 4J(j 4 4V ) tj .+r•+'.�.w�w+w•w.�s,a,rrrr. i.1J _'t _...._ ._ �_ _.. 1H �.��, C�: �•- C11 �!t +. jy !_=t4 a3`i9i r+> Y rr � R' a Y.0 LONGFELLOW LUMBER CO. INC. £e� �1CTZ ■ Quality Truss Design Roof & Floor Systems (800) 678-0112 (530) 893-0112 •FAX (530) 893-0140 Customer: Address: AP#: a A w CM �CM 0 N v � w LU 89 Loren Avenue MANREUIEW Chico, CA 95928-7434 OCT 10 WMT PETERSEN POWERS ASSOCIATES /r I ,&J L Job No: U AM *M MCA) Alpine Engineered Products, Inc. Christian W. Chappell 8351 Rovana Circle '-�U�`�M Sacramento, CA 95828-2522 (916) 387-0116 ICBO-ES Report 5352 t Timber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 LONGFELLOW LUMBER CO. INC. Quality Truss Design - Roof & Floor Systems (800) 678-0112 (530) 893-0112 • FAX (530) 893-0140 89 Loren Avenue L�1 I I Il Chico, CA 95928-7434 ���iii III III III III III III _important Information for Users of Wood Trusses Longfellow's goal is to supply superior quality trusses. Sensible truss designs, the best available lumber and exacting workmanship are the key ingredients of our quality control program. (Once trusses arrive at the job site, quality control becomes the responsibility of the builder.) For best results we suggest: DO'S DON'TS ❑ Do review your field copy of truss engineering for important bracing, ❑ Do Not cut, notch or drill chords or webs of trusses. bearing and connection details. (Exceptions will be clearly marked on engineered drawings.) -❑ Do review the HIB -91 Summary Sheet's recommendations for handling, installing and bracing of wood trusses. ❑ Do install roof sheathing ASAP. Trusses hold their profiles best when they have been plumbed and braced with roof sheathing. Especially in hot weather, we recommend sheathing be applied over as much of the building as possible before installing outriggers and gable -end siding. ❑ Do inspect trusses for missing plates or broken lumber defects to Longfellow immediately. ❑ Do Not cut or remove plates. 'Cl Do Not overload single or groups of trusses with plywood, roofing, tools or other construction materials. ❑ Do Not make field repairs without written approval from Longfellow . Lumber Co. ❑ Do Not load HVAC units, solar equipment, fire sprinklers, etc. on Report trusses unless truss engineering has been designed to accomodate the specific point loads. ❑ Do secure tails with fascia board. In recent years, the production of lumber from second -growth timber has resulted in an increased tendency for unrestrained tails to twist. We recommend a sub -fascia be installed behind gutters. ❑ Do call Longfellow if you have questions or need additional information. BEFORE INSTALLING: Make certain truss sequences and end -for -end orientation are correct. aEd c =yQ C �_ elrt �EvtEw 20 Reviewed no exceptions In OReviewed exceptions taken (Resubmittal not required) Reviewed exceptions taken (Re •auhmltlal required) 0 Reviewed and rejected not accordance with design. Three documents have been reviewed by the AMM111461 Or Engineer for Compliance to the de0lgn 111j t coly, The contractaft responsible for all }laid tion 0 ,y.::,.... di i 11'tjmettlod of coMNuatich afl0 �a� '01 . c a"and uiatlohl. M, . - qy , I . -AS MAN GAG'LE END DETAIL SIRCINGBACK (NAIL 10 LEDGER 12' D.C.) (BRACED AT 55' 0.C.) --- - ff 135 / LEDGER (NAIL Hal 5 10 VERTICAL OUTLOOKER W/2-IOd NAILS) GAEL GAELE ENO — (K) SPACING FOR H3 = 56.0' O.C. REFER TO SIWSON CATALOG C-9411-1 FOR PRODUCT ATTACHICIT SPECIFICATIO14 (ATTACH A35 IN FI OIREC71W (SI) (M) 2X4 F.L. OR II.F•. 12 OR / BTPS IM)GOACK BRACE TATS DWG PREPARED FROM COMPUTER INPUT (LOADS d DIMENSIONS) SUDMITTEU BY TRUSS MFR. ROT- MATERIAL (C) Rm 2X LEDGER "�" I I CDMNUN /� TPUSSES STRONGBACK BRACED AT 55' O.C. (C) IX4 CCIMTIFAIOIIS LAIEPAL OPACIIIG FOR BRACE (STRUIIGOACK) MEHOC•R LONGER THAN 72'. ATTACH AT MIOPUIMI CIF EACH GRACE 'A/2 -8d CCOHMOTI NAILS. 24• MAX _, / GABLE ENO 1 (SI)\ v,o/�v2 (PI) PEAK PLATE TO HATCH COMFOTI TRUSSES. NOTE: C)OPOS TO BE 2X4 FIR -LARCH 42 MITI. (SI► SPLICE PLATE TO MATCH CCMMDN TRUSSES. HOPE: THIS DETAIL MAY BE USED FOR (HI) HEEL PLATE 10 MATCH CDHFON TRUSSES. TRUSSES WITH PITCHED O,C, ALSO. (0) OPTION 10 WEB PLATING: USE (3)-2' WIRE STARES (0.072 OIA./15 GA.) 1DENAILEO THRU CHORD INTO WEB 6 IIIRI.I WEB INTO CHORD CIN ONE FACE FOR A TOTAL OF 6 STAPLES. (PI ), . (SI) L (HI) RUST BE PLATED. (G) GABLE ENO OESIC;N BASED ON 75HPH WIND LOAD EXPOSURE 'B' AT 0-25 FT MEAN PLATE MAX. WEB LENGTH IX3, 2-8-0 2X4• 9-1-0 3X46 13-6-0 OUTLOUKER HEIGHT. PLT .TYP. Wave TPI -95\11 Desi n Criteria: TPI -95 Q Q O Q ••YARNING"" TRUSSES "EOUIR[ E21R[ME CARE IN FABRICATION, HANDLING, SHIPPING, INSIAIIIND AND ;RACING. REFER IO NIB•91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY IPI (TRUSS PLAT[ O O IRfB. D'ONOF 10 DR.. fUl ll: 200, MADISON, YI {311;). FOR SAFETY PRACTICES PRIOR 10 FIRM IA0 IN[S[ iUNCTI0N 5. UR[SS DIHERYISE ENO ICAI[0, EOP CH 00.0 SHAH NAYE PROPERLY ATTACHED O OSTRUCTURAL PANELS, BOTTOM CHORD SHALL HAY( A PROPERLY ATTACHED RIGID CIELINO. "IMPORTANT"- FURNISH A COPY OF THIS DESIGN 10 THE INSTALLATION CONTRACTOR. ALPINE ENGINEER ALPINE, T n7-� 7-�� PR OOUCIS, INC. SNAIL NOT BE "1P01111L( FOR ANY DEYIAIION FROM IHIS 111101; ANY FAILURE 0 O �TRUSS O IUILO IH1 IRUSS[f IN COAF OR MANCI YI 1N IPI: OR FABRICATING, NAM.LINO, SII IPIINO, INSIAIIA".. VON BRACING OF IRUSS(S. IRIS DESIGN CONFORMS WITH APPIICABI( PAOYISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY INE AMERICAN FOREST AND ►APER ASSOC-IATIOH) AND TPI. ALPINE COINTCIORS ARE MAD[ OF IOOA ASTM A663 GA31 QALY. STEEL, (IC(PI AS NOTED. .APPLY CONN[CIORS 10 TACH FACT OF TRUSS, ANO UNLESS OIH(AYIS[ LOCATED ON TIIIS OESIGN, POSITION CONNECTORS PER O O Q 1AAY1R05 130, ISO ANO 160 A•1. AY (1011(ER'S SEAL ON THIS 01,111110 APPLIES ONLY 10 III( DESIGN Ot lx( MUSS G[11C1[G N(0.( 110 SHAH NOT BT 0.(ll(1 UPON IN ANY 01 111R VAY. I \ 6 - IOd COWON 6LOCK FIAILS `T/ BRACE o a HALLOS EACH EMD ONLOOKER C.R[TERIA 3.5' MAX, 11(P. NOTCH D 24' O.C. 1.5' MAX.' 12' MIN 24' MAX 2X4 F.L. LUMBER GRADES MAX. LENGTH WITIIGUT BRACING ( N) ._ MAX. LENGIH Y/ STRONGBACK OP.ACE I S ) STANOARO 5-11-0 II -10-0 STUD 6-7-0 13-2-0 13 6-7-0 13-2-0 12 7-9-0 15-6-0` 11 7-9-0 15-6-0 11 6 BETTER. 7-9-0 15-6-0 SS 7-9-0 15-6-0 pQl\%J' ...I�Nq� TC LL. 30.0 PSF N z TC DL 15.0 PSF { No. BC DL PSF BC LL 0.0 PSF * TOT.LD: 50.0 PSF 9p C1V11' \P Ff CpL1F0� O OUR . FAC . 1 .15 SPACING- -REF R992 DATE .03/19/98 DRW CD 112 SEON 25450 FROM PDC CLB WEB BRACE SUBSTITUTION THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) IS SPECIFIED ON AN ALPINE TRUSS DESIGN BUT AN ALTERNATIVE WEB BRACING METHOD IS DESIRED. NOTES: THIS DETAIL 1S ONLY APPLICABLE FOR CHANGING THE SPECIFIED CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T -BRACING OR SCAB BRACING. ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE. FOR MINIMUM ALTERNATIVE BRACING, RE -RUN DESIGN WITH APPROPRIATE BRACING. WEB MEMBER SPECIFIED CLD ALTERNATIVE BRACING SIZE BRACING T OR L -BRACE SCAB BRACE 2X3 OR 2X4 I ROW 2X4 1-2X4 2X3 OR 2X4 2 ROWS 2X8 2-2X4 2X6 1 ROW 2X4 1-2X8 2X6 2 ROWS 2X8 2-2X4(*) 2X8 1 ROW 2X6 1-2X8 2X8 2 ROWS 2X8 2-2X8(*) T -BRACE, L -BRACE AND SCAB BRACE TO BE SAME SPECIES AND GRADE OR BETTER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON ENGINEER'S SEALED DESIGN. (*) CENTER SCAB ON WIDE FACE OF WEB. APPLY (1) SCAB TO EACH FACE OF WEB. PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, vl. 57719) FOR SAFET' PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OT14CRVISE INDICATED, TOP CHI PROPERLY ATTACHED ISTRUCTURAL PANELS AND BOTTOM CHORD SFIALL HAVE A PRO$ CEILING. ■rIMPORTANT-• f'URNISI/ A COPY OF THIS DESIGN TO THE INSTALLATIO ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATI DESIGNI ANY FAILURE, TO BUILD THE TRUSSES IN CONFORMANCE VIT11 TPII OR FAB% HANDLING, SH IPPING,jINSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS PROVISIONS Of NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICA PAPER ASSOCIATION)•IAND TPI. ALPINE CONNECTORS ARE MADE OF 20GA'ASTM A653 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND. UNLESS OT TMS DESIGN, POSITION CONNECTORS PER DRAVINGS 160 A-2. THE SEAL ON THIS D ACCEPTANCE OF PROIESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRL DESIGN SIIOVN. THE'SUITADILITY AND USE OF THIS COMPONENT FOR ANY PARTICI' P gH ITY or HIF BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTII T -BRACING OR L -BRACING: APPLY TO EITHER SIDE OF WED NARROW FACE ATTACH WITH 16d NAILS AT 6" O.C. BRACE IS A MINIMUM 80% OF WEB MEMBER LENGTH T -BRACE OR L -BRACE SCAB BRACING: . APPLY SCAB(S) TO WIDE FACE OF WEB. NO MORE THAN (1) SCAB PER FACE. ATTACH WITH IOd NAILS AT 8" O.C. SCAB BRACE IS A MINIMUM 80% OF WEB MEMBER LENGTH " QROfESS/0,y IS DRAWING REPLACES DRAWING 579,640 IP1T<TR SS - A,� QQING ' y� LL PSF REF CLD SUBST. DATE 06/25/99 4CTICES' 9 DL , PSF r ATTACHED RIGID 'TRACTOR. nc No. C 5 ,- DL PSF DRWG BRCLBSUB0699 ROM TIIIS -ENG MLI•{ KAR APPLICABLE LL PSF - REST AND ) GALV. STEEL IISC Le C J T.LD. PSF Al �V�� LOCATED ON OMPONENTTES ��P lFOF OO� DUR.FAC. 9UILDING nct, SPACING CALIFORNIA PERMANENT BRACING START 0 TOTEN Ip'0 SLOPING (1jYPIC 01)\CHORD%(CONTINUE HI START OF TOP CHORD EXTENSIONS. (SLOPING TO FLAT) I BRACED BAY A BACK!go A —i ROOF SHEATHING. PERMANENT DIAGONALS FORM BRACED BAY. REPEAT AT ALL HIP ENDS, MAXIMUM INTERVAL EQUALS 20'. (NOTE: THE 1ST BAY OF PERMANENT DIAGONALS FORMING BRACED BAY AT THE #1 HIP CAN BE EXCLUDED WHEN ALL OF THE FOLLOWING CONDITIONS ARE MET: 1) THE CONTINUOUS TOP CHORD PURLINS ARE ATTACHED TO THE FLAT TOP CHORD OF THE y1 HIP.2 THE END JACKS ARE SHEATHED WITH PROPERLY ATTACHED STRUCTURAL PANEL$.) NENT BRACING DETAIL CRIPPLE SUPPORT LAYOUT SETBACK B SETBACK * SET BACK COMMON. TRUSSES CALIFORNIA HIP SYSTEM TRUSSES -#11IIP PITCHED AND SHEATHED B CHORD AREA. o -CRIPPLE (C), SUPPORT LOCATIONS. SUPPORTS EXTENDED MEMBERS TO FLAT TOP CHORD (4' O.C. CRIPPLE SPACING SHOWN.) CONNECT CRIPPLE TO FLAT TOP CHORD AND EXTENDED TOP CHORD, USING 3 - Od COMMON TOE NAILS OR 2 - 10d COMMON NAILS THROUGH FACE. SECTION A -A SECTION B -B FIELD APPLIED OR BUILT-IN CRIPPLES CRIPPLE IN PLANE CRIPPLE OF TRUSSES SPACING CObtMON CHORD EXTENSION (TYPICAL) (D) SETBACK (C) * (B) (B) (B) (B) (D) (B) (D) (B #1 HIP GIRDER C::: --(B) PURLINS SPACED 24"O.C. TYP. (CONTINUOUS 2X4) (C) CRIPPLES SPACED 48" O.C. TYP. (D) BUILT-IN FILL CRIPPLES (HORIZONTAL MEMBER OPTIONAL) ■MVARNINGxx TRUSSES RE AND BRACING. REFER TO PLATE INSTITUTE, 583 0' PRIOR TO PERFORMING THI PROPERLY ATTACHED STRL CEILING. 10"IMPORTANT 0: ALPINE ENGINEERED PRODI OESIGNI ANY FAILURE TO 1 . HANDLING, SHIPPING, INST PROVISIONS OF NDS (NATI PAPER ASSOCIATION) AND EXCEPT AS NOTED. APPL' THIS DESIGN, POSITION CL ACCEPTANCE OF PROFESSI BUILT-IN CRIPPLES OR FIELD CRIPPLE SPACING REFER TO ORIGINAL DRAWING FOR CRIPPLE SPACING. /(B) %�j/11#21#31#41#51#6 SETBACK-] SEE CA -HIP ENGINEERING FOR JACK TYPE USED. LUSS AND, UNLESS OTHERWISE LOCATED DM THE SEAL ON THIS DRAWING INDICATES (r SOLELY FOR THE TRUSS COMPONENT 19�, civi - �\P DURTAC. N/TPII 1-1995PSFCTIONAP. BUILDING f OF CAL�FO� SPACING NOTE: CONVENTIONAL FRAMING AND/OR CRIPPLES ARE NOT THE RESPONSIBILITY OF THE TRUSS DESIGNER PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING THE TRUSSES ARE CAUTIONED TO SEEK ADVICE OF A LOCAL PROFESSIONAL ENGINEER REGARDING CONVENTIONAL FRAMING. *NOTE: SEE ORIGINAL DESIGN FOR SETBACK, LUMBER, PLATING, LOADING AND DURATION FACTOR REQUIRED. THIS DRAWING REPLACES DRAWING CD110 XIRECARE IN HA 0 ING I STALL NG IANDINGBRACING). PUH ISHEDSHIPPING NBY TPIIALLING (TRUSS lV0 9�. TC LL PSF REF CALIF. BRACE OR., SUITE 200, MADISON, V1. 53719) FOR SAFETY PRACTICES TIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL' HAVE `T� Q �' % 06/25799 C DL PSF DATE PANELS AND BOTTOM CHORD SHALL'HAVE A PROPERLY ATTACHED R1G10 H A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR- ONTRACTOR t7 DL PSF DRwG BRCALHIP0699 SMALL SHALL NOT BE RESPONSIBLE FOR ANY'DEVIATION FROM THIS 4E NO• TRUSSES IOFCONFTRUSSEES CE DESIGNTPICONFORMS WITHOR rABRIATAPPLICABLE %NO BRACING 2 LL PSF -ENG SIGNSPECIFICATION PUBLISHED BY T IM A653 GR 0 GALV STEEL NECONNECTURSAREMADE OF20GAASN * ❑T.LD. * PSF LUSS AND, UNLESS OTHERWISE LOCATED DM THE SEAL ON THIS DRAWING INDICATES (r SOLELY FOR THE TRUSS COMPONENT 19�, civi - �\P DURTAC. N/TPII 1-1995PSFCTIONAP. BUILDING f OF CAL�FO� SPACING N 0 0 0 a .a w w c� z 0 a T 0 r•-1 ti 00 co to m >c w 0 V� r -I rh 0 N N 0 (SOHNO409-SOHNREY / DURHAM DAYTON HWY - A-1 HIP [6'SB] [1 -PLY]) TOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 DF -L #1 14EBS 2x4 OF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE TC @ 24" OC. 4X42 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. DEFLECTION MEETS L1240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. #1 HIP SUPPORTS 6-0-0 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. 'IYA= 3X6= 4X4 - 3X6 (A1) 1.5X4111 3X6(A1) L 5 6 12' 4 4 11 4-4-11 4-4-11 4-4 11 4.4-11 4 4. 7 11 3 11 7 4 4 11 4 4 11 4 4-11 4 4 11 3 11 6 0 0 L_ 6-0-0 I 25-5-8 1 6-0-0 I R=186 PLF W-14-11-0 37-5-8 Over 2 Supports R=186 PLF W®14-11.0 +8-0-0 T 3-4-3 1 Note: All Plates Are W2.5X4 Except As Shown. PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 18.2f3 CA 1 F Scale =.1875" Ft. LongFellowLumber + WAR flIIG•REFER TO EH HIB -91 EXTRENE CARE 13 FABRICATION. HANDLING. SHIPPING, INSTALLING AILD 0 B9 LorenAv,nue,Chico CA95928 (HANDLING Ii1STALLIIIG ALIO BRACING), PUBLISHED BY TPI- (TRUSS PLATE TC LL 16.0 PSF REF R427--45538 INSTITUTE. 583 O'ONOFRIO OR., SUITE 200, MADISON, UI 53719), FOR SAFETY PRACTICES PRIOR TO W. F PERFORMING THESE FUNCTIONS. UIILESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED TC OL 15.0 P S F DATE 04/22/03 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. h \5 •'IMPORTAN:T— FURNISH A COPY OF THIS O -c SIGN TO THE INSTALLATIOII CONTRACTOR. ALPINE ENGINEERED W S Pr m BC DL 7.0 PSF DRl"1 CAUSR427 0311ZOOl PRODUCTS, IIIC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: AWY FAILURE TO p� V r ALPINE BUILD THE TRUSSES IN CONFORMANCE 111TH TPI: OR FABRICATING, HANDLIIIG. SHIPPING. INSTALLIIIG AND BC LL 0. D PSF CA ENG GTP/PBC BRACI:IG OF TRUSSES. THIS DESIGII COLIFORMS WITH APPLICABLE PROVISIONS OF IIDS (NATIONAL OESIGIt SPECIFICATION PUBLISHED BY THE AMERICAiN FOREST AILD PAPER ASSOCIATION) AND TPI. ALPINE * * _ COIINEC TORS ARE MA OE OF 20GA ASTM A6=3 GRnO GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO I 0 T . L D . 38.0 PSF S E 0 N - 68286 EACH FACE OF TRUSS, AND UIILESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER X�Jy CIV DRAWINGS 160 A -Z. THE SEAL ON: THIS Da AWING INDICATES ACCEPTANCE OF PROFESSIONAL EIIGCIIEER ING I� Alpine Engineered ProducLi, Inc. RESPOIISI8ILITT SOL -c LY FOR THE TRUSS COY,POIIENT DESIGII SHOUIj. THE SUITABILITY AND USE OF THIS Qf CA��F DUR . FAC. 1.25 FROM ED Sacramento, CA 95828 COMPOINE IIT FOR ANY PARTICULAR BUILDING IS THE RESP O051BILITY OF THE BUILDI,G BESIGIIER. PER ANSMPI 1.1995 SECTION 2. - SPACING 24.0" JREF- 1S25427_ZO1 T CD cc m IT, 0 -4 M 0 N N IT 0 SOHN0409-SOHNREY / DURHAM DAYTON HWY - A-2 HIP E8'SB3) TOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. FLAT TC OF STEP-UP HIP TRUSS SUPPORTS JACK EXTENSIONS AND HIP RAFTER SPANNING 4.00 FT MAX TO.BACK SIDE AND 4.00 FT TO FRONT SIDE. THIS DESIGN MAY BE USED FOR COMMON HIP TRUSSES @ 24" OC. EXTEND AND FASTEN SLOPING TC OF HIP AND JACKS TO HIP RAFTER. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1 (FIG.33), OR DWG. BRCALHIPH0502. 2. 5X4 ir-- 2.5X4= 3X4= THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L1240 LIVE AND L/1BO TOTAL LOAD, 10 PSF BC LIVE LOAD PER UBC. 3X4=- 2 . X4= 3X8= 3X6= 2.5X4= 2.5X4 3X6 (A1) _ JA•+= .Dx4= 3X6= 3X6(A1) I -6 -0 -IT 14-8-4 8-1-0� 1�6_Ol �F 7-6-12 1 –.3-8-11 13-5-11�IE 3 11 11 3-11 --1 3 8 11 ! i 8-0-0 `3 3 7-3-5-11 T 3 11 11 13 11 11 3 11 3 55 111 7-6-12 3-3-7 8-0-0 L_ 8-0 0 I 21-5-8 I 8-0-0 I R=657 W=3.5" P-5-8 Over 4 Supports R-1390 W=5.5" R-1390 W-5.5" R-657 W=3.5" _T 4-4-3 +8-0-0 PLT TYP. Wave TPI 95 Desi n Crit: UBC STD UBC '18.2f3 CA 1 - F Scale =.1875" Ft. LongtellowLumber NARt11NG�• TRUSSES gE0U1RE "cXTRENE CARE IN FA6RICATION, -HANDLING, SHIPPIIIG. IIISTALLIIIG A110 y� 89LOrenAvenue,ChicoCA95928 BBACIIIG. REFER TO:HIB-91 (HANDLIIIG INSTALLING ARD BRACHIG). PUBLISHED BY TPI (TRUSS PLATE Q "!� TC LL 16.0 PSF REF R427- -45539 IIISii7UTE. . 587 D'ONDfR10 OR.. SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO {�Q.P w• C Fy. TC DL 15. D PSF DATE 04/22/03 PERFORMING THESE FON O11S. UIIL ESS OTHERWISE INDICATED. TOP CHORD SHALL MAYS Pq OPENLY ATTACHED 1 '` STRUCTURAL PANELS. 80T TOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 'IMPORTAIIT•" FURNISH A COPY OF THIS DESGII TO THE IIISTALLATIOII CONTRACTOR. ALPINE ENGINEERED W Z r r�tf PRODUCTS, IIIC. SHALL 140TBC DL 7.0 PSF DRl'I CAUSR427 031120020T BE RESPONSIBLE FOR AIIY DEVIATIOII FROM THIS DESIGII; ANY. FAILURE TO rAC V ' r 'a STALLNG AN ALPINE BRACIIIGBUILD HOFTTRUSSES. RUSSES NCOTHIS MDESIGN ANCE ICONFORMS TH TPI: OWITH AAPPLICABLE PROVISIONS SPICATI11G. HANDLING, SOFPNOS G(NATIIONALIDESIGN * * BC LL 0.0 PSF. CA -ENG GTP/PBC SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE _ COIINECTORS ARE MADE OF 2oGA ASTM A653 GR 40 GAL V. STEEL. EXCEPT AS NOTED. APPLY CONNECTDRS TO wTO I . L D . 38. 0 P S F S E 0 N - 68299 EACH FACE OF TiUSS. AND UNLESS OTHERWISE LOCATED RA ON THIS DESIGN, POSITIOII CONNECTORS PER 4 t Alpine EngineeredProducts,LOC. RRA IESPOISIBILOIRING iY SOLELY'FORSTHE ZA TRUSSICOHPOIEIIT DESIGNTSHOIf11. THE SUITABILITY10EOAND USE NAL IOFETHIS �OFCA`�1DUR.FAC. 1.25 FROM ED SBC IG FB me nto, CA 95828 COMPONENT FOR ANY PARTICULAR BUILOIIIG IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1-199.- SECTIOIt 2. SPACIPlG 24.0" JREF- 1525427_ZO1 (SOHNO409-SOHNREY / DURHAM DAYTON H14Y - A-3 HIP/GIRD [8'9 -SB] [2 -PL TOP CHORD 2x4 DF -L'#1 BOT CHORD 2x6 DF -L #1 :B2 2x6 OF -L #2: WEBS 2x4 OF -L Standard :W6, W12 2x4 DF -L #1: SPECIAL LOADS ------(LUMBER DUR,FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 62 PLF at 0.00 to 62 PLF at 37.46 BC From 699 PLF at 0.00 to 699 PLF at 6.71 BC From 561 PLF at 6.71 to 561 PLF at 14.71 8C From 451 PLF at 14.71 to 451 PLF at 22.17 BC From 604 PLF at 22.17 to 604 PLF at 37.46 DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. *** THIS TRUSS IS NOT SYMMETRIC -- INSTALL AS SHOWN *** RECOMMENDED CONNECTION FOR TRUSSES FRAMING FROM THE BOTTOM CHORD AT 24" O.C.: SIMPSON HUS26. SEE SIMPSON CATALOG C-2003. 3X4 15F-- 4X6= 6X6 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 2 Complete Trusses Required NAILING SCHEDULE: (0.1310.0_9_nails) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 4" o.c, WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. TIMBER AT 19% MAX. MOISTURE CONTENT AT TIME OF ASSEMBLY OF TRUSS PLIES. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE TC @ 24" OC. e® 6X6=- 3X8= X6= 3X8= 3X6= 4X6= 3X4 - 3X8 (Al) 3X8 ill 5X8= 6X6= . I7X6= 1 I 6X6= 5X8= 3X8111 n 5X6= 5X6= 3X8(A1) 14-8-4 1 8-1-0—:-� I 4 8 0 2-11-11 2 11 11 �E IE 3-7-12 3-5-11 SIE - 3-11-11 _�{ 3 11 11 `I _1_ 3 5 11�( 3 7 12 SIE 4-8 0 �J I 4 8 0 I 4 1 0 T 3-0-7 T 2 11 11 1 3 11 11 I 3-11-11 —( fi3 0 7 1 4 1 0 Lr 8-9-0 I 19-11-8 2-11-11 I 8-9-0 I R=4608 W=3.5" 37-5-8 Over 4 Supports R-7565 1.1-5.5" R-7712 I4=5.5" R-4214 W=3.5" PLT TYP. Wave TPI 95 LongfellOwLumber 89 Lo ren Avenue, Chico CA 95928 ALPINE - Alpine Engineered 95828ls, Inc. Sacramento, CA 95828 Desi n Crit: UBC STD UBC 18.2f3 •6gp��fjG!G REFER TO HIBe91RUSS1R_ EXTREME CARE 1N FABRICATION, HANOLIIIG, SHIPPING, INSTALLIIIG AND (HANDL ]JIG INSTALLING AILD BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 563 O'ONOFAIO DR., SUITE 200. MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUIICTIOIIS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALLHA'!E PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILIIIG. "IMPORTANT— FUR IIISH A COPY OF THIS DESIGII TO THE INSTALLATION CONTRACTOR, ALPINE ENGINEERED PR DUCTS. IIIC. SHALL NOT BE RESPOIISIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN COt:FORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN COLIFORMS WITH APPLICABLE PROVISIONS OF NOS (tIATIONAL DESIGII SPECIFICA TI Oil PUBLISHED 9Y THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CO:II;ECTORS ARE RADE OF 20GA AST14 A653 GR40'GALY. STEEL. EXCEPT AS NOTED. APPA' CONNECTORS TO EACH FACE OF TRUSS. AN Ut:LE55 OTHERWISE LOCATED ON THIS DESIGN. POS1T10fI C0141JECTORS PER DRAUJNGS 160 A•2, THE SEAL Oil THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING - AE SPOIISIDIL1 Y SOLELY FOR THE TRUSS COMPOIIENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COHPOIIENT FOR AI4Y PARTICULAR BU ILOING 15 THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER AHSI/TPI I-1995 SECTION 2. _ Q ��! 1 5~`p C ,,am A 2 .O OWC N r 1=5 * * AIf Cry��. \Q rII�� Q! y{`` - CA - 1 F TC LL 16.0 PSF TC DL 15.•0 PSF BC DL 7. D PSF BC LL 0.0 PSF _ TOT LD. 38.0. PSF Scale =.1875" Ft. REF R427--45540 _ DATE 04/22/03 DRW CA USR427 03112009 CA -ENG * GTP/PBC SEONI- 68628 DUR . FAC. 1 . 25 _ FROM ED -- SPACING 24.0" JREF- 1S25427_ZO1 LO CD (SOHNO409-SOHNREY / DURHAM DAYTON HWY - B-1 TSC) TOP CHORD 2x4 DF -L #1&Bet. 80T CHORD 2x4 OF -L #1&Bet. WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. 2.5X4 5X6=- 2 . 5X4 X6= THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EOUALLY SPACED ON MEMBER. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24" OC, BC @ 72" OC. 10 PSF BC LIVE LOAD PER UBC, 3X8(F1) a 1.5X4111 DAD— .3Ad 3X6= 2.5X4= r-1 —'�] 3X6 (Al) 1.�- of 1-6-01 4-3 8 _I'3 0-12 1 6-9-0 } 1 C—)43-11-6 5-10-1 5 10 1 6 4 9 1` 4 3 8 'j 2 11 0'J 6-9-0 ( 4-1-2 8-9-1 —-9- 3-9 -i 18-0-10 18-0-10 7-2-8 6-9-0 22-'1-12 h 36-1-4 Over 2 Supports R=CD 1471 41=5.5" R=1471 W=5.5" rn aC C 8-0-0 9-4-8 �• PLT TYP. Wave TPI 95 Design Crit: UBC STD U8C 18.2f3 CA 1 F Scale =.1875" Ft. 0 Longfellow Lumber 89 Loren Avenue, Chico CA 95928 "NAR1lI IIG'• TRUSSES REQUIRE EXTREME CARE 111 FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE nQfEs`S� QQ� TC LL 16.0 PSF REF R427--45541 •• cr '-1 IIISi :TUT" 583 D'ONOFRIO DR.. SUITE 200, MADISON, HI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD ' TC .DL 15.0 PSF DATE 04/22/03 SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.; •�1:IPORTANT- FURI1ISN A COPY OF iH15 h 5~ C S DES GII TO TOE INSTALLATION CONTRACTOR. ALPIIIE.EIIGINEERED- PRODUCTS. INC. SHALL NOT BE BESPOI;SIBLE FOR ANY DEVIATION FROM THIS GESIGII: AIIY FAILURE TO W A 2 r T BC 'DL 7. 0 PSF DRW CAUSR427 03112004 ch BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPP)IIG. INSTALLING ANDcc r ALP I NE BRACING OF TRUSSES. THIS DESIGII CONFORMS WITH APPLICABLE PROVISIONS OF NOS (H TIONAL DESIGN SPEC x2005 BC LL 0.0 PSF CA -ENG GTP/PBC N Ii ICATI Oil PUBLISHED DY THE A4ERICAII FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE * 'V d Alpine Engineered Products, Inc. CONVECTORS ARE MADE OF 20GA ASTH AGS3 GRAO GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND W; LESS OTHER'IVISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ORAH IIIGS 160 A•Z. -TWE SEAL Ot! THIS DRAWING INDICATES AC CEPTA+ICE OF Pp OFES519NAL ENGIIIE ER IMG RESPONSIBILITY lrJi 9 N C/fl� \� TOT. LD. 38.0 PSF SEQN- 68028 -Sacramento, CA 95828 SOLELY FOR THE TRUSS COPIPONElIT DESIGN SHORN. .THE SUITABIL ITY?AIID USE OF THIS COMPONENT FOR ANY PARTICULAR BUILOING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER AASf/TPI 1.1995 SECTION 2. c OQ:� Qf CA`�� DUR .FAC . 1.25 FROM ED SPACING 24.0" JREF- 1S25427_ZO1 XD 0 0 T (SOHN0409-SOHNREY / DURHAM DAYTON HWY - B-2 COMN TOP CHORD 2k4 DF -L #1 GOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. 5X6= THIS D14G PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS 14FR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) SCAB BRACE, 80% LENGTH OF NEB MEMBER. SAME SIZE, SPECIES & GRADE OR BETTER. ATTACH WITH 10d NAILS @ 6" OC-. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24" OC, BC @ 72" OC. t,- 1 1 2.5X4= 3X6= 3X8= 1-1 +8-0-0 2.5X4= 3X6(A1) 3X6 Al( = 1_ 6-4-9 1 5 10 1 1 �,0 1 CD _ _ I 5 - ]](6--14 -15 131 9 -1 1p 1 �1 `I 9-3-9 18-0-10 8-9- 8-9-1 1 0r 1p I �j I 18-0-10 co co 1, 36-1-4 Over 2 Supports CD R=1475 Id=5.5" F PSF Scale =.1875" Ft. REF R427--45542- M TC DL 15.0 ?C DATE 04/22/03 C w PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC Xc Longfellow Lumber'•WARN111G•• 18.2f3 TRUSSES REGUIRE EXTREME CARE 111 FABRICATION, HANDLING, SHIPPING, IIIS7ALLING AND * O 89 Loren Avenue, Chico CA 95928 aRACING. REFER TO HIE -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE CA -ENG GTP/PBC _ d' 38.0 INSTITUTE, 583 D'ONOFR 10 DR., SUITE 200. HAD SOH. 111 53719). FOR SAFETY PRACTICES PRIOR TO SEON- 67999 PERFORMING THESE FUNCTIONS. UIILESS OTHERHI SE. IIID I GATED. TOP CHORD SHALL HAVE PA OPERLY ATTACHED 1.25 •'-t FR01`1 ED STRUCTURAL PAIIELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. SPACING- 24.0" JREF- IS25427_ZOI "'IMPORTANT•• FUR it I SH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED CD PROD DUCTS. NC.SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO j CD BUI LO THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANOLIIIG. SHIPPING. IIIS7ALLING AND A LP I NE- BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPE C If)CATi DN. PURL] SHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPIIIE N COIINE CTORS ARE MADE OF 2OGA ASTH A653 GR4O GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AIID UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITIOII CONNECTORS PER d' Alpine Engineered Products, Inc. DRAWINGS 160 A -Z. THE SEAL ON THIS -DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RE SPOIISIBILITY CD Sacramento, CA 95828 SOLELY FOR THE TRUSS COMPOUENT DESIGN SHOWN. THE SUITABILITY Alto USE OF THIS COMPONENT FOR AIIY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER A!!SI/TPI 1.1995 SECTION 2. R=1367 9-4-8 CA -/1 TC LL 16.0 F PSF Scale =.1875" Ft. REF R427--45542- TC DL 15.0 PSF DATE 04/22/03 9 BC DL 7.0 PSF ORW CAUSR427 03112005 * BC LL 0.0 PSF CA -ENG GTP/PBC _ TOT .LD. 38.0 PSF SEON- 67999 OUR . FAC . 1.25 FR01`1 ED SPACING- 24.0" JREF- IS25427_ZOI (SOHNO409-SOHNREY / DURHAM DAYTON HWY - B-3 COMN) FPLATES x4 DF -L #1 x4 DF -L #1 4 DF -L Standard 0 NED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD, ** DO NOT TURN TRUSS END FOR END. ** r 2.5X4( 5X6 - THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR BETTER. ATTACH WITH 10d NAILS @ 6" OC. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24" OC. BC @ 72" OC. 10 PSF BC LIVE LOAD PER UBC. 2X4 III 4X4= 3X6= 3X8= 2.5X4= 4X4(A2) = Wl —6 -1 2� C) 6 3 2I E3 11 7 I 5-10-1 I 5-10-1 5 10 1' I 6-4-9 i 6-3-2 I 07 1 0-7 1 8-9-1 8-9-1 9-3-9 39 ,J 'j 0 I 18-0-10co I i 36-1-4 Over 2 Supports R-1651 W=5.5" R=1093 rn ' >4 LT. PLT TYP. Wave TPI 95 Desi n Crit: UBC STD UBC 18.2f3 CA 1 F Scale =.1875" Ft. Ca O Longfellow Lumber 89 Loren Avenue, Chico CA 95928 WARt11NG TRUSSES RED EXTREME CARE IN FABRICATION, HANDLING. SHIPPIIIC. IIISTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TDI (TRUSS PLATE 1r� 'N � C L L 16.0 PSF R E F R427--45543 <r .-1 PERFORMING THESEDFUNCTIOtODOFR OS�RUNLESSTE 200, OTHEPNISEOISON. WI INDICATED. TOPICHORDFOR SHALLFETY HAVEPRACTICES PRIOR ToPROPERLY ATTACHED STRUCTURAL PANELS, W. +\���a`p� W. Cy4`�y� TC DL 15 0 P S F DATE 04/22/03 BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 'IMPORTANT•• FURNISH A COPY OF THIS •PROD.(75. . -� M DESIGrl TO THE INSTALLATION COIITRACTOR. ALPINE ERGIIIEEREO "C. SHALL ROT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGtI; Al1Y FAILURE TO W Z Apr Q V 5 a BC DL 7, 0 PSF DRW CAU$R427 03112006 4 A L P I N E BUILD THE TRUSS-cS IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND BAA(IIIG OF TRUSSES. THIS DESIGN COLIFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION oc r 5 BC LL 0 PSF CA -ENG GTP/PBC 'V PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE [OHNECiORs ARE HAD OF 20GA AST" AB53 GR40 GAL``Y. .0 N STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF Tp USS, All UNLESS OTHERWISE LOCATED ON THIS OESIGII. POSITIOII CONNECTORS PER �A CIV ` �Q� T 0 i L D . 3 8 . 0 PSF S E 0 N - 68007 'r Alpine Engineered Products, Inc. Sacramento, CA 95828 IG ES CEPTATHE SUICE OF TABILITYOA11 NO USEAt Ell IOPETHIS RESPONSIBILITY SOLELY TFOR HE STHE EAL TRUSSll ICOMPONENT DESIGN S DRAWIIIG 'SHOWN. ���yc y D U R .FAC . 1 . 25 FROM ED COMPONENT FOR ANY PARTICULAR BUILOIRG 15 THE RESPONSIBILITY OF THE BUILOIIIG DESIGNER. PER ANSI/TPI 1-J995 SECTION 2. SPACING 24 . 0 1 J R E F- 1 5 2 5 4 2 7_Z O I 00 0 0 0 0 a a w w 0 z 0 .a a U z Z =w H c� z w .w z -H a a I7 (SOHNO409-SOHNREY I DURHAM DAYTON HWY - B-4 COFF TOP CHORD 2x4 DF -L 7#1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 2.5X4( THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24" OC, BC @ 72" OC. DEFLECTION MEETS L1240 LIVE AND L1180 TOTAL LOAD, 10 PSF BC LIVE LOAD PER UBC. 5X6= 4X4= 5X8= 5X8= 3X10= 4X4(A2) = T 9 4-8 +8-0-0 L<---6-1-2 1.5X4111 1.5X4111 1.,5 6-3-2 1 5 7 4 �� 6-2-4 �J_ 6 1 10 5 1 10 1 6-9-6 J 1 1 6 3 2 5-9-0 I 6-0-8 T 5 11 14 5 3 6 6-9-6 18-0-10 I 18-0-10 - L 12-0-2 12-0-6 1 12-0-12 co I 36-1-4 Over 2 Supports R-1659 W=5.5" R-1085 CID ?C PLT TYP- Wave TPI 95 Design Crit: UBC STD UBC 18.2f3 CA 1 F Scale =.1875" FL• Co 0 '• Lo ngCellow Lumber •'WARNING•• TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HAIIDLIIIG, SHIPPHIG, INSTALLING AND 89 Lorcn Avenue, Chico CA 95928 BRACInG. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING),- PUBLISHED BY TPI (TRUSS PLATE QQ� y'[ I C LL 1 6 0 PSF R E F R 4 2 7 -45544 INSiITUiE. 5BJ0'ONOFR IO DR., SUITE 200, NA015011, WI 537)9). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. W. QQ N W. (� h� 5~`A Cy�,,p y.(j T C D L . 1 5 0 P S F DATE 0 4 BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. •!MPORTAIIT•• FURNISH A COPY OF THIS \ .O = '� . DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO W = A r m oe U 5 r BC DL 7. 0 PSF DRI/� CAUSR427 03112007 CD 11 BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND AL P I NE BRA[II1G OF TRUSSES. THIS DESIGN CO11FOflH5111TH APPLICABLE PROVISIOt:S OF 11D5 (NATIOHFL DESIGN 5 BC LL D.D PSF CA -ENG GTP/PBC N ,V PECIFICATI DII PUBIISHEO BY THE AMERICA.',' FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE COIHIECTORS ARE 11AOE OF 20GA ASTH A653 GR40 GALV, STEEL. EXCEPT AS NOTED. APPLY COnNECTORS TO EACH FACE * * TOT. LD 38 0 PSF SEOINI- 68599 OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGII. POSITION CONtIECTORS PER ORAWIJGS ]50 A-2. THE SEAL � `.'V" `Q %� . - C D11 THIS DRAWING INDICATES ACCEPTAW E OF PROFESSIONAL E1IGINEER IIIG Alpine Engineered Products, Ln C. RESPOIISIBIIITY SOLELY FOR THE TRUSS COMPONENT OE51Gt1 SHOWII. THE SU17AOILITY SOLELY "•!r' OQ� yr CA OUR FAC 1 25 FROM ED AND USE OF THIS Sacramento, CA 95828 COMPOIIENT FOR PARTICULAR BUILDING 15 THE RESPOil518Ill TY OF THE BUILDING DESIGNER. PER . . . ANSI/TPI 1.1995 SFCT108 2, SPA CTI\(G 24.0" JREF- 1S25427_Z01 M 0 CD (SOHNO409-SOHNREY / DURHAM DAYTON HWY - B-5 COFF TOP CHORD 2x4 OF -L #1 BOT CHORD 2114 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 2. 5X4 (.,_, 5X6- THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24" OC. BC @ 72" OC. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. 4X4= 6X6= 5X8= 4X4- 3X4(A1) --8-1-2---31 1.5X4 111 1.5X4111 I� 8-2-14 3 -7 -BI 6-2-4 6-1-10 5-1-10 6-9-6 I_ B-2-14 3-9-4 6-0-8 5-11-14 1 5-3-60 3 6 6-9-6 16-0-10 18-0-10 12-0-2 12-0-6 12-0-12 s � 36-1-4 Over 2 Supports , - R=1778 W-5.5"- R=966 9-4-8 PLT TYP, Wave#TPI 95 DeSi n Crit: UBC STD UBC 18.2f3 CA 1 F L.Ongfcllow Lumber- 89 LorenAvenue,ChicoCA95928 'WARNING••' TRUSSES REOUIRE EXTREME CARE IN FABRICATIOII. HANDLING. SHIPPING. INSTALL(IIG AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AIIO BRACIWG)• PUBLISHED BY TPI PLATE QFFSS� TC LL 16.0 PSF Scale =.1875" Ft. (TRUSS INSTITUTE. 5B3 O'ONOFRIO OR.. SUITE 200. MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMIIIG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHOAO SHALL NAVE PROPERLY QQ� C !�y "`CC��� REF R427--45545 ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. •PRODU �� `P� T C D L 15 . 0 P S F DATE 04/22/03 TS. INC. SMULLISH NOTA COPY OF THIS E RESPONSIBL50FORGIIAlY THE AANYI1EFAILUAEENGINEERED W S AP 2 BC OEV1Ai(OIILFpONHTH1CONTRACTOR. BUIL D 0ESIGN; THE TRUSSES III CONFORMANCE WITH iP1: OR FABRICATIIIG, r, c. r DL 7. 0 PSF DRIJ CAUSR427 03112008 ALPINE HANDLING. SHIPPIIIG. INSTALLING AND BRACIiIG OF TRUSSES. THIS•OESIGII COLIFORMS WITH APPLICABLE PROVISIONS OF 1105 (IIATIOWAL DESIGII SPECIFICATION PUBLISHED p?pp5 BC LL 0.0 PSF CA ENG GTP/PBC BY THE AMERICAN FOREST AILD PAPER ASSOCIATION) AND TPI. ALPINE CD"HIECTOAS ARE * * TOT. LD. 38.0 PSF SEON- 68604 Alpine Engineered 95828ts,lnc, Sacramento, CA 95838 RADE OF 20BGA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TD EACH FACE OF TRUSS, AND UNLESS CIHERMISE LOCATED 011 THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A•2. THE SEAL ON THIS DARNING IIIDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING gESPONSIBILITY SOLELY FOR THE TRUSS COIIPONE(li OESICW SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR A11Y PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE DUILOING OES(GNER. PER A-1-1 1.1995 SECTION 2. f� CN,� Q. JF OQ' Of CALF D U R .FAC . 1 .'2 5 FROM E D SPACING 24.0" JREF- 1S25427_ZO1 0 0 (SOHNO409-SOHNREY / DURHAM DAYTON HWY - C-1 COFF/HIP/CARR [8'SB] (1-P TOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 DF -L #1 :B1 2x6 DF -L #1: 14EBS 2x4 DF -L Standard . PLATES DESIGNED FOR GREEN LUMBER PER NOS -97 TABLE 7.3.3. j SPECIAL LOADS ------(LUMBER DUR.FAC.=1,25 / PLATE DUR.FAC.=1.25) TC From 62 PLF at -1.50 to 62 PLF at 42.33 BC From 4 PLF at -1.50 to 4 PLF at 0.00 SC From 14 PLF at 0.00 to 14 PLF at 42.33 BC 529 LB Conc. Load at 6.00 (1-11) (111) RECOMMENDED CONNECTION FOR TRUSS FRAMING FROM THE'BOTTOM CHORD: SIMPSON LUS26. SEE SIMPSON CATALOG C-2003. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. . (A) CONTINUOUS LATERAL BRACING EOUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE TC @ 24" OC, 2.5X4 5X8= 1.5X4 Ill 3X6 1 , 5X4 III 7X6 3X6 - 4hb(A1) = bhtl= •. .. �.— IAVknl) = 1.5X4111 1.5X4111 14-6-10 7-6-12 1 6-10-14 3-7-8 6-1-15 6 1 15, 3 11 0 8-0-0 7 6'12 6 10 14 3-9-4 6 -0 -3r -i 6_0_3 0 3 4 6 0 7-6-12 8-0-0 26-4-0 8-0-0 18-2-14 12-0-6 12-0-12 M I 42-4-0 Over 3 Supports ca R=622 1J-3.5", R=2353 W=5.5" R-870 rn IT. PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 18.2f" CA 1 F. Scale =.1875" Ft. � Longfellow Lumber •NARK IlIG•• Tp USSEi RE OU IPE E%TREHE CARE IN FABRICATION, HANDLING. SHIPPING. I1ISTALLING AND 0 89Lorekok ue,ChicoCA95928 .BRACING. REFER TO MID -91 (HANDLING IfISTALLI(IG AND BRACING). PUBLISHED BY TPI (TRUSS PLATE � ! TC LL 16.0 PSF REF R427--45546 INSTITUTE. 583 D'OIIOFRIO DR., SUITE 200, MADISON. UI 53719). FOR SAFETY PRACTICES PRIOR TO W _ d PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED �� 1�p� W' �?Ga I C D L 1 5 . 0 P S F DAT E 04/22/03 '-I STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING, y �S •'IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ALPINE ENGIIIEERED C! Q Apr y6+ M ���, PRODUCTS, INC. SHALL NOT BE RESP011SIBLE FOR ANY DEVIATION FROM THIS DESIGN: AN FAILURE TO �xj r-, y BC DL 7.0 PSF DR14 CAUSR427. 0.5112010 ALPINE BUILD THE TRUSSES lt! CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. LNG, SHIPPING. 1775 TALLING ANO CD SPEC11 IFICATIOIUPU3LISHEOIBYSTHESAM-t1RICANORMS FORESTTANDPPAPERBLE ASSOCIATION)SAND TPI.F IIDS 0.0 DESIGN * * BC L L 0. 0 P S F C A -ENG G T P/ P B C N Coll NECTORS ARE 11ADE OF 20CA ASTM AGS3 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONt1ECTORS TO TOT. LD. 38.0 PSF SEON- 68619 N EACH FACE OF TRUSS, AND UIIL E SS OTHERWISE LOCATED OI! THIS DESIGN, POSITIO11 COIINECTORS PER ClYI�• \Q` \ DRAWINGS 160 A.Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING CD Alpine Engineered Products,If1C, RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWtI, THE SUITABILITY AND USE OF TMIS ��OfCA��F�� DNR. FAC. 1.25 FROM ED .S BCrd Memo, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDINGDESIGI:ER• PER AnslYrpr 1•1995 secnau 2. SPAC?NIS 24.0" JREF- IS25427_ZO1 i0 co 0 N sV 0 (SOHIN0409-SOHNREY / DURHAM DAYTON HNY - C-2 COFF/HIP [10'SB]) TOP CHORD 2x4 DF -L �1 BOT CHORD 2x4 DF -L #1 14EBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC, 2.5X4 3X10= THIS DWG PREPARED FROM COMPUTER INPUT (LOADS E DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EOUALLY SPACED ON MEMBER. DEFLECTION MEETS L1240 LIVE AND L/180 TOTAL LOAD. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE TC @ 24" OC. 3X6= 3X8= 7X8-- G -Z 3X6 (Al) = 3X6= oAo= 3X8= 3X6 (A1) =— 1.6-0 �14-6-10 I_ 5-1-8 1 4-5-4 ( 4-10-143-7-91.11 0 I 6 1 15 15 %12- b 8 5 1 8 I 1 8 4 5 4 �I� 4-10-14 I 3-9-4 6-0-3 6 0-3 2.6-0 .5.4 5-1-8 10-0-0 22-4-0 18-2-14-1— 10-0-0 1 12-0-6 12-012 I 42-4-0 Over 3 Supports +8-0-0 1 5-4-3 1 R=309 1.1=3.5" R=2134 N=5,5" R-873 Note: All Plates Are W1 -5X4 Except As Shown. PLT TYP. Wave TPI 95 Desi n Crit: UBC STD UBC 18.2f3 CA/ -/J/ -/F Scale =.1875" Ft. Longfellow Lumber '•WARMING`• TRUSSES REOUIRE EZTREME CARE IJI FABA KATION. HANDL UJG, SHIPPING. INSTALLING AUD I�" 89 Loren Avenue, Chico CA 95928 NRACIIJG. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE �(�Q W. �r��� TC LL 16.0 PSF, REF R427--45567 INSTI TUT'. 5B3 O'OHOFRIO OR., SUITE 200. MADISON, 111 53719). FOR SAFETY PRACTICES PRIOR TO �$'7' PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED �p y STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ` �S� .O = T C D L 15 . 0 P S F DATE 04/22/03 PA 'IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED W S APr T ODUC TS. IJJC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO cc to BC DL 7 .0 PSF DRIJ CAUSR427 03112011 , r ALPINE BAACDIJCNEOrTRpUSSESIN CONFORMANCE DESIGNICONFORM' WITHFABRICATING, APPLICABLE PROVISIHANDLING. ONSSHIPPING, (NATIONALINSTALLING DESIG�AND I BC LL 0.0 PSF CA -ENG GTP/PBC SPECIFICATION POBU SHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. .ALPINE CONVECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS VOTED. APPLY CONNECTORS TO TOT . L D . 38 .0 P S F S E O N - 68564 EACH FACE OF TRUSS, AND UNLESS OTHERNISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER f CIVf1. \Q' DRAWINGS 160 A-2. THE SEAL ON THIS DRAU❑IG INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING w DUR .FAC . 1 . 25 FROM ED Enc. RESPO Alpine Engineered Products, GlNSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND U5E OF THIS DF Au Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE NUILDING DESIGIIER, PER AN --11-1995 SECTION 2. SPACING 24.0" JREF- 1S25427_ZO1 N 0 T (SOHNO409-SOHNREY / DURHAM DAYTON Hl -/Y - C-3 HIP [16'SB]) TOP CHORD 2x4 DF -L T#1 BOT CHORD 2x4 DF -L I1 14EBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF 8C LIVE LOAD PER UBC. ** DO NOT TURN TRUSS END FOR END. ** 2.5X4% 3X10 3X8= 2.5X4 THIS DIJG PREPARED FROM COMPUTER INPUT (LOADS S DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR BETTER. ATTACH WITH 10d NAILS @ 6" OC. DEFLECTION MEETS L1240 LIVE AND L/180 TOTAL LOAD. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE TC @ 24" OC. 3X6(A1) = c.5x4= 3X6= 4X4= 1.5X4 III 3X8= 2.5X4= 1-6-0 4X4- 3X6= 14-6-13—�J 5-7 3 _'2h_8-0-0 3X6(A1) G-3 8-I4-3 • 1 5 0 111 4-10-15 5-7-q 5-1-4 4 10 15 5-0-11 5 0 111 4-10-15 5-7-q 5-1-4 4 10 15 5-0-11 5 7-3 l_ 8 1 8 6 5 5 I.S. 5 2 0 5 2 0 7 IO 8 16-0 0 9-10-1-2 I 10-4-0 I lg 0 0 °O, (< .42-4.0 Over 3 Supports R-394 W=3.5" R-2001 1'1=5.5" R-921 M k ' C w PLT TYP. Wave TPI 95 Desi n Crit: UBC STD UBC 18.2f3 Longfellow Lumber 89 Loren Avenue, Chico CA 95928 "NAR;) I IIG •- TRUSSES REQUIRE E%TA EME CARE IN FABR ICATI0t7, HAIIDl If1G, SHIPPING, INSTALLING AND BRACIfIG, REFER TO HI8•91 (HANDLING IHSTALL I IIG AND BRACI IIG). PUBLISHED BY TPI PLATE c QQ`Qr S� CA 1 TC LL F Scale =.125"/Ft. (TRUSS INSTITUTE, '63 D'O:IOFR10 DR., SUITE 200, MADISON. 111 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMIUG THESE FUNCTIONS. UNLESS OTHERWISE INOICATED, TOP - C Fy 16.0 PSF REF R427--45568 -1 CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. � T C D L 15 . 0 PSF DATE 0 4/ 2 2/ 0 3 "IMPORTAlfT•• FURIIISH A COPY OF THIS DESIGN TO THE IIISTALLATION CORTRACTOR. ALPINE ENGINEERED PA OOUCiS. INC. SHALL IIOT 3E RESPOi15 ISLE FOR AIIY DEVIATION Ott FROM OH THIS DES) GII: ANY FAILURE i0 G7 AP W r Zn rTt BC DL 7. 0 PSF DRl•1 LAUSR427 03112012 ALPINE BUILD TH. TRUSSES 1:1 [ORF OR NA WCE WITH TP1: OR FA BRICATIIIG, HANDLING, SHIPPING. INSTALLING AND But OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF ,lDS (ItAT101tAL DESIGiI SPECIFICATION PUBLISHED m 2D05 r �o BC LL 0.0 PSF 'CA -ENG GTP/PBC N N ByTHE AMERICA): FOREST AND PAPER ASSOCIATION) Alto TPI. ALPINE C0:111ECTon S ARE MADE OF 20GA ASTR AS 53 GR40 GAL V, _ \ d Alpine STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AIIO UNLESS OTHERWISE LOCATED 0+1 THIS DESIGN, POSIT1011• CONNECTORS PER DR A{+INES 160 A•Z. THE SEAL 0:1 THIS DRAWING lf� `'I� TOT. LD. 38.0 PSF SEON- 68535 Engineered Products, Inc. Sacramento, CA 95828 INDICATES ACCEPTANCE OF PROFESSIONAL ENGIIIEERING RESPONSIBILITY SOLELY FOR TME TRU55 COM,PONE11T DESIGN SHOWN. THE SUITABILITY A110 USE OF THIS /� t,,p ` Qi`'p,�{V` ��. DUR FAC 1 FROM ED CONPONEt17 FOR ANI' PARTICULAR BUILDIIIG IS THE RESP 115 BILITY OF THE BUILDING DESIGNER. PER . . .25 AN51/-1P1 1.1995 SEC 11014 2. SPACING 24.0" JREF- 1S25427_ZO1 ISOHNO409-SOHNREY 7 DURHAM DAYTON HWY -- DURHAM DAYTON HWY - C-4 HIP [16•S6 Top chord 2x4 DF -L #1 Bot chord 2x4 DF -L }r1 Webs 2x4 DF L Standard d- C_�I'lates designed for green lumber- per NDS -97 TABLE 7.3.3. iOeflection meets L/240 live and L/180 total load. '301n lieu of structural panels use purlins to brace TC @ 24" OC. L21 Cil 0 z 0 r� x m s 0-4.3 - T 0 a 4X4(A2) Q -6-o 5-7-3 5-0.11 B-1-8 — 16-0-0 Right end vertical not designed to be exposed to wind pressure. Roof overhang supports 2.00 psf soffit load. (A) scab brace. 80% length of web member. Same size, species & grade or better. Attach with IOd nails @ 6° OC. 10 psf BC live load per UBC. 2.5X4% 2.5X4 3X8= --1 6 4-10-151 5-7-4 5-7.4 -5.4 5-7 4 7-11-12 Over 2 Supports R=1177 W=3.5" a C„ PLT Tl'P. !lave TPi\R Design Crit: UBC(STD) UBC 18.2f3 Lon fellow Lumber "VIARNING- TRUSSES REQUIRE EXTREHE CARE IN FADRI CAT ION. MANDL]!1G, SH IDP IIIG. INSTALLING AND c'Y1 S BRACING. REFER TO HIS -91 (HANOLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE 0 89 Loren Avenue, Chico CA 95928 INSTITUTE. SB3 D'OI+OFR10 DR.. SUITE 200. 1'.ADISON. J1 53719). FOR SAFETY PRACTICES iRI00. TO O PERFORMIIIG THESE FUNCTIONS. UTILE SS OTHERIIISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED CV STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE %. PROPERLY ATTACHED RIGID CEC TUG. "IrAP ORTANT•* FURNISH A COPY.OF THIS DESIGN TO THE IUSTALLATIDN CONTRACTOR. ALPINE ENGINEE�GN � DR ODUCTS. INC. SHALL NOT BE RESPONSIaLE FOR At1Y DE'/IAT ION FROM THIS DESIGN; ANY FAILURE BUILD THE TRUSSES [11 CONFORMANCE WITH TP 1: OR FA RIC IN6. MANDL TNG. SHIPPING. III STALL IUs A L P I IJ E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROV!$IDNS OF NOS (NATIOIIAL DE 57 EC. BY A76P A) AND TPI. ALP ItIE COIINECTO0. PLATES ARE 1•IADE OF 20/16GA (W.NS/KI ASTM LJJ (W. R/H S) GALV. STEEL. APPLY' PLATES TO EACH FACE OF -TRUSS AND UIIL-c SS OTN ERWISE LOCATED oil THIS C� DESIGN. Do5IT1011 PER DRA93NGS 160A -Z. A11Y 1N SPEC71O11 C' 7L ATE5 FOLLODED 9Y (I) SHAII BE PER AIINEX A3 OF TD] !-2002 SEC. 3. A SEAL 01; THIS DRAWING INDICATES ACCEPTAIICE OF PROFESSIONAL Alpine Engineered Products, Inc. usGINESRIIIG COMPOr!EN7IFORIANOYLELY BUILDING �RTHE TRUSHE RESPONSIBILITYONENT SOF,ITHEOWII. III THE S ITA3 `LPER IIID Sacramento, CA 95828 ANSIITa1 1 s=C. z. G 3 4 X 4 0 +8.0.0 1.5X4111 >-2-8 5-7-4 1 L17- -23 0-4-0 _1_ _I R=1048 �OFE38/O C A/ 1/ 1/ REF R427-- F W H�Etc TC LL 16.0 PSF �otiD I, TC DL 15.0 PSF p o9 zoos BC DL 7.0 PSF - BC LL 0.0 PSF o. c 580 * E -P- U-30-2006 TOT . L D. 38.0 P S F MIX— ��P FOFCAIUF� DUR.FAC. 1.25 SPACING 24.0" 8.4-3 7-6-5 Scale =.25"/Ft. REF R427-- 21102 DATE 09/09/03 DRW CAUSR427 03252004 CA -ENG TSB/GWH SEON- 73659 FROM ED JREF- 1S60427_ZO3 (SOHN0409 SOHNREY / DURHAM DAYTON HWY -- DURHAM DAYTON HWY - C -4A HIP [18'58 Top chord 2x4 DF -L #1 Bot chord 2x4 DF -L #1 Webs 2x4 DF L Standard C,-, )lates designed for green lumber per NDS -97 TABLE 7.3.3. 10 psf BC live load per UBC. 0 lit Right end vertical not designed to be exposed to wind pressure. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/240 live and L/180 total load. In lieu of structural panels use purlins to brace TC @ 24" OC. 2.5X4% 2.5X4= 2.5X4 0-4 3 o 4X4(02) 2.5X4= 3X4= 3X8= SXB= 1.5X4111 7-6.5 8-0-0 9-4.3 40 L -U QA 5-7-3 I 5-0-11 I 6.10-15I 3 5-8 'f I 3-9-0 _I 1 8-1.8 'T 9-5-4 7 2-8 33 2_8 Q 18-0-0 _I, 6-4-0 I 3 7 12 J _J 27-11-12 Over 2 Supports R=1054 R=1073 C-1 Scale =.25" Ft. PLT+TYP. Wave TPI\R Design Crit: UBC STD UBC 18.2f3 FLOFEW. CA/ -/1/1/-/-/F LOIIgfeIION LU1116er WARNING' TRUSSES 0.EOUIFE EXTg5 NE CARE Itl FABRICATION, HANDLIUG. SNIPPING, IIISTALLING AHD 8:91 INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE ,Q- &-D W. ti F2 L'(i �� I C LL 16.0 PSF REF R427- 21103 CY-) 0 89 Loren Avenue, Chico CA 95928 ?RACING. REFER TO HI (HA1)OLING in STI TUT-. 583 D'OIIOFgI DR.. SUITE 200. MADISON, HI 53719). FOR SAFETY PRACTICES PRIOR TO fq �P / 2 / TIC DL 15.0 P S F DATE 0 9/ 0 9/ 0 3 p PERFORMING THESE FUNCTIONS. UNLESS OTHERV) SE INO CATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED Sep 9 003 D nl STRUCTURAL PAN -LS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPI:IE ENGINEERED BC DL 7 D PSF DRW CAUSR427 03252005 CT ';114PORTANT— PRODUCTS. IIIC. SHALL NOT SE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE T BUILD THE TRUSSES III CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING .O BC LL 0.0 PSF CA -ENG TSB/GWH 1 I li T �I C ALPINE ALP BRACING OF TRUSSES. THIS DESIGN COIIFORMS WITH APDLICABLE PROVISi DNS OF ND'. (NATIONAL DES GI OF 20/]6GA (W.H$/X) ASTPi A .3 t No. C 5580055 d 7L SPEC. BT AFEPA) AND TPI. ALPi71E CONNECTOR PLATES 00.E MADE ON TN15 Fjp-650-2006 TOT. LD 38.0 PSF SEOiJ- 73679 L -IJ (W. X/HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED OF PLATES FOLLOWED BY (1) SHALL BE PER <S•T crvi� \P G7 DESIGN. POSITION PER DRAIIIIIGS 16OA-2. ANY IIISPECTIOII TPI 1.2002 SEC. 3 A SEAL Oil THIS DRAWING 111DICATES ACCEPTAIICE OF PROFESSIONALq�ppC�IF�a DUR.FAC . 1.25 - FROM ED Alpine Engineered ProducLs, Inc. Secmmemo,CA95828 - ANNEX A3 OF EIlGLNEERING RESPORSIEILITY SOLELY FOR THE TRUSS COMPOIl ElIT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONEIIT FOR ANY BUILDING 1S THE RESPONSIBILITY OF THE BUILDING DESIGIIER. PER ANSI/TDI 1 SEC. 2. SPACING 24.0' JREF- 1560427_Z03 . ,o..,.,ane_cnUuoCV 7 nnDWAm nevrnnl HIdY -• nlJRHAM DAYTON HWY - C 5 COMN W -MECHANICAL UNIT LO Top chord 2x4 DF -L #1 Bot chord 2x4 OF L $1 Webs 2x4 DF -L Standard Right end vertical not designed to be exposed to wind pressure. (A) Continuous lateral bracing equally spaced on member. Plates designed for green lumber per- NOS -97 TABLE 7,3-3. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 14 24" OC, BC @ 72" OC. ,=L eflection meets L/240 live and L/180 total load. 110 psf BC live load per UBC. 09/10/03 DRW CAUSR427 03254001 - RUSS SUPPORTS 260# MECH UNIT; UNIT CENTERED AT 19-3-0; o UPPORTED BY TC; UNIT WIDTH 2-6-0; SUPPORTED BY 3.TRUSSES. 5# 2.5X4 o 3X4 6 2.5X4% (A) 1� m ,. 0.4 3 o T 1.5X4111 2.5X4= 3X4=- X4=21-2-0 a 4X4(A2) = 21 -2-0 27-11-12 Over 2 Supports R=1085 " d oc PLT TYP (lave TPI\R Desion Crit: UBC(STD)/UBC 18.2f3 Longfellow Lumber ARPII NG' TRUSSES REOUIRc _XTREH_ CARE fH ABRICA lOil HANDL 111G SHIPPING. III 1TRU11 G AND REFER TO HIB •'O (HAi1011NG 1115TALLltlG A)ID BRACING). PUBL15HE0 BY TPI (TRUSS PLATE CYj 89 Loren Avenue, Chico CA 95923 BRACING. INSTITUjE, SB3 O'OIIOFR!0 DR.. SUITE 200. HADISON, HI 53719). FOR SAFETr PRACTICES PROR TO C=> PERFORMING THESE FUNCTIONS. U111-2 SSOTHERWISE 10DICATEO. TOP CHORD SHALL H AVE DP OP ERLY ATTACHED o STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING, FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED CV --IMPORTANT— MIT FAILURE TO PRODUCTS, INC. SHALL I10T BE RESPONSIBLE FOR All DEYIATIDI! FROM TH15 DESIGN: ANO '— aUILO THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HAIIDL ING, SHIPPING, (1157 ALL Ir:G A L P I �1 E BRACING OF TRUSSES. THIS DESIGN CO:4FORHS WITH APPLICABLE PROVIS[OliS OF RDS (NOTIONAL DES ALD II:E CONIIE CTOR PLATES ARE MAGE OF 20/16GA (W.HS/1:) ASTM A653 d SPEC. BY AF67A) AND TPI. 1/HSI GALV. STEEL APPLY PLATES TO EACH FACE OF TRUSS AIIO UtiL ESS OTHERWISE LOCATED DN THIS UJ (:1, ESIGN POSITION PER DP,AWINGS 160A•2. A:IY INSPECTIO:: OF PLATES FDLLOWED BY (I) SHALL BE PER DA L AIINEX AJ OF iPl 1-2002 SEC. 3. A SEAL ON THIS DRAWLIIG IIIDICATES ACCEPTANCE OF TA81LIT DAOL) FOR THE TRUSS COMPONENT DESI GII SHOWN. THE SUITABILITY AND Alpine Engineered Products, Inc. Sacramento, CA 95823 ENGINEERING RESPONSIBILITY SOLELY USE OF THIS COMPOI:-crlT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING OESIGOER. PER . ANSI/TPI 1 SEC. 2. 65ff T1_ 4X4= 3X8- 1.5X4111 -9-12 R=1115 e +800 CA/ -/1/-/-/-/F TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" 10-11-3 1-6-5 Scale=.25"/Ft. REF R427-- 25461 DATE 09/10/03 DRW CAUSR427 03254001 CA -ENG TSB/CNC SEON- 73709 FROM ED JREF- 1S62427_Z01 Ln 0 U z H E� W W z c� z w 14 z a a (SOHN0409-SOHNREY / DURHAM DAYTON HWY - C-6 MONO/HIP [14'SB TOP CHORD 2x4 DF -L1 BOT CHORD 2x4 DF -L 7#1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3 10 PSF BC LIVE LOAD PER UBC. THIS DI•IG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR BETTER, ATTACH WITH 10d NAILS @ 6" OC, DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE TC @ 24" OC. 2.5X4e 3X8= 1.5X4111 4X4(A2) 1.5x4 III 3X8= Jho 1.5X4 N 3X4= 11 7-0-4 7-4-3 _I [sem –4 I 7 1 8 '1` 6- 10 - 8 6-10-2 -1 L 14-0-0 R=1048 00 co CA 1 27-11-12 Over 2 Supports— Ca Scale R=1177 W=3.5" 1 �AFyi 45 �^, TC LL TC DL BC DL 16.0 15.0 7.0 en REF R427--45571 DATE 04/22/03 DRIn1 CAUSR427 03112015 CA -ENG GTP/PBC C BC LL. 0.0 w PLT TYP. Wave TPI 95 Desin FCAt�F�0. TOT.LD. Crit: UBC STD UBC 18.2f3 o Longfellow Lumber NAAII IIIG•• TRUSSES REQUIRE E%7A EHE [AAE IN FABRICATION. HAIIOLIIIG. SHIPPING. IgS7ALl IMG AHO •-t 89 Loren Avenue, Chico CA 95928 BRACIIIG. REFER TO HIB -91 (HAIIDLING INSTALLING A1ID BRACING). PUBLISHED BY TPI (TRUSS PLATE ED �'- SPACING IHSTI7UTE. 583 O'OIIOFRIO DR.. SUITE 200. MADISON. HI 53719). FOR SAFETY PRACTICES PRIOR TO JREF- —4 PWORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PA4ELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILIIIG. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE IIISTALLATIOU CONTRACTOR. ALPINE ENGIIIEERED CD PRODUCTS. IWC. SHALL NOT BE RESPONSIOLE FOR AMY DE:'IATIOU FROM THIS DESIGN; ANY FAILURE TO CD A L P I N E 0UILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIOUS OF NDS (IIATIOIIAL DESIGII SPEC If ICATIOII C11 PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TDI, ALPINE N C071+ECTORS ARE MADE OF 20GA ASTM 1,653 GR40 GALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE DF TRUSS. AIID UI4LESS OTHERUISE LOCATED ON THIS DESIGN. POSITIOR COUNECTORS FER a Alpine Engineered ProduCLS, In DRAUIHGS 160 A•2. THE SEAL ON THIS ORAIIING INDICATES ACCEPTANCE OF PROFESSIOIIAL EIICIIIEERINC CD Sacramento. CA 95828 C. RESPONSIBILITY SOLELY FOR THE TRUSS C014POlIENT DESIGII SHOWfl. THE SUITABILITY AND USE OF THIS COHPOIIENT FOR ANY PARTICULAR 8UILDIIIG IS THE RESPONSIBILITY OF THE BUILDIIIG DESIGNER. PER ANSI/TPI 1-199B SECTION 2. 7-0-4 7-4-3 I 6-10-8 3-11-12 0-'7' 2 R=1048 CA 1 F Scale =.25" Ft. 1 �AFyi 45 �^, TC LL TC DL BC DL 16.0 15.0 7.0 PSF PSF PSF REF R427--45571 DATE 04/22/03 DRIn1 CAUSR427 03112015 CA -ENG GTP/PBC 5 * BC LL. 0.0 PSF SEOIN- 68453 FCAt�F�0. TOT.LD. 38.0 PSF OUR.FAC. 1.25 FROM ED SPACING 24.0" JREF- 1S25427_Z01 0 T SOHNO409-SOHNREY / DURHAM DAYTON HWY - D-1 COMN TOP CHORD 2x4 DF -L G BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. ** DO NOT TURN TRUSS END FOR END. -- 2X4 O 4X4= THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 OrMFNSTnNSI SIIRMITTrn RY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EOUALLY SPACED ON MEMBER. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24" OC, BC @ 72" OC. 10 PSF BC LIVE LOAD PER UBC. .-1.-. 1 . C.7A9(H1) --5-3-10 - 1 1-6-0 7-1-10 J .10-4 5-5-6 6-8-11 7-3-3 4 0 11 8 11 9 9.6-1 L� 13-11-14 I 13-11-14 k• 1 PLT TYP. Wave TPI 9 o Longfellow Lumber —t 89 Loren Avenue, Chico CA 95928 C co CD f ALPINE N N a Alpine Engineered Products, Inc. . Sacramento, CA 95828 27-11'12 Over 2 Supports R-1305 W=3.5" R=920 14=5.5" Design Crit: UBC STD UBC 18.2f3 "WARNING•• TRUSSES REQUIRE EXTREME CAPE IN FABRICATION. HANDLING. SHIPPING. INSTALLING A11O BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 563 D'ONOFRIO DR., SUITE 200, MADISON. WI 53719), FOR SAFETY PRACTICES PRIOR TO P ERFORMIIIG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIO CEILING. I-IMPOEGINERE PRODUCTSF.)I IIIc. SHALILI NOTA BE RESPONSIBLE FORGCOPY OF THIS 1V ANY TO T DEVIAHE TIONL FROMTALATION THIST DESIGN; CONRACTOR.A ANYLPINE FAIILUREE TOO I BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND 1 BRACIIIG OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF RDS (NATIONAL DESIGN SPECIFICATI OR PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE C(IIN CT RS ARE MADE OF 2OGA ASTH qfi 53 GR dO GAL V. STEEL, EXCEPT AS NOTED. APPLY COIINECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAUINGS 160 A-2. THE SEAL 011 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMP014EIlT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1-1995 SECTION 2. +8-0-0 7-4-2 Scale=.25"/Ft. REF CA 1 - F DRW CAUSR427 03112016 TC LL 16.0 PSF FROM TC DL 15.0 PSF BC DL 7.0 PSF 8C LL 0.0 PSF * TOT. LO 38.0 PSF DUR.FAC . 1.25 SPACIIING 24.0" +8-0-0 7-4-2 Scale=.25"/Ft. REF R427--45572 DATE 04/22/03 DRW CAUSR427 03112016 CA -ENG GTP/PBC SEON- 68427 FROM ED JREF- 1525427_ZO1 (SOHNO409-SOHNREY / DURHAM DAYTON HNY - 0-2 COMN TOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 2X4 (, THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS HFR. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24" OC, BC @ 72" OC. DEFLECTION MEETS L1240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. 4X4= ��z 1_: 4-3-10 7-1-10 6-10-4 1 6-10-43-1-10 4-5-6 5-0-11 8-11 9 5-6-1 L13-11-14 I 9-11-14 23-11-12 Over 2 Supports R-1119 W=3.5" R=704 X4 III T 2-4-3 8 I - 0 7-4-2 PLT TYP. Wave TPI 95 Desi n Crit: UBC STD UBC 18.2f3 CA 1 F Scale =.3125" Ft. LOngfellOw Lumber .*NARNIIIG• TRUSSES REQUIRE E%TREHE [ARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND 89 Loren Avenue, Chico CA 95928 BR AL IIIG. REFER 1'0 HIB•91 (MAIIOLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE QQn �•q� TC LL 16.0 PSF REF R427--45573 INSTITUTE, 583 D'ONDFRIO DR.., SUITE 200, MADISON, HI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THEN"c FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED T C D L 15.0 P S F DATE 04/22/03 S' UCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. y S !• •IHPORTAIIT •• FURBISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACT00., ALPINE ENGINEERED Q 2 BC DL 7.0 PSF DRW CAUSR427 03112017 - BUILD INC. SMALL NOT BE RESPONSIBLE FOR ANY BE FROM THIS DESIGN: ANY FAILURE TO ��j q r a nP1 THE TRUSSES IN COtfF ORHANCE WITH TP1: OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES, THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (IIATIONAL DESIGN 0=5 BC LL 0.0 PSF CA -ENG GTP/PBC SPECIFICATION PUBL15HED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE >k CONNECTORS APE MADE OF 20GA ILASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY ALC0E14N 01411 7085 TO TOT. LD. 38.0 PSF SEQN- 68244 EACH FACE OF TRUSS, AND UNLESS OTHERHISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER tr CIiIk.'t Alpine Engineered Products, IIIc. RESPONSIBILIOTY 50LELYTFORSiHE iRUSSI[OHPOIEttT DESIGNTSHORIICEPTATHE SUITABILITYOANO USEIOFETNIS �Fq;p1�OUR. FAC. 1.25 FROM ED SaCramcnto, CA 95828 C014POIIEIIT FOR ANY PARTICULAR BUILDING IS THE RESPOIIS131LITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1-1995 SECTION 2. SPACING 24.0" JREF- 1S25427_Z01 Y 00 of T (SOHN0409-SOHNREY / DURHAM DAYTON HWY - D-3 HIP [10'S8 TOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7,3.3. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE TC @ 24" OC. THIS ONG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS I•IFR. ROOF OVERHANG SUPPORTS 2.00.PSF SOFFIT LOAD. DEFLECTION MEETS L1240 LIVE AND 1-/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. 2.5X4 r 3X8= 2.5X4= 2.5X4 3 X 4 2X6 (A1) 1.5x4111 3X8= 'A1+= 2.5X4= 3X81.5X4 w _ -- = 1. 5 X4 III 1.6.0 5-4 4-0-1 1 4=0 7 1 4-0-7 1 2 3 12 5-1-8 I 411 8 3 7 3 4 O-7 3-7-3 1 2 9 0 I l_ 10-0-0 I 11-2-12 1 2-9-0 1 23-11-12 Over 2 Supports R-1026 1-1=3.5" R=896 PLT TYP. Wave TPI 95 Desin Crit: UBC STD UBC 18.2f3 Longfellow Lumber WARNING• TRUSSES REOUIpc EXTpENE CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING, AJID QFESS/ 89 Loren Avenue, Chico CA 95928 BRAC I IIG, AEFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE �� �I}' INSTITUTE. SB3 D?ONOFAIO DR., SUITE 200, MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO w �F PERFORMItJG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STA UCTURAL PANELS, 80TTON CHORD SHALL NAVE A PROPERLY ATTACHED RIGID CEILING. h� S�\p y� °IMPORTANT" FURIIISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEEREDApr � PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE 70 W = r � BUILD TME TPUS SES IN CONFORMANCE H11H TPI; OR FABRICATING, HANDLING. SNIPPING. INSTALLING AND r>r V r ALPINE BRACING OF .TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AHERICAII FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE COIINECTORS ARE MADE OF 2OCA ASTM ASS GR40 DALY. STEEL. EXCEPT AS NOTED. APPLY COUIIECTORS TO EACH FACE OF TRUSS, AVD UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER f Cry" �. Alpine EnRAWINGS 160 A -Z' THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENG IU EER 111G w ` p amentoed Products, Inc.InCRE SPO115IBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN, THE SUITABILITY AND USE OF THIS �F 4A`\`O�� $OCfe menl0, CA 95828 COMPONE117 FOR ANY PARTICULAR BUILDIIIG IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1-1995 SECTIOU 2. - 3-11-11 810 CA/ -/1/-/-/--/F TC LL 16.0 PSF 'TC DL 15.0 PSF BC DL 7.0 PSF BC LL0.0 PSF TOT.LD_ 38.0 PSF OUR . F,4C_ 1.25 SPACING 24.0" 5-4-3 Scale=.25"/Ft. REF- R427--45574 DATE 04/22/03 DRW CAUSR427 03112018, CA -ENG GTP/PBC SEAN - 68218 FROM ED JREF- IS25427_ZOI M .-I 0 T (SOHNO409-SOHNREY / DURHAM DAYTON HWY - D-4 MONO/HIP [8'S TOP CHORD 2x4 DF -L ,#1 80T CHORD 2x4 OF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE TC @ 24" OC. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L1240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. 2X6 (Al) = 1. DAA+ III SXd JA 1+= 1.5X4111 1.6-0 4-1-8 1 3-5-4 1 4-0-5 1 4-n- -44-1-85 4 0 5 4s4 1 'S 3-10-8 3-7-1 4-0-5 4 0 5 4 4 1 8-0-0 I 15-11-12 00 M I 23-11-12 Over 2 Supports CM R-1026 W-3.5" R-896 rn Note: All Plates Are W2.5X4 Except As Shown. w PLT TYP. Wave TPI 95 Desi n Crit: USC STD UBC. 18.2f3 CA - 1 F .-1 Longfellow Lumber F"R G•- TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. IIISTALLING AND '-I 89 Loren Avenue, Chico CA 95928 REFER TO HIB -91 (HAROL ING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE Q� O•y� TIC LL 16.0 P S F E. 503 O'ONOFRIO OR.. SUITE 2OO. MADISON, HI 53719), FOR SAFETY PRACTICES DR IDR TO W. F d' IIG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED +� 1�a yc TIC D L 15.0 P S F AL PANELS• BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING, ANT•' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED rB C D L 7.0 PSF , III[. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO pc U r y BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING AND ALPINE BRAC(IIG OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIOUS OF 1105 (NATIONAL OESIGII B C L L 0.0 P S F 5PE[IF f OAT O11 PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AIID TPI. ALPINE N COIICECTORS ARE 11ADE OF 2OGA ASTM A653 GR4O GALV. STEEL, EXCEPT AS NOTED. APPLY COIIIIECTOP.S TO TOT. LD 38. 0 PSF N EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED -011 THIS DESIGN, POSITION CONNECTORS PER Ar! CIVIL _ DR A41111G5 ]60 A•2. THE SEAL OH TN1S DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING d' Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS OFCAf`�f DUR . FAC . 1. 25 CD Sacramento, CA 95828 COMPONEOT FOR ANY PARTICULAR BUILDING IS THE RESPONS IB It. I TY OF THE BUILDING DESIGflEF. PER -- Af151/TF1 1.1995 SE CT I Of, 2. S PAC T N G 24 . 0" 4-4-3 Scale = 25" F/ t. REF R427--45575 DATE 04/22` DR W CAUSR427 03112019 CA -ENG GTP/PBC SE0N- 68209 FROM ED _ JREF- 1525427_ZO1 CD N O M 0 N <r 0 (SOHNO409-SOHNREY / DURHAM DAYTON HWY - 0-5 MONO/HIP [6'SB] [1 -PL TOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 DF -L #1 14EBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. SUPPORT EXTENSIONS EVERY 2.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13. 2.1(FIG,33), OR DWG. BRCALHIPHO502. 4X6-- 3X4= 3X8= THIS DPIG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. DEFLECTION MEETS L1240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. #1 HIP SUPPORTS 6-0-0 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE TC @ 24" OC. 4X4= 3X8= 1.5X4111 3X8 (B1) _ A c' 5x4 = — 2.5X4= 4X4= 3X8= 1 . 5 X 4 III 5-6-12 1 3-8-9 3-B-9 3 8 9 3 8 9 3 6 13 6-0-0 3 3-5 3 8 9 3-8 9 3 8 9 3 6 13 L_ 6-0-0 I 17-11-12 1 3-11-12 Over 2 Support R-1791 W=3.5" R-1760 PLT TYP. High Strength, (Wave TPI 95 Design Crit: UBC STD UBC 18.2f3 Longfellow Lumber'•NARtIIGH(I TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, (I)STALLINC- AND �fESS/ 89 Loren Avenue, Chico CA 95928 BRACING. REFER TO HIS -93 (HANDLING INSTALLING AND BRACING), PUB ISHEO BY TPI (TRUSS PLATE 61 Q� IIISTITUTE, 583 D'OIIOFAIO DR „ 5UI7E 200, MADISON. 5011, WI 53719). FOR SAF -c TY PRACTICES PRIOR TOO PERFOROING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING, "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ALPINE EIIGIIIEERED � � 22 R "IMPORTANT" 114C. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO W r TX _ BUILD THE TRUSSES T14 CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AIID r ALPINE BRACING OF TRUSSES, THIS DESIGII COLIFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN * 630.2005 SPEC IFIC ATIOIT PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ARD TPI. ALPINE CONNECTORS ARE RADE OF 20GA ASTM A653 GRA. GALY, STEEL. EXCEPT AS NOTED. APPLY COWIIECTORS TO EACH FACE OF Ti USS, AND UNLESS OTHERWISE LOCATED 011 THIS DESIGII. POSITIOU COIIIIECTORS PEA fi h ` VIDRAWINGS ING Alpine Engineered Products, Inc. RESPONSIBILIOTY SOLELY 1. TFOR STHE EAL TRUSS il TH I COMPONENT DESIGNING TSHOWNCEPTATIHE SU I TABIL I TYOF OAND USENAL E IOFr THIS Sacramento, CA 95828 COMPONENT FOR AN7 PARTICULAR BUILDING 15 THE RESPONSIBILITY OF THE BUILOIJIG BE 51Gil ER. PER •C �i CA��E��� ANSI/TPI 1-1995 SECTION 2. �-S T 3-I0-4 +810 T 3-4-3 1 Scale=.25"/Ft. REF R427--45576 DATE 04/22/03 DRW CAUSR427 03112020 CA -ENG GTP/PBC__ SEQN- 68185 _ FROM ED _ JREF- 1S25427_ZO1 CA/ -/1/-/-/-/F TC LL '16.0 PSF TC DL 15.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 38.0 PSF DUR.FAC. 1.25 SPACING,, 24.0" T 3-4-3 1 Scale=.25"/Ft. REF R427--45576 DATE 04/22/03 DRW CAUSR427 03112020 CA -ENG GTP/PBC__ SEQN- 68185 _ FROM ED _ JREF- 1S25427_ZO1 C1.1 19 0 t` M m CA (SOHNO409-SOHNREY / DURHAM DAYTON HI,IY - E-1 HIP [6'SB] [1 -PLY TOP CHORD 2x4 DF -L �1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7,3.3. #1 HIP SUPPORTS 6-0-0 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 .LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPHO502. THIS OHG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS HFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L1240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC, BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. FLAT TC OF STEP-UP HIP TRUSS SUPPORTS JACK EXTENSIONS AND HIP RAFTER SPANNING 4.00 FT MAX TO BACK SIDE AND 2.00 FT TO FRONT SIDE. THIS DESIGN MAY BE USED FOR COMMON HIP TRUSSES @ 24" OC. EXTEND AND FASTEN SLOPING TC OF HIP AND JACKS TO HIP RAFTER. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-160 NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1 (FIG.33), OR DWG, BRCALHIPH0502. 06 4X4= 3X8= 4X4= 4X6�� 6 t— \ 6 3X10(63) = 5-6-12 6-0-0 6=0-0 R=1929 W-3.5" 4X4- 2.5X4= 1.5X4111 2.5X4= 4X4- HS2512 = 3X10(83) .5-6 I 3-5-6 �I 3-5-6 3-0-2 I 3-5-6 I` 3-5 6 19_1T_n ' -11-0 Over 2 Support s 3-5-6 3-0-2 w PLT TYP. High Strength, Wave TPI 95 Desi n Crit: UBC STD UBC 18. N Longfellow LUn16¢T "NARK It1G" TRUSSES REOUIRE EXTREME CARE IN FABRICAT1011, HAIIDLIIIG. SHIPPING, INSTALLING AIIG .--1 89 Loren Avenue, Chico CA 95928 BRACING. REFER TO HIB -91 (HAIIDLING INSTALLING AND BRACING)- PUBLISHED BY TPI (TRUSS PLATE •• INSTITUTE. SB3 0 OIIOFRIO OR.. SU 200, MADISON, 111 53719). FOR SAFETY PRACTICES PRIOR TO PERFOR MI UG THESE FUNCTIONS, UNLESS OTHERNISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, 'BOTi OId [HOBO SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "I MPO R TAIIT" FUR WISH A COPY OF THIS DESIGII TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING. IIISTALLING AND CD A L P I N E BRACIIIG OF TRUSSES. THIS DESIGII CONFORMS WITH APPLICABLE PROVISIOIIS OF NDS (NATIONAL DESIGN 4 SPECIFICATION PUBLISHED BY THE AIIERI[AN FOREST AND PAPER ASSOCIATI Ott) AND TPI. ALPINE N CONNECTORS ARE I1ADE OF 20GA ASTM A65J GR 40 GAL 1'. STEEL. EXCEPT AS VOTED. APPLY CONNECTORS TO N EACH FACE OF TRUSS. AND UIILESS OTHERWISE LOCATED ON THIS OESIGII. POSITIO14 CONNECTORS PER DRAWINGS 160 ATS THE SE,1L ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGIIIEERING a Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY' FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY 4110 USE OF THIS SBCfBm¢n10. CA 95828 COMPONENT FOR ANY PARTICULAR 8UILDIIIG IS THE dESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1-1995 SECTION 2. 1-6.0 i-6-12 L -0-0 1 R=2030 W=3.5" 3-4-3 +8-0-0 Scale 25"/Ft. REF R427--45577 CA - 1 - F 04/22/03 TC LL 16.0 PSF SEON- TC OL 15.0 PSF .O `r IS25427_ZOI 15 BC DL 7.0 PSF �5 * BC LL 0.0 PSF TOT.LD. 38.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale 25"/Ft. REF R427--45577 DATE 04/22/03 DRW CAUSR427 03112021 CA -ENG GTP/PBC_ SEON- 68125 FROM ED JREF- IS25427_ZOI N N O w_a T M CD \ N N 0 (SOHNO409-SOHNREY / DURHAM DAYTON HWY - E-2 HIP/GIRD [6'1114"SB3 [2-P TOP CHORD 2x4 OF -L #1&Bet. BOT CHORD 2x6 DF -L SS WEBS 2x4 DF -L Standard SPECIAL LOADS ------(LUMBER DUR,FAC.-I.25 / PLATE OUR.FAC.=1.25) TC From 62 PLF at 0.00 to 62 PLF at 26.42 BC From 368 PLF at 0.00 to 368 PLF at 11.92 BC From 462 PLF at 11.92 to 462 PLF at 17.92 BC From 14 PLF at 17.92 to 14 PLF at 24.92 BC From 4 PLF at 24.92 to 4 PLF at 26.42 BC 1761 LB Conc. Load at 18.92 (H1) RECOMMENDED CONNECTION FOR ALL TRUSSES (UNLESS OTHERWISE SPECIFIED) FRAMING FROM THE BOTTOM CHORD AT 24.0" OC: SIMPSON LUS26. SEE CATALOG C-2003. (1-11) RECOMMENDED CONNECTION FOR TRUSS FRAMING FROM THE BOTTOM CHORD: SIMPSON HUS26, SEE SIMPSON CATALOG C-2003. THIS WIG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS HFR- 2'Complete Trusses Required NAILING SCHEDULE: (0.131x3.0 -9 -nails) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 5" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3, TIMBER AT 19% MAX. MOISTURE CONTENT AT TIME OF ASSEMBLY OF TRUSS PLIES. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L1240 LIVE AND L/1BO TOTAL LOAD, 10 PSF BC LIVE LOAD PER UBC. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE TC @ 24" OC. 2. 5 X 4 0 5X82 4X4= 3X8= 04- 5 X 8 _ 6 r- 2.5X4 6 3-10-2 8-0-0 1.5X4111 5X8= 4X4- 2.5X4111 4X4 3X14(B6R) s = 5X8= 1.5X4111 HS412 = 3X14 (85R) 1-6.0 3-9-7 ' 2-9-3 12-11-7 _ 1 2-11-7 �1 2 11 7 1 2 11 7 1 2 9-3 3-9-1 I{ 3 9 7 I 3 2 7 -T'- 2 6 3 I 2-11-7 2-11.7 �1 2-6-3 1 3.2-7 3-9-7 1_ 6-11-14 I 10-11-4 I 6'11 14 R-4996 W-3.5" CA/ -/1/-/-/-/F 24-11-0 Over 2 Supports TC LL R-5664 W=3,5" TC DL 15.0 PLT TYP. High Strength, BC DL 7.0 PSF Wave TPI 95 Desi n8 Crit: UBC STD UBC 18.2f3 PSF TOT.LD. LoiIgfellow Lumber 89 Loren Avenue, Chico CA '•IARN(NG•• TRUSSES REOUIRE 5HE CARE [11 FABRI[AT 1011, HANDLING. SH!PPIIIG. INSTALLING AND BAACI NG, flEF ER TO HIB DUR.FAC. 1.25 95928 -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE 111571 TOTE, SB] D'OIIOFRIO DR .. SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING Q� (•• THESE FUIICTIONS. UIILESS OTHERWISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ••IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE E14GINEERED W Z r n PA ODUCTS. illC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TOBUIL OC [BRICATING. 4 1� ALPINE BRACDNGHOF TTRUSSES. RUSSES IN LOTHIS MDESIG11ANCE 1COIIFOR145TH TPI: OHANDLING..7 111 TALL114G AND SHIPOF PING.OS AAPPLICABLE tH� �• WITH PROVISIOIIS SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) At ID TPI. ALPINE * CONN EC ToARE MAGE Of 20GA ASTM A655 GR40 GAL•1. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON iN15 DESIGN. POSITION CONNECTORS PE0. ORAW111GS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDItIG IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1.1995 SECT1017 2. !t� lr CJVI1. s V" R-4996 W-3.5" CA/ -/1/-/-/-/F TC LL 16.0 PSF TC DL 15.0 PSF BC DL 7.0 PSF 8C LL 0.0 PSF TOT.LD. 38.0 PSF DUR.FAC. 1.25 SPACIIING 24.0" Scale=.25"/Ft. REF R427--45578 DATE 04/22/03 DRIJ CAUSR427 03112022 CA -ENG GTP/PBC SEON- 68268 FROM ED JREF- 1S25427_ZO1 t (SOH1NO409-SOHNREY / DURHAM DAYTON HWY - F-1 GIRD [2 -PLY]) TOP CHORD 2x4 DF -L #1& 2t. :T2 2x4 DF -L #1: BOT CHORD 2x6 DF -L SS WEBS 2x4 DF -L Standard :W5 2x4'DF-L #1: SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC. From 62 PLF at 0.00 to 62 PLF at 30.67 BC From 544 PLF at 0.00 to 544 PLF at 17.63 BC From 14 PLF at 17.63 to 14 PLF at 30.67 BEARING BLOCKS: NAIL TYPE: 0.131x3.0_g_nai1s BRIG X -LOC #BLOCKS LENGTH/BLK #NAILS/BLK WALL PLATE 0 0.000' 1 12" 12 MATCH TRUSS BEARING BLOCK TO BE SAME SPECIES, SIZE & GRADE AS BOTTOM CHORD. REFER TO DRAWING CNBRGOLK1299 FOR ADDITIONAL INFORMATION. 10 PSF BC LIVE LOAD PER UBC. RECOMMENDED CONNECTION FOR TRUSSES FRAMING FROM THE BOTTOM CHORD AT 24" O.C.: SIMPSON HUS26. SEE SIMPSON CATALOG C-2003. 5X6 (C! THIS ONG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. 2 Complete Trusses Required NAILING SCHEDULE: (0.131x3.O_g_nai1s) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 6" o.c. WEBS : 1 ROW @ 4" o.c. USE EOUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. TIMBER AT 19% MAX. MOISTURE CONTENT AT TIME OF ASSEMBLY OF TRUSS PLIES. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24" OC, BC @ 72" OC. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD, *** THIS TRUSS IS NOT SYMMETRIC -- INSTALL AS SHOWN *** 6X6= 8-0-3 9) 8-0-0 4X6 (C9) = 5 8.5 4 9 13 4-9-13 4 9 13 4-9-13 5 8 5 5 58. 5 I 4-9-13 4-9-13 4 9 13 9 7 1 4 8141 0 L 15-4-0 I 15-4-0 ) , f I 30-8-0 Over 2 Supports R=7861 W=3.5" PLT TYP. Wave TPI 95 Desi n Crit: UBC STD UBC 18.2f Longfellow L.um6er—WARNIIIB•• TRUSSES REOUIRE EXTR EHE CARE IN FABRICATIOII, HANDLING, SHIPPING. INSTALLING AND 89 Loren Avenue, Chico CA 95928 BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE IIISTITUTE. 5583 D-ONOFRIO DR.. SUITE 200, MADISON. 111 53719), FOR SAFETY PRACTICES PRIOR TO PERFORHIVG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. •'IMPORTA[IT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION COIITRACTOR. ALPINE ENGINEERED PRODUCTS, III[. SHALL NOT BE RESPONSIBLE FOR ANY OEVIATIOII FROM THIS DESIGII; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE HI TH TP 1: OR FABRICATING, HANDLING, SHIPPIUG. INSTALLING AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITM APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGNSPECIFICATION CONECPUBLISHED BY THE AMERICAN FOREST AI10 PAPER ASSOCIATION) AND TPI. ALPINE NTORS ARE MADE OF 20GA A5TM A653 GR40 GAL V. ST -c EL, EXCEPT AS NOTED, APPLY CONNECTORS TO EACH FACE OF TRUSS. A140 UNLESS OTHERWISE LOCATED Oil THIS DESIGN. POSITION CONIIECT095 PER DRAWIIJGS 160 A-1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered Products, Inc. RESPOIISIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDIIIG DESIGNED. PER AOSI/TPI 1.1993 SECTION 2. R-3811 W=3.5" CA 1 F' Scale =.25" Ft. TC LL 16.0 PSF REF R427--45579 TC DL 15,0 PSF DATE 04/22/03 m 8C DL 7.0 PSF DRW CAUSR427 03112023 * BC LL 0.0 PSF CA -ENG GTP/PBC TOT.LD. 38.0 PSF SEQN- 68633 DUR.FAC. 1.25 FROM ED SPACING 24.0" JREF- 1525427 ZO1 (SOHNO409-SOHNREY / DURHAM DAYTON HWY - F-2 COMM I Liv L;MUHU 2x4 DF -L #1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 OF -L Standard (PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. DEFLECTION MEETS L1240 LIVE AND L/180 TOTAL LOAD. 4X4 (7._, — 5X4= THIS DWG PREPARED FROM COMPUTER INPUT (LOADS d DIMENSIONS) SIIRNIITTFn RY TRIISS NFR ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD, (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC IT 24" OC, BC @ 72" OC. 10 PSF BC LIVE LOAD PER UBC. _ 4X4(A2) 7-11-4 1 7-4-127 4 1 2-9-8 10-8-112 1 7-11-4 1 7-4-12 7 4 1 7-11-4 L– 15-4-0 1 _ 15-4-0 I 30-8-0 Over 2 Supports R=1162 W=3.5" R=1268 w PLT TYP. brave TPI 95 Desi n Crit: UBC STD UBC 18.2f3 d' Longfellow Lumber "WARNING" TRUSSES REQUIRE EXTAEME CARE III FA9R!CATION, HANOLIIIG. SHIPPING, INSTALLING AND 89 Loren Avenue, Chico CA 95928 BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INS, TOTE. 583 O'OHOFRIO DR.. SUITE 200, MADISON. 111 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED '-I STRUCTURAL PAI:ELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. IMPORTANT'• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINE -GRED PAOOUCTS. INC. SHALL NOT 9E RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO I 4•X BUILD THE TRUSSES IN CONFORMANCE :11TH TPI; OR FADA ICAT III G. HA II DL IMG, SHIPPING. III STA LL 114 AND A L P I N E BRACING OF TRUSSES. THIS DES IGII CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC IF ICAT( OII PU6LISHEO BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI, ALPINE N CONNECTORS ARE MAO! OF 20GA ASTM A653 ER40 GAL'/. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO N ACH'FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-7. THE SEAL ON THIS DRAWING 11101CATES ACCEPTANCE OF PROFESSIONAL ENGINEERING •y' Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DES G:1 SHOWN. THE St S ILITY AND US'4'OF THIS Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY 1) THE BUILDING DESIGNER, PER ANSI/TPI )-!S95 SECTION 2. 6anm J* CA/ -/1/-/-/-/F TC LL 16.0 PSF TC DL 15.0 PSF BC OL 7.0 PSF BC LL 0.0 PSF TOT.LD. 38.0 PSF DUR.FAC. 1.25 SPACING 24.0" 8-0-3 1 Scale =.1875"/Ft. REF R427--45580 DATE 04/22/03 DRbl, CAUSR427 031/2024 CA -ENG GTP/PBC SEQIN- 68318 FROM ED JREF- IS25427_ZOI (S0HNO409-S0HNREY / DURHAM DAYTON HWY - F-3 COMM) STOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 DF -L ¢#1 41 EBS 2x4 DF -L Standard :Lt Wedge 2x4 DF -L Standard: PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. 4X4 (A�� _ 3X8 III 04 (A2) 0-4-6 x ]I 6-0I --7 11-4 :� 7-4-12 7-4-12 �� 7-11-4—��� L 15-4-0 I 15-4-0 00 30-8-0 Over 2 Supports R-1170 1.1=3.5" .-1 rn k• PLT TYP, Wave TPI 95 r-1 Cl) O N N <r 0 5X4= THIS DWG PREPARED FR0M COMPUTER INPUT (LOADS L DIMENSIONS) SURMITTFI) BY TRUSS MFF ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EOUALLY SPACED ON MEMBER. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24" OC, BC @ 72" OC. 10 PSF BC LIVE LOAD PER UBC. R=1259 W=3.5" 11e, 4., r'�44.. nor /c -r111 nmr +8-0-0 8-0-3 Scale =.18/5" ht. Longfehow I. - LAI, 89 Loren Avenue, Chico CA 95928 ALPINE Alpine Engineered Products, Inc. SACramenlo, CA 95828 I""WARBIIIG'• .TRUSSES REQUIRE E%TA EME CAPE IN FABRICATI0N. HANDII NG, SHIPPING. INSTALLING ANO BRACING. REFER TO Hie -91 (HANDLING INSTALLIGC AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR., SUITE 200. MADISON, UI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IFIP ORTA4lT •' FURNISH A COPY OF THIS DESIGt! TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES III CONFORMANCE WITHTPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BR AC Ii4G OF TRUSSES. THIS DESIGN CONFORMS OPH5 WITH APPLICABLE LE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICAT1011 PUBLISHEO BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONN4ECTORS ARE 14ADE OF 20GA ASTM AE53 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. ANO UNLESS OTH EAWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING 1:401CATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR TIIE.TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING I5 THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1-1995 SEC710:4 2. �r �(1Q� 'i1( `V 1�Q 1�4 • C 9,0 r; �yY _ �- 3C2OO5 * - Cry11. \Q• �`0FCp1�E��� TC L L 16 . 0 P.S F _ ) C D L 15 . 0 PSF_ BC DL 7 . D PSF BC LL 0. D PSF T 0 i. LD. 38 . 0 P S F _ R E F R 4 2 7 - - 4 5 5 8 1 DAT E 04/22/03 DRIJ CAUSR427 O�112U25 CA -ENG GTP/PBC S E Q N- 68323 DUR.FAC, 1.25 I.25 _ FR0P9 ED SPAC I1�14 JREF- 1525427_Z01 (SOHN0409-SOHNREY / DURHAM DAYTON HWY F-4 COMN) TOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 DF -L #1 14EBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. ** DO NOT TURN TRUSS END FOR END. ** 2 5YAt 2.5X4( 5X4=- THIS ONG PREPARED FROM COMPUTER INPUT (LOADS E DIMENSIONSI SNRtJITTFn RY TRUSS MFR ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EOUALLY SPACED ON MEMBER. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24" OC, BC @ 72" OC. 10 PSF BC LIVE LOAD PER UBC. 4X4 (A2) (-2-4.6_ 1I 6� 7 11 4 7-4-12 "o �� 7-4-12 _1 _ 7-11-4 X2.6.2 5 5 2 15 4 O 7-4-12 7-4-12 I 7-11-4 ') I 15-4-0 M I` 30-8-0 Over 2 Supports to R=1254 4I=3.5" 141 CD �1-4 w PLT TYP. Wave TPI 95 M r•i M 0 \ N 0 R=1175 1-1=3.5" n 4 r -_x. i nr 8-0-3 {�8-0-0 Longfellow Lumber 89 Loren Avenue, Chico CA 95928 ALPINE Alpine Engineered Products, InC. Sacramento, CA 95828 1 L1J "NAR NIIIG•- TRUSSES REQUIRE EXTREME CAgE IN FABRICATION. HANDLING. SHIPPING, IIIST,ALLING AND BRACING. REFER TO HIB -91 (MAIIOLIIIG 111STALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. "ae3 D'OtI0Fp 10 DR „ SUITE 200, MADISON, NI 5]719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED1� STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. •IMPORTAIIT•• FURNISH A COPY OF THIS DESIGII TO THE 111STALLAT1011 CONTRACTOR. ALPINE ENGINEERED ODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO PROU NG AI1D DR ACOitGNOF TTRUSSES.11 LOTHIS11DESIGNANCE ICONFORMSOWITHAAPPLICABLE PROVISIONSSOF PHOSG(NATIONAL I DESIGN SPECGTP/PBC SPECIFICATION PUBLISHED BY THE AMERICAII FOREST AILD PAPER ASSOCIATION) AND TPI. ALPIIIE CONIIE [TORS ARE WADE OF 20GA ASTM A690 GRAD GALY, STEEL. EXCEPT AS IIOTED, APPLY C0111IECTOPS TO EACH FACE OF TRUSS. ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWIfIGS 760 A•Z. -HESEAL 011 THIS DRAW IIIG INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGII SHOWN. THE SUITABILITY AIID USE OF THIS COMPONENT FOR ANY PARTICULAR EUILDINC 1S THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER A11S1 /TP1 1-1995 SECTIOU 2. Q � L' l� y Wy� O! * 305 * f CryA�� �, !Tr tt �•� Qf �,A"`O LA 1 - F T C L L 16.0 P S F T C DL 15.0 P S F BC DL 7.0 PSF BC L L 0.0 P S F TOT. LD. 38.0 PSF Scale =.1875" rt. REF 8427- 45582 DATE 04/22/03 DRIJ CAU$R427 03112026 C A- E D G SEON- 68330 OUR .FAC . 1 . 25 - -" FROM ED SPACING 24.0" JREF- IS25427_ZO'1 z N 0 9 T (SOHNO409-SOHNREY / DURHAM DAYTON HWY - F-5 HIP [14'SB]) [PLATES P CHORD 2x4 OF -L #1 T CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard DESIGNED F6R GREEN LUMBER PER NDS -97 TABLE 7.3.3. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE TC @ 24" OC. ** DO NOT TURN TRUSS END FOR END. ** 2. 5X4 - 6X4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SURMITTFn RY TRUSS MFF ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L1240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. 2.SX4(A1) = 2X4111 3X4= 2.5X4= 1.5X4111 3X8= 2.5X4 (Al) 7-4-3 +8-0-0 Chic CA ;71 Alpine Engineered Products, Inc. Sacramento, CA 95828 7-3-0 A e -p`yQQT`�rESS�Q�r(F ��tJ ��Q•l� 'y ...ppp LU A2B * § * flq �'+�� J� r tt ` �I CA"`O� LU Scale =.1875" Ft, REF R427--45583 IE 7-.5-12 6-1-0 1 3 1 4 6 10 8 7-1-8 -o 7-5-12 5-6.4 3 1-4 1 6-5-4 1 7-1-8 JRE1= - 1S25427Zol LL 14-0-0 I z e D I la 0 0 I Ir I - _ f 30-8-0 Over 2.Supports m R=1527 4•l=5.5" R-903 W=5.5" M C. w PLT TYP. Wave TPI 95 Desi n Crit• UBC STD U8C 7-4-3 +8-0-0 Chic CA ;71 Alpine Engineered Products, Inc. Sacramento, CA 95828 18.2f3 `•WARNING'• TRUSSES REQUIRE EXTRE HE CARE 111 FABRICATION, HANDLING. SHIPPING, INSTALLING A40 - IIISTRACITOTE,gE583 OFER 'ONOFRIO DR., SUITE 200,AMADISON. W1 537)9),PUFORSHED SAFETY PRACTI[ESY TPI UPRIORATO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 'IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE 1NSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE -OR ANY DEVIATION FROM THIS OESIGIL' ANY FAILURE TO BUILD THE TRUSSES 111 CONFOR11ANCE WITH TPr; OR FABRICATING. HANDLING. SHIPPING. 1USTALLIIIG ANDSPACI;IG OF TRUSSES. THIS DESIGt! CONFORMS'WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFI[ATI OId PU3LISHED 6Y TXE AFIER ICAII FOREST AND PAPER ASSOCIAT100) AND TPI. ALPINE CONNECTORS ARE MADE OF 20CA ASTH A653 GR40 CAL'), STEEL, EXCEPT AS ;TOTED. APPLY CONNECTORS TO EACH FA[E OF iq USS, AIID UOLESS OiHERl11SE LOCATED OII THIS DE SIGY., POSTTI01! CONNECTORS PER DRA14111GS 160 A -Z. THE SEAL 0:1 THIS DR -4, NIG INDICATES ACCEPTANCE OF PROFESSIOIIAL EI;GIUEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHO!111, THE SUITABILITY AND USE OF THIS COP.P OWEui FOR Al1Y PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. A:151FTP1 1.1995 SECTIDN Z. A e -p`yQQT`�rESS�Q�r(F ��tJ ��Q•l� 'y ...ppp LU A2B * § * flq �'+�� J� r tt ` �I CA"`O� CA 1 F TC LL 16.0 PSF TC DL �,. 15.0 P S F C .D L 7 .0 PSF B C L L 0.0 P S F TOT. LD.. 38.0 PSF Scale =.1875" Ft, REF R427--45583 DATE 04/22/03 DRW CAUSR427 03112027 C A EMG GTP/PBC SEAN- 68340 OUR . FAC . 1.25 FROM ED SPACING 24. 0" JRE1= - 1S25427Zol 00 CV 0 U z w .z N z w w z a a Q 0 00 M Co Cn aC r>~ Ta c7 0 :V N c 0 (SOHNO409-SOHNREY / DURHAM DAYTON HWY - F-6 COFF/HIP [8'S TOP CHORD 2x4 DF -L #1&Bet. BOT CHORD 2x4 DF -L #1&Bet, :81 2x6 DF -L SS: WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24,0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. SPACING OF SUPPORTS ORIGINATES FROM #1 HIP. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24"' OC IJITH 2-16d NAILS AND DIAGONALLY BRACE PER DWG. BRCALHIPHO502. SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. 4X4= THIS DHG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR, ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L1240 LIVE AND L1180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. REACTIONS R & R3 ARE FOR #1 CALIFORNIA HIP AND #3 CALIFORNIA HIP RESPECTIVELY. 7X6-- 1.5X4111 3X8= 3 X 4 2.5X4 -- 3X4 (Al) = 3X8= SXe= .., 1_ 5X8= 2. 5X4 = I. 5X4 III 3X4(A1) 1�6�0� 7-3-0 1 I_ 4 2 12 3-90 �� �jE3-3-4 r �I 4-10-0 ��� . 5 5-4 3-3-1131E 4 3 1 4-2-12 8-0-0 3-4-0 2-1-121 3-1-8 4-10-0 I 5 5-4 fi3 3 11 T 4 3 1 14-8-0 8-0-0 I_ 9 8 8 I 20-11-8 f 3 0-8-0 Over 2 Supports R=2029 W-5.5" R-1048 N=5.5" (�D 1 4-4-3 *8-0-0 PLT TYP. Wave TPI 95 Desi n Crit: UBC STD UBC 18.2f3 CA - 1 F Scale =.1875" Ft. Longrellow Lumber •'NARK L'JG •• TRUSSES REQUIRE ETiR EHE CARE IN FABRICATION, HANDLING, SHIPPIIIG, INSTALLING AND 4_ 89 LorenAvenue,ChicoCA95928 BRAC II+G. REFER TO HIB -91 (HANDLING IUSTALLIUG AIID BRACING). PUBLISHED 8Y TPI Q� N( TC LL 16.0 PSF REF 8427 45584 (TRUSS PLATE INSTITUTE. SB3 D'OIIOFR IO DR., SUITE 200, MADISOII. ill S3719), FOR SAFETY PRACTICES PRIOR TO \Ar w, �y PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED y 5~ q STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. AA i TC DL 15.0 PSF DATE 04/22/03 •'[HP ORTANT•" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CO:ITRACTOR, ALPINE ENGINEERED W = A r rte» BC DL 7. D PSF DRI.1 CAU$R427 03112028 PR ODU[TS, INC. SHALL NOT BE RESPOIJS ISLE FOR AIIY DEVIATI01t FROM THIS DESIGN; ANY FAILURE TO Oe V 5 r ALPINE BR ACIBUILOI+GHOF,TRUSSESE TRUSSES ,II[OTHYISIYDESIGANCE NICONFORMSTH TPI; OWITHFABRICATING. APPLICABLE PROVISIONSSHIPPING. (NATIONALINSTALLING DESIGN 5 BC LL D. D PSF CA ENG GTP/PBC SPEC IFICATJ ON PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CO NNEC70RS ARE MADE OF 20GA ASTM A653 GR<0 GALI', STEEL. ETCEPT AS NOTEO. APPLY CONNECTORS TO Intt "� TOT . LD. 38.0 P S F S EON - 6 8 3 8 5 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED Oil THIS DESIGN, POSITION CONNECTORS TER Ar CIVIY V- __ DR AN NGS 160 A-2. THE SEAL 071 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENG I IIEERING Alpine Engineered Products, Inc. RDESPOIlSIBIL17Y SOLELY FOR THE TRUSS COMPONENT DESIGN SHOUN. THE SUITABILITY AND USE OF THIS ai eaUE OUR . FAC . 1. 2S FROM ED Sacramento. CA 95828 COMPONENT :OR ANY PAPTICULAR BUILOING IS THE AESPON--IBILITY OF THE 3UILDIIJG DESIGNER, PER ANSIITPI.1.1955 SECTION 2• SPACING 24.0" JREF- 1S7.5,127_ZO1 (SOHIN0409-SOHNREY / DURHAM DAYTON HWY - F-7 COFF/HIP [6'SB]) TOP CHORD 2x4 DF -L #1&Bet. BOT CHORD 2x4 DF -L #1&Bet. :B1 2x6 DF -L SS: WEBS 2x4 DF -L Standard :W12, W14 2x4 OF -L #1; N CD PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. #1 HIP SUPPORTS 6-0-0 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. 1 . 5 X 4 III THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS'MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. 10 PSF 8C LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING, REACTIONS R & R3 ARE FOR #1 CALIFORNIA HIP AND #3 CALIFORNIA HIP RESPECTIVELY. 4X4% 8X8 3X10= 3X14= 2.5X4 = 1.5X4 III 4X4= 10X10= .Dniv= v 3X4(A1) = 5X4 = 5X4(A2) 1.5X4 III 1'.5X4 III 1-�, 7-3-0 � 6X12= 1-10-4 2-1-12 2-9-12_ �c 5 6-12 1_ 3-3-4 1 4-10-0 4-2-4 is 6-0-0 I 5 6 12 I1 10-4' 2-3-8�3 1 8 4 10 0 � 4-0-8 1 3-4-12 T 5-6-12 6-0-0 1 18-8-0 6-0-0 9-8-8 I 12-0-0 I 8-11-8 j� 30-8-0 Over 2 Supports R=3013 W=5.5" R-1556 11=5.5" (0) � 8-0-0 T 3-4-3 1 PLT TYP. Wave TPI 95 Design Crit: UBC STO UBC 18.2f3 CA 1 F Scale =.1875" Ft. Longfellow Lumber "'MARNING•- TRUSSES REOUIRE EXTREME CARE III FABRICATION. HANDLING. SHIPPING, INSTALLING AND 4- 89LorenAvenue,Chico CA95928 BRACING. REFER TO HIS -91 (HANDLING INSTALLING AND GRACING), PUBLISHED BY TPI (TRUSS PLATE `oQ� O'y� TC LL 16.0 PSF REF R427--45585 INSTITUTE. 583 D'ONOFRIO OR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO LQv �,�( W, �y PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SMALL HAVE PROPERLY ATTACHED T C D L 1 5. 0 P S F DATE 0 4 22/03 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ` \S ��p !S / ';IMPORTANT- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALP IIIE ENGIUEERED V A r r� - a.. S rn BC DL 7.0 PSF DRW CAUSR427 03112029 PRODUCTS. INC. SHALL NOT 5E RESPONSIBLE FOR ANY OE'l1RTIOrJ FROM OH THIS DESIGN; AIIY FAILURE TO ae V 5 r BRACUIL/NGHOFTRUSSES TRUSSES'rJ CONFORMANCE HSDESIGUITH TPI: CONFOR115ONITNAAPPLICABLE PROVISIIG. O14SSOFPNOSG(NAiIIONAL(NG DESIGN 6 S' BC LL 0.0 PSF CA -ENG GTP/PBC ALPINE SPECIFI[AT1017 ?UBLISNED 9Y TME AHERICAN FOREST FND PAPER ASSO[lATI011) A110 TPI. ALPINE CON, CTDRS ARE MADE OF 20GA ASTM A653 GRAD GALS- STEEL. EXCEPT AS VOTED. APPLY CONNECTORS TO TOT. LD.. 38.0 PSF SEON- 68366 -EACH FACE Oi TRUSS. AIID UIILESS OTHERWI 5E LOCATED ON THIS DESIGN. POSITION CONNECTORS PER X M. DR. NGS 160 Z. THE SEAL 0;1 THIS DRAWING I1401CATES ACCEPTANCE OF PROFESSIONAL ENGINEERING jE Qf CA11 Alpine Engineered Products, inc. RESPONSIBILITY SOLELY FOn TME TRUSS COMPONENT OESIGtr SHOWN.. THE SUITABILITY AiID USE OF THIS F DUR .FAC . 1 . 25 FROM ED Sacramento, CA 95828 COMP OUEHi FOR Arty PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILD it DESIGNER. PER ANSI/TPI 1-1995 SECTION 2. SPACING 24-0" JREF- 1525427 ZO1 (SOHNO409-SOHNREY / DURHAM DAYTON HWY - G-1 MONO/HIP [6 -SB]) TOP CHORD 2x4 OF -L #T1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. #1 HIP SUPPORTS 6-0-0 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. 2X4 (Al) �c 1.6-0 3X4% 2 5X4= THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L1240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. REACTIONS R & R3 ARE FOR 41 CALIFORNIA HIP P ^^rrYrrTTll rv !` 6 F-- 3-0-4 nA 2.5X4= 1.5X4111 5-6-12 2-5-4 6-0-0 2-0-0 I_ 6-0-0 I 2-0-0 1 8-0-0 Over 2 Supports— R=557 W=3.5" R=527 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 18. LOngTe11OW Lumber "NAR 111 NV- TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLINC AND 39 Loren Avenue, Chico CA 95923 613 AC ItIG. REFER TO HIB -91 (HANDLING IIISTALLING ANO BRACIIIG). PUBLISHED BY TPI (TRUSS PLATE 1115 T 17 UT E, 5133 D'ONOFRIO OR.. SUITE 200. MADISON. WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORNIIIG THESE FUIICTIOIIS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. " IIfPORTAII7— FUR IIISH A COPY OF THIS DESIGII TO THE INSTALLATIOR CONTRACTOR. ALPIIIE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRU55E5 IN CONFORMANCE HITH TPI: OR FABRICATING, HANDLING. SHIPPING. IIISTALLIIIG AND BRACING OF TRUSSES. THIS 0 2 SIGN COtIFORHS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGII ALPINE 'SPECIFICATION PUBLISHED BY THE AM ERICAII FOREST Al10 PAPER ASSOCIATION) AND TPI. ALPIIIE CONNECTORS ARE MADE OF 20GA ASTM A653 GR AO GAL V. STEEL. EXCEPT AS NOTED. APPLY CONt1ECTORS TO EACH FACE OF TRUSS, AND UN ESS OTHERNISE LOCATED ON THI S,DESICII. POSITIOII CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWIIIG INDICAT-LS ACCEPTANCE OF PROFESSIONAL EIIGINEERING Alpine Engineered Products, Inc. AESPOIISIBILITY SOLELY FOR THE TRUSS COMPOIIENT DESIGII SHOW11. THE SUITABILITY AND USE OF THIS SOemmcnl0, CA 95328 COIIPONEUT FOR A1IY PARTICULAR BUILDIIIG IS THE RESPONSIBILITY OF THE BUIL O ItIG DESIGNER. PER ANSI/TPI 1.1995 5ECTIO:I 2. CA/ -/1/-/-/-/F TC LL- 16.0 PSF TC OL 15.0 PSF BC DL 7.0 PSF -BC LL 0.0 PSF TOT.LO.. 38.0 PSF DUR.FAC. 1.25 SPACING 24.0" 3-4-3 Scale =:375"/Ft. REF R427--45586 DATE 04/22/03 D R W CAUSR427 03112030 CA -ENG GTP/PBC SEON- 68438 FROM ED JREF- 1S25427_ZOi 2x4/2x6 PARALLEL CHORD TRUSS TOP CHORD TEMPORARY BRACING DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 8 5 The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. All lateral braces lapped at least - two trusses. Top chords that are laterally braced can buckle Continuous together and cause collapse ifthereisnodiago- TO Chord nal bracing. Diagonal bracing should be nailed p to the underside of the top chord when purlins Lateral BracE are attached to the topside of the top chord. Required View photos of a properlybraced roofsystem at www.tainst.org under the "Publications" link. 10 End diagonals are essential for stability and must be duplicated on both ends of the truss system. =45° Attachmer Required 10 Trusses ? SPpjNF o.c. WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. 4x2 PARALLEL CHORD TRUSS TOP CHORD TEMPORARY BRACING Top chords that are laterally braced can buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Viewphotos ofa properlybraced roofsystem at www.tpinst.orgunder the "Publications" link. All lateral braces lapped at least - twotrusses. =4J° End diagonals are essential for stability and must be duplicated on both ends of the truss system. Frame 5 ot\e95 3`L/ Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required 30" or greater Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. TOPCHORD TOPCHORD DIAGONALBRACE MINIMUM LATERALBRACE SPACING(DB,) SPAN DEPTH SPACING(LBJ [#trusses] SP DF 1. SPF/HF Up to 32' 30" 8' 16 10 Over 32'- 48' 42" 6' 6 4 Over 48'- 60' 48" 5' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 8 5 The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. All lateral braces lapped at least - two trusses. Top chords that are laterally braced can buckle Continuous together and cause collapse ifthereisnodiago- TO Chord nal bracing. Diagonal bracing should be nailed p to the underside of the top chord when purlins Lateral BracE are attached to the topside of the top chord. Required View photos of a properlybraced roofsystem at www.tainst.org under the "Publications" link. 10 End diagonals are essential for stability and must be duplicated on both ends of the truss system. =45° Attachmer Required 10 Trusses ? SPpjNF o.c. WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. 4x2 PARALLEL CHORD TRUSS TOP CHORD TEMPORARY BRACING Top chords that are laterally braced can buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Viewphotos ofa properlybraced roofsystem at www.tpinst.orgunder the "Publications" link. All lateral braces lapped at least - twotrusses. =4J° End diagonals are essential for stability and must be duplicated on both ends of the truss system. Frame 5 ot\e95 3`L/ Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required 30" or greater Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. 1AWARNING: Do not attach cables, chains, or hooks WARNING: Do not lift single trusses with spans to the web members. 11A greater than 30' by the peak. Approximately Approximately 1/2 truss length 1/2 truss length Tag Truss spans lessthan 30' Line I Spreader Bar Toe In Spreader Bar Toe In Toe In Approximately 1/2 to 2/3 truss length Less than or equal to 60' Toe In Approximately 1/2 to 2/3 truss length Less than or equal to 60' Line Tag Line MECHANICAL INSTALLATION Lifting devices should be connected to the truss top chord with a closed-loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weightofthetruss. Eachtruss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracina is installed. Tag Line At or above mid -height Strongback/ Spreader Bar i�101 -� NNNN\\A\NV'AVA- V/ V-21 Approximately 2/3 to 3/a truss length Greater than 60' Strongback/ A-14- 10' Spreader Bar 4 2/3 to 3/o truss length Tag Tag Greater than 60' Line Line CAUTION: Temporary bracing shown in this summary sheet is adequate for the installation of trusses with similar configurations. Consult registered professional engineer if a different bracing arrangement is desired. The engineer may design bracing in accordance with TPI's Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, DSB-89, and in some cases determine that a wider spacing is possible. GROUND BRACING: BUILDING INTERIOR G ROUND BRACING: BUILDING EXTERIOR 1� truss of bra group of truss End brace (EB) Frame 2 ss of braced of trusses `45o 12 14 or greater Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. BOTTOM CHORD TEMPORARY BRACING SPAN MINIMUM PITCH BOTTOMCHORD LATERALBRACE SPACING(LB) BOTTOM CHORD DIAGONALBRACE SPACING(DBJ [#trusses] Up to 32' 4/12 15' 20 15 Over 32'- 48' 4/12 15' 1 10 1 7 Over 48'- 60' 4/12 15' 1 6 1 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir AV 4AV All lateral braces lapped at least 2 trusses. cAV BOTTOM CHORD PLANE A WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A Temporary cross bracing at each end of the building and repeated at WEB MEMBER PLANE Frame 4 M% E. 12 4 or greater WIN PITCHED TRUSS TOP CHORD TEMPORARY BRACING Top chords that are laterally braced can buckle together and cause collapse if there is no diago- SPAN MINIMUM PITCH TOP CHORD LATERALBRACE SPACING(LBJ TOPCHORD DIAGONALBRACE SPACING(DBs) #trusses SP/DF SPF/HF Up to 32' 4112 8' 20 15 Over 32'- 48' 4112 6' 10 7 Over 48'- 60' 4112 1 5' 6 4 Over 60' See a registered professional engineer Note: Bottom chord & web member temporary bracing also required - refer to Frame 4. DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 Continuous Top Chord Lateral Brace � 2 trusses. Required 10" or Greater Attachment Required - 32 otters Top chords that are laterally braced can buckle together and cause collapse if there is no diago- TOPCHORD LATERALBRACE SPACING(LBJ TOPCHORD DIAGONALBRACE SPACING(DBJ [# trusses nal bracing. Diagonal bracing should be nailed Up to 28' 1 2.5 to the underside of the top chord when purlins 1 17 12 Over 28'- 42' are attached to the topside of the top chord. 1 6' 1 9 6 View photos ofa properly braced roofsystem at 3.0 1 5' www. tpinst org under the "Publications" link. Over 60' WARNING: Failure to follow these recommendations could result in A severe personal injury or damage to trusses or buildings. SCISSORS TRUSS TOP CHORD TEMPORARY BRACING SPAN MINIMUM PITCH DIFFERENCE TOPCHORD LATERALBRACE SPACING(LBJ TOPCHORD DIAGONALBRACE SPACING(DBJ [# trusses SP/DF SPF/HF Up to 28' 1 2.5 1 T 1 17 12 Over 28'- 42' 3.0 1 6' 1 9 6 Over 42'- 60' 3.0 1 5' 1 5 3 Over 60' See a registered professional engineer Note: Bottom chord & web member temporary bracing also required - refer to Frame 4. DF = Douglas Fir -Larch SP = Southern Pine HF = Hem -Fir SPF = Spruce -Pine -Fir Continuous Top Chord Lateral Brace Required 10" or G reate�r I / Attachment Required - Top chords that are laterally braced can buckle togetherand cause collapse if there is nodiago- f nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. View photos ofa properlybraced roofsystem at www.tpinst.org under the "Publications" link. r All lateral braces lapped at least 2 trusses. Frame 3 45o 12 MONO TRUSS TOP CHORD TEMPORARY BRACING SPAN MINIMUM PITCH TOP CHORD LATERALBRACE SPACING(LBJ TOPCHORD DIAGONALBRACE SPACING(DBs) [#trusses] SP SPF/HF Up to 24' 3/12 1 8'1 17 1 12 Over 24'- 42' 3/12 1 7' 1 10 1 6 Over 42'- 54' 3/12 1 6' 1 6 1 4 Over 54' See a registered professional engineer Note: Bottom chord & web member temporary bracing also required - refer to Frame 4. DF - Douglas Fir -Larch SP - Southern Pine X HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle together and cause collapse if there Is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins .are attached to the topside of the top chord. View photos ofa properly braced roofsystem at www.tpinst.orgunder the "Publications" link. PLUMB "-- or/es _ /`eb,"IX 6, /<B All lateral braces lapped at least 2 trusses. Continuous Tan Chnrd Lateral Brace Required 10" or Gre Attachm Required AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A I i i Truss I D/50 Depth 12" D(in) 1' I I Lesser of 2' D/50 or 2" t 1/0 3' Maximum Plumb Misplacement Line INSTALLATION TOLERANCES D(in) D/50 D(ft) 12" 1/4" 1' 24" 1/2" 2' 36" 3/411 3' 48" 1 1" 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1 -xi 7' 96" 2" 8' 108" 2" 9' OUT -OF -PLUMB INSTALLATION TOLERANCES Bow L Length L (in) ....................... T t 1/a Lesserof L/200 or 2" L (in) L (in) .........::::::::::::::::........ t 1/o Lesserof U200 or 2" L(in) U200 L(ft) 50" 1/4" 1 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5 - L(in) U200 L(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES DANGER: Under no circumstances should A WARNING: Do not cut trusses. construction loads of any description be placed on unbraced trusses. Frame 6 This safety alert symbol is used to attract your attention! PERSONAL SAFETY IS INVOLVED! When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. CAUTION: A CAUTION identifies safe operating 1A prac- tices or indicates unsafe conditions that could result in personal injury or damage to structures. HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° Itis the responsibilityofthe installer(builder. building contractorlicensed contractor. erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses fora particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood truss CAUTION: The builder, building contractor, licensed contractor, erector or erection contractor is ad- vised to obtain and read the entire booklet "Com- mentary and Recommendations for Handling, In- stalling & Bracing Metal Plate Connected Wood Trusses, HIB -91 " from the Truss Plate Institute. DANGER: A DANGER designates a condition where failure to follow instructions or heed warn- ingwill most likely result in serious personal injury or death or damage to structures. AWARNING: A WARNING describes a condition where failure to follow instructions could result in TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 • www.tpinst.org industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: All temporary bracing should be no less than 2x4 grade marked lumber. All connections Ashould be made with minimum of 2-16d nails. All trusses assumed Z on -center or less. All multi -ply trusses should be connected together in accor- dance with design drawings prior to installation. TRUSS STORAGE CAUTION: Trusses should not be unloaded on rough terrain or un- even surfaces which could cause damage to the truss. ACAUTION: Trusses stored horizontally should be supported on blocking to prevent excessive lateralI A CAUTION: Trusses stored vertically should be bending and lessen moisture gain. braced to prevent toppling or tipping. AWARNING: Do not break banding until installation DANGER: Do not store bundles upright unless begins. Careshould beexercised in banding remov- properlybraced. Do not breakbands until bundles al to avoid shifting of individual trusses. are placed in a stable horizontal position. A WARNING: Do not lift bundled trusses by the bands. DANGER: Walking on trusses which are lying flat Do not use damaged trusses. IlAprohibited. is extremely dangerous and should be strictly Frame 1 LONGFELLOW- LUMBER CO. INC. ■ Quality Truss- Design ■ Roof & Floor Systems (800) 678-0112 (530) 893-0112 •FAX (530) 893-0140 . 89 Loren Avenue Chico, CA 95928-7434 Customer: /Y( Job No: Address: 0 QR-.LEAM N 14wV � Alpine Engineered Products, Inc. ® Christian W. Chappell C-) 8351 Rovana Circle rW�Ua M Sri ® � Sacramento, CA 95828-2522 (916) 387-0116 o ICBO-ES Report 5352 O 'APPROVED INSPECTION AP#: Timber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 40L-Tf- t7 c- clq Il�NOWM� 'sE�B►c I (CONN 409-SOHNREY I DURHAM DAYTON HIJY -- DURHAM DAYTON HWY - C 5 COMN W -MECHANICAL UNIT LO Top chord 2x4 DF -L #1 Bot chord 2x4 OF L $1 Webs 2x4 DF -L Standard Plates designed for green lumber per- NDS -97 TABLE 7:3.3. — ' eflection meets L/240 live and L/180 total load. I'D psf BC live load per UBC. v� RUSS SUPPORTS 260# MECH UNIT; UNIT CENTERED AT 19-3-0; o UPPORTED BY T z 0 Right end vertical not designed to be exposed to wind pressure. (A) Continuous lateral bracing equally spaced on member. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 72" OC. 5# 4X4= 4X4(A2) _ • W a I_ R=1085 -r- C1, ooPLT TYP. Wave TPI\R Longfellow Lumber CY-1 89 Loren Avenue, Chico CA 95928 O O nl ALPINE d W G7 Alpine Engineered Products, Inc. Sacramento, CA 95828 1.5X4111 21-2- 2.5X4= 3X4= 27-11-12 Over 2 Supports 3X8= 1.5X4111 1 6-9-12 _1 I R=1115 e 7-6-5 8.0.0 Design Crit: UBC(STD) UBC - - 18.2f3 'WARNING_ TRU5SE5 REQUIRE EYT0.EME CARE III FA6RICATION, HANDLING. SN IPP IIIG. INSTALLING AND BRACING.. REFER TO HIB -91 (HANCLING IUSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, SBP D•ONOFRIO DR.. SUITE 200, HADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMLNG THESE FU)ICTJONS. UNLE55 OTHERJ7SE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 'IMPORTANT** FURNISH A COPY OF THIS DESIGN 70 THE INSTALLATION CONTRACTOR. ALP IIIE ENGINEERED PRODUCTS. lNC. SHALL NOT BE RESPONSfBLE FOR ANY DEVIATION FFOM THIS OESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TP1: OR FABRICATING, HANDLING. SHIPPING. It157ALlING ACID BRAC 111G OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PR OV1510115 OF NDS (IIAT IDUAL OESIGIJ SPEC. BY AFRPA) A71- TPI. ALPIIIE COIIIIECTOR PLATE ARE MADE OF 20/16GA (J.HS/P.) ASTM A653 k/HS) GALY. STEEL. APPLY 7lATE5 TO EACH PACE OF TRUSS A110 UNLESS OTHERNIS£ LOCATED 01) THIS (N,ER DESIANNE x11A] OF5TP101-2002P ER D5-ccC'I135 160AALSEALAOH TH[SINS EDRAJ♦INGFI ID ICATPL ESDaCCE LL PDA VCE (OF PROFE5 S10SMALL BE NA1 ENGIIIEERIIIG RESPONSIBILITY SOLELY FOR THE TRUSS COHPONENT DESIGN SHOWN. THE SUITABILITY AND USE OFTHIS COMPONE)IT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER Q �.' D C `Fy h H,4�A P C r s ZOD5 * * J� CC'l/Y�l�1.(� .��� A� -` Y11�`- CA/- 1 TC LL IC DL BC DL BC LL TO LD- OUR .FAC. SPACING -/ 16.0 14.0 7. 0.0 37.0 1 24.0 - F PSF PSF 0 PSF PSF PSF 25 Scale =.25" Ft. REF R427- 25461 DATE 09/10/03 DRVI CAUSR427 03254001 CA -ENG TSB/CWC SEAN- 73709 FROM ED JREF•- 1S62427_ZO1 ANSI/TPI I SEC. 2. _-- it I - - a w b b ALPINE TRUSS ANALYSIS PROGRAM ** 6 60.39 237 0.254 273.439 ** FULL ENGINEERING OUTPUT ** 7 61.47 237 0.259 325.982 ** VERSION 18.20 ** 8 128.71 237 0.542 377.500 *+*+*++*++++*++++++++*+++++++++++++++++++++++++++ 9 47.95 237 0.202 446.000 10 23.77 237 0.100 449.500 DATE b TIME: Wed Sep 10 14:52:50 2003 11 0.00 237 0.000 3.500 TRUSS JOB KEY/DESCRI ION: SOHN04O9 / SOHNREY / DURHAM DAYTON HWY 12 15.93 237 0.067 74.926 TRUSS DESCRIPTION: -1 HIP [6'SBj [1 -PLY)- 13 14.60 237 0.061 167.981 __________________________--------------------- - - - - - - 14 14.63 237 0.062 179.824 15 10.38 237 0.044 218.760 16 14.63 237 0.062 269.676 CSI DATA 17 14.60 237 0.061 281.519 -------- (per ply) 18 16.30 237 0.069 375.148 Load Case 1 19 0.00 237 0.000 381.000 Member # AX + BD = Total Loc Max (ft) Len (in) Ke 20 0.00 237 0.000 68.435 0 0.006 0.146 0.152 0.00 20.12 0.7660 21 0.00 237 0.000 117.667 ' 1 0.000 0.352 0.352 3.29 72.10 0.7265 22 0.00 237 0.000 121.167 2 0.000 0.510 0.510 9.81 49.97 0.8144 23 0.00 237 0.000 170.333 3 0.004 0.503 0.508 9.81 52.67 0.7070 24 0.00 237 0.000 173.833 4 0.014 0.424 0.438 18.73 54.42 0.6890 25 0.00 237 0.000 222.325 5 0.014 0.424 0.438 18.73 54.42 0.6890 26 0.00 237 0.000 224.750 6 0.014 0.400 0.414 23.26 54.42 0.6890 27 0.00 237 0.000 275.667 7 0.004 0.503 0.508 27.65 52.67 0.7070 28 0.00 237 0.000 278.849 8 0.000 0.509 0.509 27.65 49.97 0.8144 29 0.00 237 0.000 328.333 9 0.000 0.352 0.352 34.17 72.10 0.7265 30 0.00 237 0.000 331.515 10 0.006 0.146 0.152 37.46 20.12 0.7660 31 0.00 237 0.000 381.000 11 0.006 0.168 0.174 5.71 65.01 0.6500 32 0.00 237 0.000 381.717 12 0.005 0.168 0.173 5.71 52.67 0.7021 13 0.000 0.117 0.117 14.49 52.67 0.6890 14 0.062 0.113 0.175 14.49 50.92 0.6925 CSI DATA 15 0.062 0.048 0.109 18.73 50.92 0.6925 -------- (per ply) 16 0.062 0.113 0.175 22.97 50.92 0.6925 Load Case 2 17 0.000 0.117 0.117 22.97 52.67 0.6890 Member # AX + BD = Total Loc Max (ft) Len (in) Ke 18 0.005 0.168 0.173 31.75 52.67 0.7021 0 0.003 0.061 0.064 0.00 20.12 0.7660 19 0.006 0.168 0.174 31 75 65.01 0.6500 1 0.000 0.158 0.158 3.29 72.10 0.7265 20 0.095 0.000 0.095 5.64 31.00 0.8000 2 0.000 0.101 0.101 9.81 49.97 0.8144 21 0.004 0.000 0.004 5.71 57.21 0.8000 3 ' 0.001 0.100 0.101 9.81 52.67 0.7070 22 0.095 0.000 0.095 9.81 29.25 0.8000 4 0.006 0.092 0.099 14.19 54.42 0.6890 23 0.004 0.000 0.004 10.10 57.21 0.8000 5 0.006 0.087 0.093 18.73 54.42 0.6890 24 0.084 0.000 0.084 14.19 29.25 0.8000 6 0.006 0.092 0.099 23.26 54.42 0.6890 25 0.268 0.000 0.268 14.49 57.21 0.8000 7 0.001 0.100 0.101 27.65 52.67 0.7070 26 0.040 0.000 0.040 18.73 29.25 0.8000 8 0.000 0.101 0.101 27.65 49.97 0.8144 27 0.268 0.000 0.268 18.73 57.21 0.8000 9 0.000 0.158 0.158 34.17 72.10 0.7265 28 0.084 0.000 0.084 22.97 t 29.25 0.8000 10 0.003 0.061 0.064 37.46 20.12 0.7660 29 0.004 0.000 0.004 23.26 57.21 0.8000 11 0.004 0.169 0.173 5.71 65.01 0.6500 30 0.095 0.000 0.095 27.36 29.25 0.8000 12 0.001 0.169 0.171 5.71 52.67 0.7021 31 0.004 0.000 0.004 27.65 57.21 0.8000 13 0.000 0.113 0.113 14.49 52.67 0.6890 32 0.095 0.000 0.095 31.75 31.00 0.8000 14 0.026 0.109 0.134 14.49 50.92 0.6925 15 0.026 0.076 0.102 18.73 50.92 0.6925 16 0.026 0.109 0.134 22.97 50.92 0.6925 CSI SHEAR DATA 17 0.000 0.113 0.113 22.97 52.67 0.6890 -------------- 18 0.001 0.169 0.171 31.75 52.67 0.7021 Load Case 1 19 0.004 0.169 0.173 31.75 65.01 0.6500 Member # Actual Allowable Csi Location 20 0.018 0.000 0.018 5.64 31.00 0.8000 0 23.77 237 0.100 0.000 21 0.007 0.000 0.007 5.71 57.21 0.8000 1 41.95 237 0.202 3.500 22 0.024 0.000 0.024. 9.81 29.25 0.8000 2 121.84 237 0.513 70.656 23 0.008 0.000 0.008 10.10 57.21 0.8000 3 61.47 237 0.259 123.519 24 0.023 0.000 0.023 14.19 29.25 0.8000 4 61.82 237 0.260 219.022 25 0.112 0.000 0.112 14.49 57.21 0.8000 4 6 8 11 13 15 17 19 2m 4m Sm 6 1m Bm lm 2 m 21m 2 m 123m2m 25m 26m 2 28m 2 . r3o.3 , 32m 9m 1 2 202122 0 Om mA m 12m 1 13m 9 14m 10 1 m 1 m 14 17m 16 18m 18 m 23 1 b U. J 16.0 U.duuu 27 0.112 0.000 0.112 18.73 57.21 0.8000 28 • 0.023 0.000 0.023 22.97 29.25 0.8000 29 0.008 0.000 0.008 23.26 57.21 0.8000 30 0.024 0.000 0.024 27.36 29.25 0.8000 31 0.007 0.000 0.007 27.65 57.21 0.8000 32 0.018 0.000 0.018 31.15 31.00 0.8000 CSI SHEAR DATA -------------- Load Case 2 Member 0 Actual Allowable Csi Location 0 11.50 237 0.048 0.000 1 22.62 237 0.095 3.500 2 17.40 237 0.073 111.790 3 14.89 237 0.063 123.519 4 15.52 237 0.065 176.061 5 15.17 237 0.064 230.478 6 15.52 237 0.065 273.439 7 14.89 237 0.063 325.982 8 17.40 237 0.073 337.710 9 22.62 237 0.095 446.000 10 11.50 237 0.048 449.500 11 0.00 237 0.000 3.500 ' 12 19.77 237 0.083 -74.352 13 17.60 237 0.074 167.981 14 16.98 237 0.071 179.824 15 14.54 237 0.061 218.760 16 16.98 237 0.071 269.616 17 17.60 237 0.074 281.519 18 19.77 237 0.083 375.148 19 0.00 237 0.000 381.000 20 0.00 237 0.000 68.435 21 0.00 237 0.000 117.667 22 0.00 237 0.000 121.167 23 0.00 237 0.000 170.333 24 0.00 237 0.000 173.833 25 0.00 237 0.000 222.325 26 0.00 237 0.000 224.750 27 0.00 237 0.000 275.667 28 0.00 237 . 0.000 278.849 29 0.00 237 .0.000 328.333 30 0.00 237 0.000 331.515 31 0.00 237 0.000 381.000 32 0.00 237 0.000 381.717 4 6 8 11 13 15 17 19 M r 1 r b4 ** ALPINE TRUSS ANALYSIS PROGRAM ** 6 55.93 237 0.236 268.353 * FULL ENGINEERING OUTPUT ** 7 88.94 237 0.374 308.476 ** VERSION 18.2f3 ** 8 23.72 237 0.100 353.500 ++++++*++++**++++++++++++*+++++++++++++++++*+++* + 9 65.07 237 0.274 446.000 10 25.30 237 0.107 449.500 DATE a TIME: Wed Sep 10 14:52:51 2003 11 19.31 237 0.081 86.567 TRUSS JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY 12 13.65 237 0.057 98.456 TRUSS DESCRIPTION: A-2 HIP 18'SBJ 13 8.30 237 0.035 169.905 14 8.40 237 0.035 184.573 15 3.08 237 0.013 230.490 16 8.40 237 0.035 264.927 Z CSI DATA 17 8.30 237 0.035 279.595 -------- (per ply) 18 13.65 237 0.057 351.044 Load Case 1 19 19.31 237 0.081 362.933 Member # AX + BD = Total Loc Max (ft) Len (in) Ke 20 0.00 237 0.000 92.451 0 0.007 0.155 0.162 0.00 20.12 0.7660 21 0.00 237 0.000 131.706 1 0.010 0.747 0.757 4.30 98.93 0.7217 22 0.00 237 0.000 137.167 2 0.004 0.221 0.225 11.14 41.98 0.8109 23 0.00 237 0.000 173.425 3 0.001 0.399 0.401 14.61 41.67 0.7172 24 0.00 237 0.000 178.833 4 0.040 0.394 0.434 14.61 49.42 0.6823 25 0.00 237 0.000 222.663 5 0.040 0.350 0.389 18.73 49.42 0.6823 26 0.00 237 0.000 224.750 6 0.040 0.394 0.434 22.85 49.42 0.6823 27 0.00 237 0.000 268.580 7 0.001 0.399 0.400 22.85 41.67 0.7172 28 0.00 237 0.000 274.167 8 0.004 0.221 0.225 26.32 41.98 0.8109 29 0.00 237 0.000 310.425 9 0.010 0.747 0.757 33.16 98.93 0.7217 30 0.00 237 0.000 315.833 10 0.007 0.155 0.162 37.46 20.12 0.7660 31 0.00 237 0.000 357.000 11 0.073 0.222 0.295 2.27 89.01 0.6500 32 0.00 237 0.000 357.734 12 0.050 0.192 0.242 7.71 44.67 0.7248 13 0.026 0.083 0.109 14.90 41.67 0.6991 14 0.001 0.079 0.081 14.90 45.92 0.6860 CSI DATA 15 0.001 0.018 0.019 20.00 45.92 0.6860-------- (per ply) 16 0.001 0.079 0.081 22.56 45.92 0.6860 Load Case 2 17 0.026 0.083 0.109 22.56 41.67 0.6991 Member 0 AX + BD = Total Loc Max (ft) Len (in) Ke 18{ 0.050 0.192 0.242 29.75. 44.67 0.7248 1 0 0.003 0.061 0.064 0.00 20.12 0.7660 19 0.073 0.222 0.295 35.19 89.01 0.6500 1 0.006 0.340 0.346 4.30 98.93 0.7217 20 0.011 0.000 0.011 7.64 43.00 0.8000 2 0.003 0.059 0.062 9.14 41.98 0.8109 21 0.092 0.000 0.092 7.71 58.28 0.8000 3 0.001 0.075 0.076 14.61 41.67 0.7172 22 0.138 0.000 0.138 11.14 41.25 0.8000 4 0.028 0.081 0.108 18.73 49.42 0.6823 23 0.294 0.000 0.294 11.43 56.20 0.8000 5 0.028 0.081 0.108 18.73 49.42 0.6823 24 0.265 0.000 0.265 14.61 41.25 0.8000 6 0.028 0.074 0.102 22.85 49.42 0.6823 25 0.189 0.000 0.189 14.90 60.43 0.8000 7 0.001 0.075 0.076 22.85 41.67 0.7172 26 0.014 0.000 0.014 18.73 41.25 0.8000 8 0.003 0.059 0.062 28.32 41.98 0.8109 27 0.189 0.000 0.189 18.73 60.43 0.8000 9 0.006 0.340 0.346 33.16 98.93 0.7217 28 0.265 0.000 0.265 22.56 41.25 0.8000 10 0.003 0.061 0.064 37.46 20.12 0.7660 29 0.294 0.000 0.294 22.85 56.20 0.8000 11 0.057 0.304 0.360 7.71 89.01 0.6500 30 0.138 0.000 0.138 26.03 41.25 0.8000 12 0.030 0.304 0.334 7.71 44.67 0.7248 31 0.092 0.000 0.092 26.32 58.28 0.8000 13 0.016 0.107 0.123 14.90 41.67 0.6991 32 0.011 0.000 0.011 29.75 43.00 0.8000 14 0.003 0.107 0.110 14.90 45.92 0.6860 15 0.003 0.063 0.065 18.73 45.92 0.6860 16 0.003 0.107 0.110 22.56 45.92 0.6860 CSI SHEAR DATA 17 0.016 0.107 0.123 22.56 41.67 0.6991 -------------- 18 0.030 0.304 0.334 29.75 44.67 0.7248 Load Case 1 19 0.057 0.304 0.360 29.75 89.01 0.6500 Member 0 Actual Allowable Csi Location 20 0.024 0.000 0.024 7.64' 43.00 0.8000 0 25.30 237 0.107 0.000 21 0.106 0.000 0.106 7.71 58.28 0.8000 1 65.07 237 0.274 3.500 22 0.080 0.000 0.080 11.14 41.25 0.8000 2 25.62 237 0.108 94.714 23 0.202 0.000 0.202 11.43 56.20 0.8000 3 89.01 237 0.375 139.619 24 0.125 0.000 0.125 14.61 41.25 0.8000 4 55.93 237 0.236 181.147 25 0.087 0.000 0.087 14.90 60.43 0.8000 4 6 8 10 13 15 17 19 m JM m Sm2. m m lm 2 m 21m 2 m 23m 2 m 25m 26m 28m 2 30m 3 . 32m 9m1 2 202122 0 Om mn m 5 12m 7 13m f 14m 11 ic1 m� 1 17m 16 18m 18 m 1 23 b 27 0.087 0.000 0.087 18.73 60.43 0.8000 28 0.125 0.000 0.125 22.56 41.25 0.8000 29 0.202 0.000 0.202 22.85 56.20 0.8000 30 0.080 0.000 0.080 26.03 41.25 0.8000 31 0.106 0.000 0.106 26.32 58.28 0.8000 32 0.024 0.000 0.024 29.75 43.00 0.8000 CSI SHEAR DATA ' -------------- Load Case 2 ,a Z 'Member 9 Actual Allowable Csi Location 0 11.50 237 0.048 0.000 1 30.26 237 0.127 3.500 2 13.21 237 0.056 127.674 3 11.44 237 0.048 169.381 4 13.75 237 0.058 218.936 5 13.75 237 0.058 230:564 6 13.25 237 0.056 268.353 7 11.44 237 0.048 280.119 8 13.21 237 0.056 321.826 9 30.26 237 0.127 446.000 10 11.50 237 0.048 449.500 11 37.55 237 0.158 86.567 a 12 26.19 237 0.110 98.456 13 14.29 237 0.060 169.905 14 15.65 237 0.066 184.573 15 12.23 237 0.051 230.490 16 15.65 237 0.066 264.927 17 14.29 237 0.060 279.595 18 26.19 237 0.110 351.044 19 37.55 237 . 0.158 362.933 20 0.00 237 0.000 92.451 ' 21 0.00 237 0.000 131.706 22 0.00 237 0.000 137.167 23 0.00 237 0.000 173.425 24 0.00 237 0.000 178.833 25 0.00 237 0.000 222.663 26 0.00 237 0.000 224.750 27 0.00 237 0.000 268.580 28 0.00 237 0.000 274.167 29 0.00 237 0.000 310.425 30 0.00 237 0.000 315.833 31 0.00 237 0.000 357.000 32 0.00 237 0.000 357.734 4 6 8 10 13 15 17 19 11 13 15 lu ** ALPINE TRUSS ANALYSIS PROGRAM ** 1 24.51 475 0.052 62.114 ** FULL ENGINEERING OUTPUT ** 2 22.89 475 0.048 103.713 ** VERSION 18.20 ** 3 27.56 475 0.058 169.389 +*+++++++++++++++++++++++++++++++++++++++++++++++ 4 29.63 475 0.062 181.147 5 26.18 475 0.055 230.564 DATE a TIME: Wed Sep 10 14:52:52 2003 6 29.61 475 0.062 268.353 TRUSS JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY 7 27.65 475 0.058 280.111 TRUSS DESCRIPTION: A-3 HIP/GIRD (8'9"SB) 12 -PLY) 8 23.00 475 0.048 345.787 A _____________________________________________________________________________ 9 24.78 475 0.052 387.386 /L4` v� 10 36.05 475 0.076 446.000 11 240.12 475 0.506 50.167 CSI DATA 12 171.82 475 0.362 61.833 -------- (per ply) 13 120.56 475 0.254 108.433 Load Case 1 14 104.20 475 0.219 169.917 Member 0 ..AX + BD = Total Loc Max (ft) Len (in) Ke 15 139.99 475 0.295 184.573 0 0.170 0.136 0.306 2.52 59.78 0.6500 16 146.84 475 0.309 266.000 1 0.043 0.098 0.141 6.68 48.91 0.8234 17 107.13 475 0.226 279.583 2 0.034 0.081 0.114 9.89 38.98 0.8066 18 127.90 475 0.269 341.067 3 0.001 0.126 0.127 14.61 35.67 0.7289 19 151.20 475 0.318 387.667 4 0.218 0.126 0.343 14.61 49.42 0.6753 20 207.18 475 0.436 399.333 5 0.215 0.099 0.314 18.73 49.42 0.6753 21 0.00 475 0.000 56.967 6 0.215 0.125 0.340 22.85 49.42 0.6753 22 0.00 475 0.000 99.750 7 0.001 0.126 0.127 22.85 35.67 0.7289 23 0.00 475 0.000 100.660 8 0.033 0.081 0.115 27.57 38.98 0.8066 24 0.00 475 0.000 139.667 9 0.042 0.096 0.138 30.78 48.91 0.8234 25 0.00 475 0.000 143.167 10 0.150 0.132 0.281 34.94 59.78 0.6500 26 0.00 475 0.000 175.333 11 0.307 0.578 0.884 2.24 52.50 0.7362 27 0.00 475 0.000 178.833 12 0.301 0.385 0.686 4.67 43.75 0.6982 28 0.00 475 0.000 222.754 13 0.035 0.279 0.314 8.31 43.42 0.6839 29 0.00 475 0.000 224.750 14 0.106 0.413 0.520 14.90 35.67 0.7078 30 0.00 475 0.000 270.667 15 0.069 0.413 0.482 14.90 45.92 0.6849 31 0.00 475 0.000 274.167 16 0.079 0.460 0.539 22.56 45.92 0.6779 32 0.00 475 0.000 304.725 17 0.118 0.460 0.578 22.56 35.67 0.7078 33 0.00 475 0.000 309.833 18 0.046 0.323 0.369 29.15 43.42 0.6839 34 0.00 475 0.000 349.750 19 0.332 0.371 0.702 32.79 43.75 0.6982 35 0.00 475 0.000 349.693 20 0.337 0.551 0.889 35.22 52.50 0.7329 36 0.00 475 0.000 392.533 21 0.584 0.000 0.584 4.67 23.63 0.8000 37 0.00 475 0.000 393.500 22 0.354 0.000 0.354 4.75 46.67 0.8000 23 0.264 0.000 0.264 8.31 45.50 0.8000 24 0.674 0.000 0.674 8.31 58.06 0.8000 25 0.304 0.000 0.304 11.64 43.75 0:8000 26 0.404 0.000 0.404 11.93 54.30 0.8000 27 0.509 0.000 0.509 14.61 43.75 0.8000 28 0.172 0.000 0.172 14.90 62.17 0.8000 29 0.301 0.000 0.301 18.73 43.75 0.8000 30 0.164 0.000 0.164 18.73 62.17 0.8000 31 0.515 0.000 0.515 22.56 43.75 0.8000 32 0.410 0.000 0.410 22.85 54.30 0.8000 33 0.293 0.000 0.293 25.53 43.75 0.8000 34 0.647 0.000 0.647 25.82 58.06 0.8000 35 0.263 0.000 0.263 29.07 45.50 0.8000 36 0.311 0.000 0.311 29.15 46.67 0.8000 37 0.506 0.000 0.506 32.71 23.63 0.8000 CSI SHEAR DATA -------------- Load Case 1 Member 0 Actual Allowable Csi Location 11 13 15 lu r 6 7 9 11 13 15 lu 11 W 9 12 14 15 ** ALPINE TRUSS ANALYSIS PROGRAM 11 20.08 237 0.085 9.194 FULL ENGINEERING OUTPUT * 12 14.96 237 0.063 80.733 ** VERSION 18.20 ** 13 11.23 237 0.047 92.286 +++++***++++*+**++++++++++++++++++++++++++++++++++ 14 10.94 237 0.046 210.846 15 14.76 2370.062 222.462 DATE s TIME: Wed,Sep 10 14:52:53 2003 16 16.37 237 0.069 315.851 TRUSS JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY 17 17.49 237 0.074 327.529 TRUSS DESCRIPTION: B-1 TSC 18 0.00 237 0.000 52.348 19 0.00 237 0,000 86.500 20 0.00 237 0.000 89.217 21 0.00 237 0.000 167.500 CSI DATA 22 0.00 237 0.000 170.124 -------- (per ply) 23 0.00 237 0.000 215.219 Load Case 1 24 0.00 237 0.000 216.625 Member 0 AX + BD = Total Loc Max (ft) Len (in) Ke 25 0.00 237 0.000 285.366 0 0.006 0.112 0.118 0.00 20.12 0.7655 26 0.00 237 0.000 320.419 1 0.289 0.267 0.556 0.29 55.11 0.6500 27 0.00 237 0.000 355.502 2 0.290 0.216 0.506 7.43 41.12 0.7495 3 0.059 0.216 0.275 7.43 90.56 0.6500 4 0.060 0.334 0.393 10.70 90.56 0.6500 CSI DATA 5 0.039 0.327 0.366 14.18 51.89 0.8475 -------- (per ply) 6 0.049 0.323 0.372 20.46 79.18 0.8106 Load Case 2 7 0.068 0.331 0.399 23.95 78.31 0.7106 Member # AX + BD = Total Loc Max (ft) Len (in) Ke 8 0.080 0.245 0.325 29.79 78.31 0.7106 0 0.003 0.051 0.054 0.00 20.12 0.7655 9 0.093 0.242 0.335 32.80 81.09 0.6500 1 0.209 0.154 0.363 0.29 55.11 0.6500 10 0.006 0.112 0.118 36.10 20.12 0.7660 2 0.212 0.124 0.336 4.37 41.12 0.7495 11 0.478 0.177 0.655 4.32 49.59 0.6765 3 0.043 0.119 0.163 9.17 90.56 0.6500 12 0.483 0.177 0.660 4.32 35.67 0.8301 4 0.042 0.170 0.212 10.48 90.56 0.6500 13 0.477 0.121 0.598 10.58 83.50 0.8000 5 0.027 0.162 0.189 14.18 51.89 0.8475 14 0.205 0.101 0.306 18.05 49.13 0:8614 6 0.036 0.155 0.191 20.46 79.18 0.8106 15 0.223 0.101 0.325 18.05 105.06 0.6687 7 0.054 0.152 0.206 23.95 78.31 0.7106 16 0.223 0.139 0.362 26.81 105.06 0.6687 8 0.058 0.125 0.183 29.79 78.31 0.7106 17 0.271 0.139 0.410 26.81 108.07 0.6500 9 0.064 0.151 0.215 33.02 81.09 0.6500 18 0.016 0.000 0.016 4.32 11.32 0.8000 10 0.003 0.051 0.054 36.10 20.12 0.7660 19 0.070 0.000 0.070 4.37 33.41 0.8000 11 0.409 0.125 0.534 3.38 49.59 0.6765 20 0.781 0.000 0.781 7.21 22.27 0.8000 12 0.412 0.117 0.529 5.05 35.67 0.8301 21 0.971 0.000 0.971 7.43 87.98 0.8000 13 0.399 0.293 0.692 10.58 83.50 0.8000 22 0.125 0.000 0.125 13.96 82.25 0.8000 14 0.172 0.234 0.406 18.05 49.13 0.8614 23 0.714 0.000 0.714 14.18 93.22 0.8000 15 0.186 0.234 0.420 18.05 105.06 0.6687 24 0.450 0.000 0.450 18.05 105.06 0.8000 16 0.186 0.390 0.576 26.81 105.06 0.6687 25 0.320 0.000 0.320 18.05 97.82 0.8000 17 0.225 0.390 0.615 26.81 108.07 0.6500 26 0.154 0.000 0.154 23.95 78.31 0.8000 18 0.003 0.000 0.003 4.32 11.32 0.8000 27 0.109 0.000 0.109 26.81 49.53 0.8000 19 0.037 0.000 0.037 4.37 33.41 0.8000 20 0.703 0.000 0.703 7.21 22.27 0.8000 21 0.809 0.000 0.809 7.43 87.98 0.8000 CSI SHEAR DATA 22 0.143 0.000 0.143 13.96 82.25 0.8000 -------------- 23 0.552 0.000 0.552 14.18 93.22 0.8000 Load Case 1 24 0.416 0.000 0.416 18.05 105.06 0.8000 Member 0 Actual Allowable Csi Location 25 0.250 0.000 0.250 18.05 97.82 0.8000 0 25.30 237 0.107 0.000 26 0.192 0.000 0.192 23.95 78.31 0.8000 1 47.82 237 0.201 3.500 27 0.054 0.000 0.054 26.81 49.53 0.8000 2 35.70 237 0.150 83.963 3 43.85 237 0.185 94.443 4 49.30 237 0.208 164.992 CSI SHEAR DATA 5 37.86 237 0.159 175.374 -------------- 6 49.13 237 0.207 282.203 Load Case 2 7 41.82 237 0.176 292.638 Member 0 Actual Allowable Csi Location 8 36.95 237 0.156 352.303 0 11.50 237 0.048 0.000 9 47.07 237 0.198 429.750 1 26.76 237 0.113 3.500 11 W 9 12 14 15 • 1 b 3 20.50 '237 0.086 94.443 4 24.57 237 0.103 164.992 5 18.47 237 0.078 175.374 6 23.56 237 ,. 0.099 282.203 7 19.84 237 0.084 292.638 8 18.27 237 0.077 352.303 9 21.94 237 0.092 362.652 10 . 11.50 237 0.048 433.250 11 24.84 237 0.105 9.194 12 15.54 237 0.065 80.733 U 13 27.26 237 0.115 161.714 14 26.00 237 0.109 210.846 15 34.44 237 0.145 222.462 16 41.16 237 0.173 315.851 17 44.16 237 0.186 327.529 18 0.00 237 0.000 52.348 19 0.00 237 0.000 86.500 20 0.00 237 0.000 89.217 21 0.00 237 0.000 167.500 22 0.00 237 0.000 170.124 23 0.00 237 0.000 215.219 ti 24 0.00 237 0.000 216.625 25 0.00 237 0.000 285.366 26 0.00 237 0.000 320.419 27 0.00 237 0.000 355.502 A m 9 12' 14 15 * ALPINE TRUSS ANALYSIS PROGRAM ** * FULL ENGINEERING OUTPUT ** ** VERSION 18.2f3 ** DATE a TIME: Wed Sep 10 14:52:54 2003 TRUSS JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY TRUSS DESCRIPTION: B-2 COMN CSI DATA . -------- (per ply) Load Case 1 Member 0 AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.007 0.135 0.142 0.00 20.12 0.7660 1 0.102 0.295 0.397 3.30 81.09 0.6500 2 0.088 0.294 0.382 6.31 78.31 0.7106 3 0.076 0.397 0.472 12.15 78.31 0.7106 4 0.055 0.392 0.447 15.65 79.18 0.8106 5 0.055 0.397 0.452 20.46 79.18 0.8106 6 0.077 0.387 0.464 23.95 78.31 0.7110 7 0.090 0.334 0.424 29.79 78.31 0.7110 8 0.105 0.375 0.480 33.04 81.59 0.6500 9 0.322 0.159 0.481 9.30 108.07 0.6500 10 0.266 0.159 0.425 9.30 105.06 0.6924 11 0.266 0.154 0.419 18.05 105.06 0.6924 12 0.267 0.172 0.439 26.81 105.06 0.6926 13 0.328 0.172 0.500 26.81 108.57 0.6500 14 0.109 0.000 0.109 6.31 49.53 0.8000 15 0.153 0.000 0.153 9.30 78.31 0.8000 16 0.212 0.000 0.212 12.15 97.82 0.8000 17 0.421 0.000 0.421 18.05 105.06 0.8000 18 0.216 0.000 0.216 18.05 97.82 0.8000 19 0.164 0.000 0.164 23.95 78.31 0.8000 20 0.118 0.000 0.118 26.81 49.53 0.8000 CSI SHEAR DATA -------------- Load Case 1 Member 0 Actual Allowable Csi Location 0 25.30 237 0.107 0.000 1 47.04 237 0.198 3.500 2 36.94 237 0.156 80.947 3 41.84 237 0.176 140.612 4 49.15 237 0.207 151.047 5 48.92 237 0.206 282.203 6 40.63 237 0.171 292.638 7 38.15 237 0.161 352.303 8 45.68 237 0.192 362.688 9 17.32 237 0.073 105.721 10 15.66 237 0.066 117.399 11 15.47 237 0.065 210.788 12 15.89 237 0.067 315.851 13 18.43 237 0.078 327.556 14 0.00 237 0.000 109.573 15 0.00 237 0.000 144.533 16 0.00 237 0.000 214.542 18 0.00 237 0.000 285.366 19 0.00 237 0.000 320.419 20 0.00 237 0.000 355.502 CSI DATA -------- (per ply) f Load Case 2 Member 0 AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.003 0.061 0.064 0.00 20.12 0.7660 1 0.070 0.186 0.256 3.09 81.09 0.6500 2 0.064 0.151 0.215 6.31 78.31 0.7106 3 0.059 0.182 0.242 12.15 78.31 0.7106 4 0.040 0.188 0.228 15.65 79.18 0.8106 5 0.040 0.190 0.230 20.46 79.18 0.8106 6 0.060 0.178 0.238 23.95 78.31 0.7110 7 0.065 0.170 0.235 29.79 78.31 0.7110 8 0.072 0.226 0.298 33.47 81.59 0.6500 9 0.267 0.447 0.715 9.30 108.07 0.6500 10 0.222 0.447 0.669 9.30 105.06 0.6924 11 0.222 0.361 0.582 18.05 105.06 0.6924 12 0.223 0.455 0.678 26.81 105.06 0.6926 13 0.270 0.455 0.726 26.81 108.57 0.6500 14 0.054 0.000 0.054 6.31 49.53 0.8000 15 0.189 0.000 0.189 9.30 78.31 0.8000 16 0.164 0.000 0.164 12.15 97.82 0.8000 17 0.403 0.000 0.403 18.05 105.06 0.8000 18 0.167 0.000 0.167 18.05 97.82 0.8000 19 0.195 0.000 0.195 23.95 78.31 0.8000 20 0.058 0.000 0.058 26.81 49.53 0.8000 CSI SHEAR DATA -------------- Load Case 2 Member 0 Actual Allowable Csi Location 0 11.50 237 0.048 0.000 1 22.12 237 0.093 70.598 2 18.31 237 0.077 80.947 3 19.81 237 0.083 140.612 4 23.56 237 0.099 151.047 5 23.45 237 0.099 282.203 6 19.24 237 0.081 292.638 7 18.88 237 0.079 352.303 8 24.19 237 0.102 362.688 9 43.69 237 0.184 105.721 10 39.36 237 0.166 117.399 11 36.24 237 0.153 210.788 12 39.50 237 0.166 315.851 13 44.34 237 0.187 327.556 14 0.00 237 0.000 109.573 15 0.00 237 0.000 144.533 16 0.00 237 0.000 214.542 17 0.00 237 0.000 216.625 18 0.00 237 0.000 285.366 19 0.00 237 0.000 320.419 20 0.00 237 0.000 355.502 9 7 4m Sm 53m 4 2m 6m 13 15m 17m lm 1 12 7m 14 p mn 18m 9m 1, Om 20m llm 12m 6 18 0.00 237 0.000 285.366 19 0.00 237 0.000 320.419 20 0.00 237 0.000 355.502 CSI DATA -------- (per ply) f Load Case 2 Member 0 AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.003 0.061 0.064 0.00 20.12 0.7660 1 0.070 0.186 0.256 3.09 81.09 0.6500 2 0.064 0.151 0.215 6.31 78.31 0.7106 3 0.059 0.182 0.242 12.15 78.31 0.7106 4 0.040 0.188 0.228 15.65 79.18 0.8106 5 0.040 0.190 0.230 20.46 79.18 0.8106 6 0.060 0.178 0.238 23.95 78.31 0.7110 7 0.065 0.170 0.235 29.79 78.31 0.7110 8 0.072 0.226 0.298 33.47 81.59 0.6500 9 0.267 0.447 0.715 9.30 108.07 0.6500 10 0.222 0.447 0.669 9.30 105.06 0.6924 11 0.222 0.361 0.582 18.05 105.06 0.6924 12 0.223 0.455 0.678 26.81 105.06 0.6926 13 0.270 0.455 0.726 26.81 108.57 0.6500 14 0.054 0.000 0.054 6.31 49.53 0.8000 15 0.189 0.000 0.189 9.30 78.31 0.8000 16 0.164 0.000 0.164 12.15 97.82 0.8000 17 0.403 0.000 0.403 18.05 105.06 0.8000 18 0.167 0.000 0.167 18.05 97.82 0.8000 19 0.195 0.000 0.195 23.95 78.31 0.8000 20 0.058 0.000 0.058 26.81 49.53 0.8000 CSI SHEAR DATA -------------- Load Case 2 Member 0 Actual Allowable Csi Location 0 11.50 237 0.048 0.000 1 22.12 237 0.093 70.598 2 18.31 237 0.077 80.947 3 19.81 237 0.083 140.612 4 23.56 237 0.099 151.047 5 23.45 237 0.099 282.203 6 19.24 237 0.081 292.638 7 18.88 237 0.079 352.303 8 24.19 237 0.102 362.688 9 43.69 237 0.184 105.721 10 39.36 237 0.166 117.399 11 36.24 237 0.153 210.788 12 39.50 237 0.166 315.851 13 44.34 237 0.187 327.556 14 0.00 237 0.000 109.573 15 0.00 237 0.000 144.533 16 0.00 237 0.000 214.542 17 0.00 237 0.000 216.625 18 0.00 237 0.000 285.366 19 0.00 237 0.000 320.419 20 0.00 237 0.000 355.502 S i 1516171 9 4m Sm 11 6m 13 17m 7m 14 18m 1, 20m llm 12m 8 10 12 S i 1516171 ** ALPINE TRUSS ANALYSIS PROGRAM ** 17 0.00 237 0.000 214.542 FULL ENGINEERING OUTPUT ** 18 0.00 237 0.000 216.625 VERSION 18.20 ** 19 0.00 237 0.000 285.366 +++++++++*+**+**+++++++*+*+++++++++++++++*++++++++ 20 0.00 237 0.000 320.419 140.440 21 0.00 237 0.000 355.502 d TIME: Wed Sep 10 14:52:56 2003 JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY DESCRIPTION: B-3 COMN CSI DATA -------- (per ply) Load Case 1 Member H AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.078 0.427 0.505 6.34 84.98 0.6500 1 0.004 0.433 0.437 6.34 77.92 0.7139 2 0.002 0.369 0.371 12.15 77.92 0.7139 3 0.019 0.371 0.390 15.65 79.18 0.8103 4 0.017 0.390 0.407 23.95 79.18 0.8106 5 0.040 0.390 0.430 23.95 78.31 0.7110 6 0.049 0.349 0.398 29.79 78.31 0.7110 7 0.061 0.360 0.421 33.26 81.59 0.6500 8 0.109 0.156 0.265 6.26 75.14 0.6500 9 0.088 0.156 0.243 6.26 36.42 0.7882 10 0.105 0.112 0.217 13.43 105.06 0.6500 11 0.105 0.168 0.273 18.05 105.06 0.6500 12 0.187 0.180 0.367 26.81 105.06 0.6926 13 0.249 0.180 0.429 26.81 108.57 0.6500 14 0.308 0.000 0.308 6.26 35.20 0.8000 15 0.425 0.000 0.425 6.34 49.40 0.8000 16 0.628 0.000 0.628 9.30 78.31 0.8000 17 0.055 0.000 0.055 12.15 97.82 0.8000 18 0.201 0.000 0.201 18.05 105.06 0.8000 19 0.219 0.000 0.219 18.05 97.82 0.8000 20' ' 0.169 0.000 0.169 23.95 78.31 0.8000 21 0.121 0.000 0.121 26.81 49.53 0.8000 CSI SHEAR DATA Load Case 1 Member N Actual Allowable Csi Location 0 51.00 237 0.215 70.860 1 40.45 237 0.170 81.470 2 37.41 237 0.158 140.440 3 48.51 237 0.204 151'.047 4 48.99 237 0.206 282.203 5 40.35 237 0.170 292.638 6 38.43 237 0.162 352.303 7 46.55 237 0.196 362.688 8 17.07 237 0.072 69.362 9 6.72 237 0.028 80.745 10 14.31 237 0.060 117.399 11 16.82 237 0.071 210.788 12 15.78 237 0.066 315.851 13 18.86 237 0.079 327.556 14 0.00 237 0.000 16.035 15 0.00 237 0.000 111.563 CSI DATA -------- (per ply) Load Case 2 Member 0 AK + BD = Total Loc Max (ft) Len (in) 0 0.062 0.227 0.289 6.34 84.98 1 0.003 0.230 0.233 6.34 77.92 2 0.002 0.170 0.172 12.15 77.92 3 0.014 0.181 0.195 15.65 79.18 4 0.012 0.180 0.192 23.95 79.18 5 0.032 0.180 0.212 23.95 78.31 6 0.036 0.183 0.219 29.79 78.31 7 0.041 0.224 0.265 33.47 81.59 8 0.080 0.230 0.310 2.65 75.14 9 0.066 0.288 0.353 9.30 36.42 10 0.085 0.270 0.355 9.30 105.06 11 0.085 0.405 0.490 18.05 105.06 12 0.155 0.454 0.609 26.81 105.06 13 0.204 0.454 0.657 26.81 108.57 14 0.242 0.000 0.242 6.26 35.20 15 0.378 0.000 0.378 6.34 49.40 16 0.433 0.000 0.433 9.30 78.31 17 0.070 0.000 0.070 12.15 91.82 18 0.218 0.000 0.218 18.05 105.06 19 0.168 0.000 0.168 18.05 97.82 20 0.198 0.000 0.198 23.95 78.31 21 0.061 0.000 0.061 26.81 49.53 CSI SHEAR DATA Load Case 2 Member H Actual Allowable Csi Location 0 26.34 237 0.111 70.860 1 20.29 237 0.085 81.470 2 17.39 237 0.073 140.440 3 23.26 237 0.098 151.047 4 23.51 237 0.099 282.203 5 18.99 237 0.080 292.638 6 19.13 237 0.081 352.303 7 24.97 237 0.105 362.688 8 31.37 237 0.132 69.362 9 13.13 237 0.055 105.959 10 35.38 237 0.149 117.399 11 40.22 237 0.169 210.788 12 38.67 237 0.163 315.851 13 44.53 237 0.188 327.556 14 0.00 237 0.000 76.035 15 0.00 237 0.000 111.563 16 0.00 237 0.000 144.533 17 0.00 237 0.000 214.542 18 0.00 237 0.000 216.625 19 0.00 237 0.000 285.366 A Ke 0.6500 0.7139 0.7139 0.8103 0.8106 0.7110 0.7110 0.6500 0.6500 0.7882 0.6500 0.6500 0.6926 0.6500 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 I 2 5 3 9 11 141516 1 v- -777-777--umu MITI 21 0.00 237 0.000 355.502 8 3m 9m 6 10 9 2m 5m 12 18m 3 lm 6m 13 16m li 19m 2 Om 19m 1 21m 7m 0 1 191516 2m Sm A 9m lOm �llm 12m 13m �m3m 2 5 7 9 11 ** ALPINE TRUSS ANALYSIS PROGRAM ** ** FULL ENGINEERING OUTPUT ' ** VERSION 18.20 ** DATE d TIME: Wed Sep 10 14:52:58 2003 TRUSS JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY TRUSS DESCRIPTION: B-4 COFF CSI DATA -------- (per ply) Load Case 1 Member 0 AIS + BD = Total Loc Max )ft) Len )in) Ke 0 0.079 0.414 0.492 6.34 84.98 0.6500 1 0.017 0.420 0.437 6.34 75.17 0.7200 2 0.012 0.375 0.387 11.95 75.17 0.7200 3 0.025 0.415 0.440 15.43 81.93 0.8059 4 0.024 0.414 0.438 20.65 81.23 0.8012 5 0.048 0.352 0.400 24.11 68.88 0.7323 6 0.056 0.357 0.413 29.24 68.88 0.7323 7 0.063 0.444 0.507 32.77 88.96 0.6500 8 0.110 0.179 0.289 6.41 76.89 0.6598 9 0.001 0.168 0.168 6.41 65.48 0.8215 10 0.123 0.115 0.238 18.05 74.27 0.8306 11 0.230 0.115 0.345 18.05 73.65 0.8317 12 0.004 0.094 0.098 29.18 59.86 0.8300 13 0.244 0.126 0.370 33.38 80.14 0.6511 14 0.287 0.000 0.287 6.34 35.20 0.8000 15 0.527 0.000 0.527 6.34 67.81 0.8000 16 0.236 0.000 0.236 6.41 64.56 0.8000 17 0.087 0.041 0.129 11.86 68.81 0.8000 18 0.009 0.041 0.050 11.86 68.81 0.8000 19 0.028 0.000 0.028 11.95 90.74 0.8000 20 0.226 0.000 0.226 18.05 93.06 0.8000 21 0.924 0.000 0.924 18.05 90.45 0.8000 22 0.204 0.296 0.500 24.19 69.13 0.8000 23 0.010 0.296 0.306 24.19 69.13 0.8000 24 0.663 0.000 0.663 24.19 59.01 0.8000 25 0.053 0.000 0.053 24.19 63.77 0.8000 26 0.063 0.000 0.063 29.18 38.32 0.8000 CSI SHEAR DATA -------------- Load Case 1 Member 9 Actual Allowable Csi Location 0 50.67 237 0.213 70.860 1 38.67 237 0.163 81.281 2 36.44 237 0.153 138.171 3 49.97 237 0.210 148.577 4 49.18 237 0.207 284.093 5 33.91 237 0.141 294.640 6 33.73 237 0.142 345.536 7 49.10 237 0.207 356.184 8 17.75 237 0.075 70.977 9 13.77 237 0.058 82.845 10 13.33 237 0.056 210.685 M 12 10.93 237 0.046 344.125 13 14.63 237 0.062 356.047 14 0.00 237 0.000 76.832 15 0.00 237 0.000 139.614 16 0.00 237 0.000 139.528 17 0.26 237 0.001 143.294 18 1.08 237 0.005 142.375 19 0.00 237 0.000 214.335 20 0.00 237 0.000 216.625 21 0.00 237 0.000 289.283 �J 22 1.83 237 0.008 290.202 23 7.76 237 0.033 290.250 24 0.00 237 0.000 347.260 25 0.00 237 0.000 350.893 26 0.00 237 0.000 350.838 CSI DATA -------- (per ply) Load Case 2 Member 9 AX + BD = Total Loc Max )ft) Len )in) Ke 0 0.061 0.220 0.281 6.34 84.98 0.6500 1 0.011 0.223 0.234 6.34 75.17 0.7200 2 0.009 0.171 0.180 11.95 75.17 0.7200 3 0.019 0.201 0.220 15.43 81.93 0.8059 4 0.018 0.199 0.217 20.65 81.23 0.8012 5 0.034 0.164 0.198 24.11 68.88 0.7323 6 0.038 0.170 0.208 29.24 68.88 0.7323 7 0.045 0.228 0.272 32.11 88.96 0.6500 8 0.077 0.318 0.395 6.41 76.89 0.6598 9 0.000 0.299 0.299 6.41 65.48 0.8215 10 0.100 0.286 0.387 18.05 74.27 0.8306 11 0.191 0.286 0.477 18.05 73.65 0.8317 12 0.003 0.233 0.236 29.18 59.86 0.8300 13 0.206 0.233 0.439 29.18 80.14 0.6511 14 0.211 0.000 0.211 6.34 35.20 0.8000 15 0.434 0.000 0.434 6.34 67.81 0.8000 16 0.195 0.000 0.195 6.41 64.56 0.8000 17 0.033 0.033 0.066 11.86 68.81 0.8000 18 0.025 0.033 0.059 11.86 68.81 0.8000 19 0.039 0.000 0.039 11.95 90.74 0.8000 20 0.240 0.000 0.240 18.05 93.06 0.8000 21 0.738 0.000 0.738 18.05 90.45 0.8000 22 0.212 0.247 0.459 24.19 69.13 0.8000 23 0.024 0.247 0.271 24.19 69.13 0.8000 24 0.561 0.000 0.561 24.19 59.01 0.8000 25 0.056 0.000 0.056 24.19 63.77 0.8000 26 0.020 0.000 0.020 29.18 38.32 0.8000 CSI SHEAR DATA -------------- Load Case 2 Member N Actual Allowable Csi Location 0 26.03 237 0.110 70.860 1 19.47 237 0.082 81.281 2 16.87 237 0.071 138.171 3 23.95 237 0.101 148.577 4 23.65 237 0.100 284.093 3 10 20m / I 5m\ l3 21m 6 5 25m 26m 16m 18m [ 23m 21i----�f 9m 9 12m 6 12 14 161718 1 8 3m 7 4 2m 2lm 17m 1 „ 15m 5 Om 1 m 3 10 20m / I 5m\ l3 21m 6 5 25m 26m 16m 18m [ 23m 21i----�f 9m 9 12m 6 12 14 161718 1 101/ F, 7 4 2m 3 6 12 14 161718 1 b.lit U.000.b 6 16.44 237 0.069 345.536 7 24.33 237 0.102 356.184 8 34.09 237 0.144.. 70.977 9 30.30 237 0.128 82.845 10 32.52 237 0.137 210.685 11 32.36 237 0.136 222.515 12 26.73 237 0.113 344.125 13 31.86 237 0.134 356.047 14 0.00 237 0.000 76.832 15 0.00 237 0.000 139.614 16 0.00 237 0.000 ' 139.528 17 0.21 237 0.001 143.294 18 0.87 237 0.004 142.375 19 0.00 237 0.000 214.335 20 0.00 237 0.000 216.625 e 21 0.00 237 0.000 289.283 22 1.53 237 0.006 290.202 23 6.48 237 0.027 290.250 24 0.00 237 0.000 347.260 25 0.00 237 0.000 350.893 26 0.00 237 0.000 350.838 101/ F, 7 4 2m 3 6 12 14 161718 1 * ALPINE TRUSS ANALYSIS PROGRAM ** FULL ENGINEERING OUTPUT * VERSION 18.20 a TIME: Wed Sep 10 14:52:59 2003 JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY DESCRIPTION: B-5 COFF CSI DATA -------- (per ply) Load Case 1 Member # AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.105 0:645 0.750 8.32 111.51 0.6500 1 0.002 0.654 0.656 8.32 48.63 0.7855 2 0.001 0.435 0.437 9.17 48.63 0.7855 3 0.011 0.440 0.452 15.43 81.93 0.7820 4 0.012 0.395 0.407 20.65 81.23 ` 0.8012 5 0.031 0.355 0.386 24.11 68.88 0.7323 6 0.038 0.363 0.401 29.24 68.88 0.7323 7 0.047 0.433 0.479 32.77 88.96 0.6500 8 0.199 0.300 0.499 1.97 100.63 0.6500 9 0.000 0.267 0.268 8.39 41.75 0.8684 10 0.033 0.115 0.148 18.05 74.27 0.8306 11 0.187 0.115 0.302 18.05 73.65 0.8317 12 0.003 0.100 0.104 29.18 59.86 0.8300 13 0.210 0.129 0.339 33.38 80.14 0.6511 14 0.455 0.000 0.455 8.32 47.06 0.8000 15 0.393 0.000 0.393 8.32 53.12 0.8000 16 0.142 0.000 0.142 8.39 41.31 0.8000 17 0.250 0.029 0.278 11.86 68.81 0.8000 18 0.000 0.029 0.029 11.86 68.81 0.8000 19 0.203 0.000 0.203 11.95 90.74 0.8000 20 0.115 0.000 0.115 18.05 93.06 0.8000 21 0.892 0.000 0.892 18.05 ' ' 90.45 0.8000 22 0.191 0.250 0.441 24.19 69.13 0.8000 23 0.010 0.250 0.259 24.19 69.13 0.8000 24 0.571 0.000 0.571 24.19 59.01 0.8000 25 0.090 0.000 0.090 24.19 63.77 0.8000 26 0.051 0.000 0.051 29.18 38.32 0.8000 CSI SHEAR DATA -------------- Load Case 1 Member 0 Actual Allowable Csi Location 0 66.95 237 0.282 94.588 1 36.40 237 0.153 104.960 2 26.26 237 0.111 112.636 3 47.75 237 0.201 148.577 4 49.25 237 0.207 284.093 5 33.39 237 0.141 294.640 6 33.81 237 0.142 345.536 7 49.40 237 0.208 356.184 8 23.86 237 0.100 94.706 9 17.05 237 0.072 106.589 10 13.31 237 0.056 210.685 3m a 12 11.14 237 0.047 344.125 13 15.00 237 0.063 356.047 14 0.00 237 0.000 100.625 15 0.00 237 0.000 142.375 16 0.00 237 0.000 139.592 17 0.18 237 0.001 143.294 18 0.74 237 0.003 142.375 19 0.00 237 0.000 214.335 20 0.00 237 0.000 216.625 21 0.00 237 0.000 289.283 22 1.54 237 0.006 290.202 23' 6.54 237 0.028 290.250 24 0.00 237 0.000 347.260 25 0.00 237 0.000 350.893 26 0.00 237 0.000 350.838 CSI DATA -------- (per ply) Load Case 2 Member 9 AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.082 0.353 0.435 8.32 111.51 0.6500 1 0.001 0.358 0.359 8.32 48.63 0.7855 2 0.001 0.240 0.241 9.17 48.63 0.7855 3 0.008 0.215 0.223 15.43 81.93 0.7820 4 0.009 0.191 0.200 20.65 81.23 0.8012 5 0.022 0.166 0.189 24.11 68.88 0.7323 6 0.025 0.175 0.200 29.24 68.88 0.7323 7 0.033 0.224 0.257 32.99 88.96 0.6500 8 0.141 0.460 0.601 8.39 100.63 0.6500 9 0.000 0.433 0.433 8.39 41.75 0.8684 10 0.025 0.286 0.311 18.05 74.27 0.8306 11 0.155 0.286 0.441 18.05 73.65 0.8317 12 0.003 0.239 0.241 29.18 59.86 0.8300 13 0.177 0.239 0.416 29.18 80.14 0.6511 14 0.331 0.000 0.331 8.32 47.06 0.8000 15 0.323 0.000 0.323 8.32 53.12 0.8000 16 0.119 0.000 0.119 8.39 41.31 0.8000 17 0.141 0.018 0.159 11.86 68.81 0.8000 18 0.000 0.018 0.018 11.86 68.81 0.8000 19 0.185 0.000 0.185 11.95 90.74 0.8000 20 0.148 0.000 0.148 18.05 93.06 0.8000 21 0.711 0.000 0.711 18.05 90.45 0.8000 22 0.202 0.208 0.410 24.19 69.13 0.8000 23 0.024 0.208 0.232 24.19 69.13 0.8000 24 0.483 0.000 0.483 24.19 59.01 0.8000 25 0.088 0.000 0.088 24.19 63.77 0.8000 26 0.009 0.000 0.009 29.18 38.32 0.8000 CSI SHEAR DATA -------------- Load Case 2 Member 0 Actual Allowable Csi Location 0 34.79 237 0.146 94.588 1 19.61 237 0.083 104.960 2 14.70 237 0.062 112.636 3 22.88 237 0.096 148.577 4 23.70 237 0.100 284.093 G IO am 4 2m 5m 13 2 20m lm 6m 15 17m 1 21m 2 m 1 Om 1 m 25m 5 1 26m lum llm 0 1 16m 18m 23m 2 m lm 8m A m 9 12m 3 6 12 14 am I 8 3m2L? b.b .bqu 6 16.50 237 0.069 345.536 7 24.58' 237 0.103 356.184 8 44.38. 237 0.187 94.706 9 31.62 237 0.133 106.589 10 32.50 237 0.137 210.685 11 32.35 237 0.136 222.515 12 26.90 237 0.113 344.125 13 32.17 237 0.135 356.047 14 0.00 237 0.000 100.625 15 0.00 231 0.000 - 142.375 16 0.00 237 0.000 139.592 17 0.11 237 0.000 143.294 18 0.47 237 0.002 142.375 19 0.00 237 0.000 214.335 20 0.00 237 0.000 216.625 21 0.00 237 0.000 289.283 22 1.28 237 0.005 290.202 23 5.45 237 0.023 290.250 24 0.00 237 0.000 347.260 25 0.00 237, 0.000 350.893 26 0.00 237 0.000 350.838 I 8 161718 1 3m2L? 7 4 2m 2 lm 17m 1Om 1 m 526m 0 1lOm16m 18m m Sm 9m 9 12m 3 6 12 14 161718 1 ** ALPINE TRUSS ANALYSIS PROGRAM ** * FULL ENGINEERING OUTPUT VERSION 18.20 ** 6 TIME: Wed Sep 10 14:53:01 2003 JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY DESCRIPTION: C-1 COFF/HIP/CARR 18'SB) (1 -PLY) CSI DATA 23m 24m 2 29m -------- (pec ply) Load Case Load Case 1 22m li m 13 Member 1 AX Member 8 AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.007 0.155 0.162 0.00 20.12 0.7683 1 0.003 0.712 0.715 4.52 98.63 0.7223 2 0.001 0.566 0.568 14.47 81.92 0.7769 3 0.077 0.560 0.637 14.47 43.50 0.7724 4 0.078 0.270 0.348 21.05 73.95 0.6641 5 0.078 0.444 0.522 24.26 73.95 0.6641 6 0.064 0.449 0.513 24.26' 73.92 0.6881 7 0.063 0.298 0.361 30.42 51.31 0.8344 8 0.054 0.930 0.985 38.17 99.43 0.7235 9 0.029 0.486 0.515 6.00 89.00 0.7149 10 0.545 0.398 0.944 7.71 82.88 0.6800 11 0.000 0.052 0.052 14.61 41.75 0.8492 12 0.185 0.104 0.289 24.26 73.98 0.8311 13 0.185 .0.104 0.289 24.26 73.94 0.8311 14 0.006 0.200 0.206 .34.63 50.50 0.8484 15 0.168 0.256 0.424 40.09 89.50 0.6500 16 0.059 0.000 0.059 7.64 41.00 0.8000 17 0.728 0.000 0.728 7.71 88.55 0.8000 18 0.441 0.000 0.441 14.47 39.25 0.8000 19 0.440 0.000 0.440 14.47 49.51 0.8000 20 0.361 0.000 0.361 14.61 40.85 0.8000 21 0.003 0.077 0.080 18.09 39.25 0.8000 22 0.004 0.077 0.081 18.09 39.25 0.8000 23 0.611 0.000 0.611 18.09 76.28 0.8000 24 0.017 0.000 0.017 24.26 29.25 0.8000 25 0.294 0.000 0.294 24.26 76.25 0.8000 26 0.010 0.500 0.510 30.42 41.25 0.8000 27 0.003 0.498 0.501 30.42 41.25 0.8000 28 0.452 0.000 0.452 30.42 49.82 0.8000 29 0.370 0.000 0.370 30.42. 56.81 0.8000 ' 30 0.047 0.000 0.047 34.63 43.00 0.8000 CSI SHEAR DATA Load Case 1 Member 0 Actual Allowable Csi Location 0 25.30 237 0.107 0.000 1 65.40 237 0.275 3.500 2 63.02 237 0.265 167.774 3 35.18 237 0.148 179.425 4 41.58 237 0.175 223.041 5 50.12 237 0.211 285.162 6 49.14 237 0.207 296.992 a 10 , 4 6 M 1 m 17m 1 5 m 8 63.48 237 0.267 505.000 9 92.94 237 0.391 83.867 10 16.06 237 0.068 98.420 11 5.72 237 0.024 181.339 12 12.66 237 0.053 285.162 13 12.66 237 0.053 296.992 14 12.93 237 0.054 409.559 15 20.34 237 0.086 421.467 16 0.00 237 0.000 92.451 17 0.00 237 0.000 173.625 - I 18 0.00 237 0.000 175.375 19 0.00 237 0.000 217.125 20 0.00 237 0.000 217.125 21 0.78 237 0.003 217.125 22 1.89 237 0.008 217.125 23 0.00 237 0.000 288.339 24 0.00 237 0.000 291.078 25 0.00 237 0.000 362.262 26 5.06 237 0.021 365.000 27 11.36 237 0.048 365.000 28 0.00 237 0.000 412.694 29 0.00 237 0.000 413.841 30 0.00 237 0.000 416.283 CSI DATA 23m 24m 2 29m -------- (per ply) 8 Load Case 2 30m 22m li m 13 Member 1 AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.003 0.061 0.064 0.00 20.12 0.7683 1 0.020 0.285 0.305 4.30 98.63 0.7223 2 0.018 0.243 0.261 14.47 81.92 0.7769 3 0.061 0.243 0.304 14.47 43.50 0.7724 4 0.062 0.116 0.177 18.09 73.95 0.6641 5 0.062 0.176 0.238 24.26 73.95 0.6641 6 0.045 0.179 0.224 24.26 73.92 0.6881 7 0.044 0.113 0.157 30.42 51.31 0.8344 8 0.041 0.410 0.451 38.17 99.43 0.7235 9 0.004 0.179 0.184 3.01 89.00 0.7149 10 0.368 0.169 0.536 7.71 82.88 0.6800 11 0.000 0.158 0.158 14.61 41.75 0.8492 12 0.161 0.264 0.425 24.26 73.98 0.8311 13 0.161 0.264 0.425 24.26 73.94 0.8311 14 0.005 0.307 0.312 34.63 50.50 0.8484 15 0.146 0.307 0.453 34.63 89.50 0.6500 16 0.060 0.000 0.060 7.64 41.00 0.8000 17 0.444 0.000 0.444 7.71 88.55 0.8000 18 0.286 0.000 0.286 14.47 39.25 0.8000 19 0.362 0.000 0.362 14.47 49.51 0.8000 ' 20 0.293 0.000 0.293 14.61 40.85 0.8000 21 0.001 0.068 0.068 18.09 39.25 0.8000 22 0.005 0.067 0.072 18.09 39.25 0.8000 23 0.518 0.000 0.518 18.09 76.28 0.8000 24 0.083 0.000 0.083 24.26 29.25 0.8000 25 0.231 0.000 0.231 24.26 76.25 0.8000 26 0.003 0.361 0.364 30.42 41.25 0.8000 27 0.013 0.360 0.372 30.42 41.25 0.8000 28 0.394 0.000 0.394 30.42 49.82 0.8000 29 0.294 0.000 0.294 30.42 56.81 0.8000 10 11 12 16 18 21m 23m 24m 2 29m 8 <7mb 30m 22m li m 13 m 9 15 m 17 �0�Wwz==WAS =MMJLMeIV=a=a MEMi,-2 mm CSI SHEAR DATA Load Case 2 Member k ` Actual Allowable' Csi Location 0 11.50 237 0.048 0.000 1 31.55 237 0.133 3.500 2 30.66 237 0.129 167.774 3 16.91 237 0.071 179.425 4 20.64 237 0.087 223.041 5 23.73 237 0.100 .285.162 6 23.83 237 0.100 296.992 7 18.33 237 0.077 370.698 8 29.73 237 0.125 505.000 9 23.92 237 0.101 83.600 10 18.58 237 0.078 98.420 11 16.28 237 0.069 181.339 12 31.88 237 0.134 285.162 13• 31.87 237 0.134 296.992 14 27.10 237 0.114 409.559 15 37.86 237 0.159 421.467 16 0.00 237 0.000 92.451 17 0.00 237 0.000 173.625 18 0.00 237 0.000 175.375 19 0.00 237 0.000 217.125 20 0.00 237, 0.000 217.125 21 0.79 237 0.003 217.125 22 1.91 237 0.008 217.125 23 0.00 237 0.000 288.339 24 0.00 237 0.000 291.078 25 0.00 237 0.000 362.262 26 4.20 237 0.018 365.000 27 9.43 237 0.040 365.000 28 0.00 237 0.000 412.694 29 0.00 237 0.000 413.841 30 0.00 237 0.000 416.283 6 10 11 12 m 4M !7m11M 8 1 21m 23m 24m 20m 22m m 13 m11m 9 16 16 im 26m 29m 4 30m 27m2b , 15 m 17 \ 192021 ** ALPINE TRUSS ANALYSIS PROGRAM ** * FULL ENGINEERING OUTPUT ** ** VERSION 18.20 ** 6 TIME: Wed Sep 10 14:53:02 2003 JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY DESCRIPTION: C-2 COFF/HIP I10'SBI, CSI DATA 7 8 0.107 0.000 In 2m -------- (per ply) 5 3.500 2 22m Load Case 1 67.792 3 42.09 237 Member 9 AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.007 0.135 0.142 0.00 20.12 0.7660 1 0.000 0.260 0.260 5.21 66.23 0.6500 2 0.045 0.257 0.302 5.21 59.54 0.8179 3 0.049 0.243 0.292 14.47 57.93 0.7952 4 0.052 0.243 0.296 18.09 43.50 0.7529 5 0.052 0.243 0.296 18.09 73.95 0.6641 6 0.052 0.400 0.452 24.26 73.95 0.6641- .66417 7 0.034 0.406 0.439 24.26 73.92 0.6608 8 0.034 0.227 0.261 30.42 27.33 0.8702 9 0.024 0.258 0.282 37.13 59.54 0.8183 10 0.034 0.258 0.292 37.13 66.73 0.6500 11 0.004 0.055 '0.059 5.13 58.01 0.6607 12 0.004 0.055 0.059 5.13 53.25 0.7023 13 0.826 0.109 0.935 14.61 60.63 0.6817 14 0.000 0.102 0.103 14.61 41.75 0.8338 15 0.138 0.102 0.240 24.26 73.98 0.8311 16 0.138 0.102 0.240 24.26 73.95 0.8311 17 0.003 0.043 0.046 32.77 28.25 0.8468 18 0.196 0.043 0.239 32.77 53.25 0.6831 19 0.197 0.061 0.258 39.65 58.51 0.6599 20 0.030 0.000 0.030 5.13 28.37 0.8000 21 0.191 0.000 0.191 5.21 57.27 0.8000 22 0.169 0.000 0.169 9.56 55.00 0.8000 23 0.398 0.000 0.398 9.56 76.82 0.8000 24 0.664 0.000 0.664 14.47 53.25 0.8000 25 0.422 0.000 0.422 14.47 57.38 0.8000 26 0.290 0.000 0.290 14.61 41.31 0.8000 27 0.013 0.012 0.025 18.09 53.25 0.8000 28 0.003 0.012 0.016 18.09 53.25 0.8000 29 0.533 0.000 0.533 18.09 81.64 0.8000 30 0.024 0.000 0.024 24.26 41.25 0.8000 31 0.215 0.000 0.215 24.26 81.61 0.8000 32 0.022 0.217 0.239 30.42 53.25 0.8000 33 0.003 0.216 0.219 30.42 53.25 0.8000 34 0.432 0.000 0.432 30.42 26.85 0.8000 35 0.308 0.000 0.308 30.42 47.85 0.8000 36 0.086 0.000 0.086 32.69 55.00 0.8000 37 0.176 0.000 0.176 32.77 57.27 0.8000 38 0.017 0.000 0.017 37.13 28.37 0.8000 CSI SHEAR DATA Load Case 1 10 , 2 / lm 120m 1 3/ 0 0 7 8 0.107 0.000 In 2m 36.80 237 5 3.500 2 22m 23m 2 2 / lm 120m 1 3/ 0 0 25.30 237 0.107 0.000 1 36.80 237 0.155 3.500 2 36.25 237 0.153 67.792 3 42.09 237 0.177 167.834 + BD 4 23.57 237 0.099 211.325 0.003 5 41.85 237 0.176 223.041 1 6 49.85 237 0.210 285.162 0.6500 7 50.33 237 0.212 296.992 59.54 8 9 27.52 36.18 237 237 0.116 0.152 310:457 440.208 14.47 10 36.84 237 0.155 450.704 G 2 11 9.27 237 0.039 55.700 0.122 12 8.01 237 0.034 67.417 0.045 13 10.64 237 0.045 169.601 7 14 9.60 237 0.040 181.339 0.6608 15 12.95 237 0.055 285.162 27.33 16 12.95 237 0.055 296.992 37.13 17 5.68 237 0.024 387.600 0.140 18 7.74 237 0.033 399.167 0.130 19 8.45 237 0.036 502.075 0.005 20 0.00 237 0.000 62.379 13 21 0.00 237 0.000 114.750 0.6817 22 0.00 237 0.000 115.669 23 0.00 237 0.000 173.625 24 0.00 237 0.000 175.283 25 0.00 237 0.000 217.125 26 0.00 237 0.000 217.125 27 0.10 237 0.000 217.125 28 0.33 237 0.001 217.125 29 0.00 237 0.000 291.078 30 0.00 237 0.000 291.078 31 0.00 237 0.000 365.000 32 1.82 237 0.008 365.000 33 5.62 237 0.024 365.000 34 0.00 237 0.000 393.250 35 0.00 237 0.000 390.767 36 0.00 237 0.000 393.202 37 0.00 237 0.000 443.043 38 0.00 237 0.000 446.412 CSI DATA -------- (per ply) Load Case 2 Member H AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.003 0.061 0.064 0.00 20.12 0.7660 1 0.000 0.131 0.131 5.21 66.23 0.6500 2 0.040 0.129 0.169 5.21 59.54 0.8179 3 0.040 0.127 0.166 14.47 57.93 0.7952 4 0.046 0.127 0.172 14.47 43.50 0.7529 5 0.045 0.122 0.167 18.09 73.95 0.6641 6 0.045 0.188 0.234 24.26 73.95 0.6641 7 0.023 0.191 0.214 24.26 73.92 0.6608 8 0.023 0.101 0.124 30.42 27.33 0.8702 9 0.016 0.115 0.131 37.13 59.54 0.8183 10 0.025 0.115 0.140 37.13 66.73 0.6500 11 0.005 0.130 0.136 5.13 58.01 0.6607 12 0.005 0.130 0.135 5.13 53.25 0.7023 13 0.584 0.173 0.758 14.61 60.63 0.6817 12 13 14 18 19 m m dvr 27m / 29m 130m 26m 28m m 1qm 6 11 w 32 . J35m 21 m 37m 3 r 313 tmIBM 17 20 22 3242) 12 0 -,<-i3 7 8 12 13 14 18 19 M m m m 5 2m 9n 2 27m 29m 30m 3 „ 32 . 35m 21 22m 23m 2 m 3 m 20m 2i,. m m 37m 3 n 26m 28m 15 333 4 m 6 m m 11 17 1 10 tem 22 v u u u. 0s U.i0 .0 [y U. uu IJI U. uuU�y a 15 0.117 0.274 0.392 24.26 73.98 0.8311 30 0.00 237 0.000 291.078 16 0.117 0.274 0.392 24.26 73.95 0.8311 31 0.00 237 0.000 365.000 17 0.002 0.080 0.083 32.77 28.25 0.8468 32 1.46 237 0.006 365.000 18 0.165 0.104 0.269 37.21 53.25 0.6831 33 4.51 237 0.019 365.000 19 0.166 0.109 0.275 39.89 58.51 0.6599 34 0.00 237 0.000 393.250 20 0.070 0.000 0.070 5.13 28.37 0.8000 35 0.00 237 0.000 390.767 21 0.158 0.000 0.158 5.21 57.27 0.8000 36 0.00 237 0.000 393.202 22 0.105 0.000 0.105 9.56 55.00 0.8000 37 0.00 237 0.000 443.043 23 0.341 0.000 0.341 9.56 76.82 0.8000 38 0.00 237 0.000 446.412 24 0.519 0.000 0.519 14.47 53.25 0.8000 25 0.348 0.000 0.348 14.47 57.38 0.8000 26 0.243 0.000 0.243 14.61 41.31 0.8000 27 0.003 0.004 0.007 18.09 53.25 0.8000 28 0.014 0.004 0.017 18.09 53.25 0.8000 29 0.456 0.000 0.456 18.09 81.64 0.8000 30 0.089 0.000 0.089 24.26 41.25 0.8000 31 0.171 0.000 0.171 24.26 81.61 0.8000 32 0.007 0.174 0.181 30.42 53.25 0.8000 33 0.009 ' 0.173 0.182 30.42 53.25 0.8000 34 0.366 0.000 0.366 30.42 26.85 0.8000 35 0.246 0.000 0.246 30.42 47.85 0.8000 36 0.042 0.000 0.042 32.69 55.00 0.8000 37 0.143 0.000 0.143 32.77 57.27 0.8000 38 .0.061 0.000 0.061, 37.13 28.37 0.8000 CSI SHEAR DATA -------------- Load Case 2 Member H Actual Allowable Csi Location 0 11.50 237 0.048 0.000 1 17.30 237 0.073 57.340 2 17.71 237 0.075 67.792 3 20.66 237 0.087 167.834 4 11.60 237 0.049 179.425 5 20.49 237 0.086 223.041 6 23.88 237 0.101 285.162 7 24.44 237 0.103 296.992 8 12.72 237 0.054 370.457 9 17.20 237 0.072 440.208 10 17.71 237 0.075 450.704 11 22.14 237 0.093 55.700 12 18.02 237 0.076 67.417 13 21.98 237 0.093 169.601 14 19.44 237 0.082 181.339 15 32.13 . 237 0.135 285.162 16 32.12 237 0.135 296.992 17 12.23 237 0.051 387.600 18 17.60 237 0.074 440.583 19 20.78 237 0.087 452.350 20 0.00 237 0.000 62.379 21 0.00 237 0.000 114.750 22 0.00 237 0.000 115.669 23 0.00 237. 0.000 173.625 24 0.00 237 0.000 175.283 25 0.00 237 0.000 217.125 26 0.00 237 0.000 217.125 27 0.03 237 0.000 217.125 28 0.10 237 4 0.000 217.125 12 0 -,<-i3 7 8 12 13 14 18 19 M m m m 5 2m 9n 2 27m 29m 30m 3 „ 32 . 35m 21 22m 23m 2 m 3 m 20m 2i,. m m 37m 3 n 26m 28m 15 333 4 m 6 m m 11 17 1 10 tem 22 ** ALPINE TRUSS ANALYSIS PROGRAM ** ** FULL ENGINEERING OUTPUT ** ** VERSION 18.20 ** ++++++++++++++++++++++++++++++++++++++++++++++++++ b TIME: Wed Sep 10 14:53:03 2003 JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY DESCRIPTION: C-3 HIP j16'SB) CSI DATA 7 -------- (per ply) -------- (per ply) Load Case 2 Load Case 1 Member 0 AX + BD = Total Member 0 AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.007 0.135 0.142 0.00 20.12 0.7660 1 0.000 0.256 0.257 5.53 , 70.61 0.6500 2 0.001 0.253 0.254 5.53 67.83 0.7086 3 0.022 0.294 0.317 10.59 67.83 0.7086 4 0.078 0.294 0.372 10.59 65.87 0.8131 5 0.052 0.423 0.475 21.17 68.04 0.8294 6 0.007 0.429 0.436 21.17 66.30 0.8328 7 0.011 0.288 0.299 31.75 67.83 0.8113 8 0.027 0.288 0.315 31.75 67.83 0.7107 9 0.042 0.256 0.297 39.66 71.11 0.6500 10 0.020 0.123 0.143 3.72 94.01 0.6500 11 0.036 0.123 0.159 8.13 77.31 0.6500 12 0.036 0.178 0.214 14.57 77.31 0.6500 13 0.106 0.178 0.284 14.57 13.69 0.8294 14 0.049 0.090 0.139 17.45 65.50 0.6500 15 0.049 0.082 0.131 26.77 67.25 0.7053 16 0.152 0.082 0.234 26.77 89.25 0.6786 17 0.152 0.137 0.289 34.21 89.25 0.6786 18 0.206 0.137 0.343 34.21 94.50 0.6500 19 0.081 0.000 0.081 5.53 42.90 0.8000 20 0.143 0.000 0.143 8.13 67.83 0.8000 21 0.421 0.000 0.421 10.59 76.73 0.8000 22 0.410 0.000 0.410 14.57 89.50 0.8000 23 0.358 0.000 0.358 15.50 91.00 0.8000 24 0.483 0.000 0.483 15.71 109.68 0.8000 25 0.037 0.000 0.037 21.17 89.25 0.8000 26 0.211 0.000 0.211 21.17 109.68 0.8000 27 0.031 0.000 0.031 26.69 91.00 0.8000 28 0.513 0.000 0.513 26.77 83.36 0.8000 29 0.146 0.000 0.146 31.75 67.83 0.8000 30 0.081 0.000 0.081 34.21 42.90 0.8000 CSI SHEAR DATA Load Case 1 Member 0 Actual Allowable Csi Location 0 25.30 237 0.107 0.000 1 39.13 237 0.165 3.500 2 31.94 237 0.134 71.659 3 34.23 237 0.144 121.775 4 40.25 237 0.169 132.407 5 53.22 237 0.224 248.084 6 52.45 237 0.221 259.764 8 33.94 237 0.143 386.225 9 39.18 237 0.165 446.898 10 15.35 237 0.065 91.625 11 9.63 237 0.041 103.447 12 12.17 237 0.051 168.865 13 30.07 237 0.127 180.288 14 12.58 237 0.053 248.045 15 9.34 237 0.039 315.402 16 11.73 237 0.049 327.200 17 14.05 237 0.059 404.550 18 16.09 237 0.068 416.406 19 0.00 237 0.000 95.555 ?j 20 0.00 237 0.000 125.819 ✓ 21 0.00 237 0.000 174.813 22 0.00 237 0.000 185.619 23 0.00 237 0.000 188.421 24 0.00 237 0.000 252.276 25 0.00 237 0.000 254.000 26 0.00 237 0.000 321.250 27 0.00 237 0.000 321.220 28 0.00 237 0.000 380.949 29 0.00 237 0.000 409.269 30 0.00 237 0.000 439.671 CSI DATA 7 -------- (per ply) Load Case 2 Member 0 AX + BD = Total Loc Max (ft) Len (in) 0 0.003 0.061 0.064 0.00 20.12 1 0.000 0.145 0.145 5.53 70.61 2 0.000 0.145 0.145 5.53 67.83 3 0.006 0.141 0.147 10.59 67.83 4 0.067 0.141 0.208 10.59 65.87 5 0.041 0.200 0.241 21.17 68.04 6 0.005 0.203 0.208 21.17 66.30 7 0.008 0.134 0.142 31.75 67.83 8 0.022 0.134 0.156 31.75 67.83 9 0.028 0.157 0.185 39.88 71.11 10 0.015 0.322 0.337 8.13 94.01 11 0.026 0.342 0.368 8.13 77.31 12 0.026 0.234 0.260 14.57 77.31 13 0.067 0.234 0.301 14.57 13.69 14 0.042 0.165 0.207 21.17 65.50 15 0.042 0.208 0.250 26.77 67.25 16 0.127 0.208 0.335 26.77 89.25 17 0.127 0.354 0.481 34.21 89.25 18 0.169 0.354 0.523 34.21 94.50 19 0.042 0.000 0.042 5.53 42.90 20 0.171 0.000 0.171 8.13 67.83 21 0.326 0.000 0.326 10.59 76.73 22 0.331 0.000 0.331 14.57 89.50 23 0.323 0.000 0.323 15.50 91.00 24 0.398 0.000 0.398 15.71 109.68 25 0.080 0.000 0.080 21.17 89.25 26 0.185 0.000 0.185 21.17 109.68 27 0.066 0.000 0.066 26.69 91.00 28 0.398 0.000 0.398 26.77 83.36 29 0.173 0.000 0.173 31.75 67.83 10 12 14 24m 25m 2 2 ff lo m m 13 15 Ke 0.7660 0.6500 0.7086 0.7086 0.8131 0.8294 0.8328 0.8113 0.7107 0.6500 0.6500 0.6500 0.6500 0.8294 0.6500 0.7053 0.6786 0.6786 0.6500 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 ,17 19 28m 2 m 30m 16 18 202171 7 6 2 n 4 2m 20m 2 IM 12 0 mi m 1 m Om 5 8 9 11 24m 25m 2 2 ff lo m m 13 15 Ke 0.7660 0.6500 0.7086 0.7086 0.8131 0.8294 0.8328 0.8113 0.7107 0.6500 0.6500 0.6500 0.6500 0.8294 0.6500 0.7053 0.6786 0.6786 0.6500 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 ,17 19 28m 2 m 30m 16 18 202171 CSI SHEAR DATA Load Case 2 Member 0 Actual Allowable Csi Location 0 11.50 237 0.048 0.000 1 20.59 237 0.087 61.144 2 16.05 237 0.068 71.659 3 15.97 237 0.067 121.775 4 19.44 237 0.082 132.407 5 25.61 237 0.108 248.084 6 25.24 237 0.106 259.764 7 19.69 237 0.083 375.674 8 16.12 237 0.068 386.225 9 20.72 237 0.087 446.898 10 37.70 237 0.159 91.625 11 28.96 237 0.122 103.447 12 23.99 237 0.101 168.865 13 26.11 237 0.110 180.288 14 25.35 237 0.107 248.045 15 23.67 237 0.100 315.402 16 28.21 237 0.119 327.200 17 34.41 237 0.145 404.550 18 38.39 237 0.162 416.406 19 0.00 237 0.000 95.555 20 0.00 237 0.000 125.819 21 0.00 237 0.000 174.813 22 0.00 237 0.000 185.619 23 0.00 237 0.000 188.421 24 0.00 237 0.000 252.276 25 0.00 237 0.000 254.000 26 0.00 237 0.000 321.250 27 0.00 237 0.000 321.220 28 0.00 237 0.000 380.949 29 0.00 237 0.000 409.269 30 0.00 237 0.000 439.671 m i 0 10 12 14 m m 4m 7m 7 17 6 q 2m 2 m 24m 25m 2 2 m 19 20m 2.n 28m 2.m lm 1,� 30m 1 2 20212 0 Om mi m m 'I', m m m m Ism um 3m 5 8 9 11 13 15 16 18 ** ALPINE TRUSS ANALYSIS PROGRAM ** ** FULL ENGINEERING OUTPUT ** ** VERSION 18.20 ** s TIME: Wed Sep 10 14:53:05 2003 JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY DESCRIPTION: C-4 HIP 116'SBI CSI DATA Member 0 -------- (per ply) Csi' Location 0 25.30 Load Case 1 0.000 1 42.26 237 Member 9 AX + BD = Total Loc Max (ft) Len (in) 0 0.007 0.135 0.142 0.00- 20.12 1 0.063 0.243 0.305 0.29 70.61 2 0.049 0.208 0.257 5.53 67.83 3 0.041 0.297 0.338 10.59 67.83 4 0.022 0.297 0.319 10.59 67.83 5 0.015 0.419 0.435 21.17 66.30 6 0.000 0.419 0.420 21.17 66.30 7 0.001 0.024 0.024 27.33 17.29 8 0.242 0.116 0.358 8.13 94.01 9 0.194 0.116 0.311 8.13 89.25 10 0.110 0.089 0.199 15.56 67.25 11 0.110 0.069 0.179 21.17 67.25 12 0.110 0.074 0.183 24.58 67.25 13 0.000 0.010 0.010 27.01 14.50 14 0.072 0.000 0.072 5.53 42.90 15 0.131 0.000 0.131 8.13 67.83 16 0.496 0.000 0.496 10.59 83.36 17 0.092 0.000 0.092 15.56 91.00 18 0.130 0.000 0.130 15.56 109.68 19 0.034 0.000 0.034 21.17 89.25 20 0.407 0.000 0.407 21.17 109.68 21 0.097 0.000 0.097 26.69 91.00 22 0.379 0.000 0.379 26.77 85.13 23 0.980 0.000 0.980 27.98 84.63 CSI SHEAR DATA Load Case 1 Member 0 Actual Allowable Csi' Location 0 25.30 237 0.107 0.000 1 42.26 237 0.178 3.500 2 30.65 237 0.129 ' 71.659 3 35.52 237 0.150 121.775 4 41.23 237 0.174 132.326 5 52.17 237 0.220 248.236 6 52.17 237 0.220 259.764 7 3.40 237 0.014 325.438 8 14.53 237 0.061 91.625 9 13.47 237 0.057 103.450 10 9.82 237 0.041 192.598 11 8.70 237 0.037 248.152 12 11.44 237 0.048 259.848 13 1.63 237 0.007 329.950 Ke 0.7660 0.6500 0.7103 0.7103 0.8113 0.8311 0.8311 0.8000 0.6500 0.6783 0.7067 0.7067 0.6500 0.8871 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 ' 0.8000 0.8000 0.8000 0.8000 15 0.00 237 0.000 125.819 16 0.00 237 0.000 186.750 17 0.00 237 0.000 187.687 18 0.00 237 0.000 254.000 19 0.00 237 0.000 254.000 20 0.00 237 0.000 321.250 21 0.00 237 0.000 321.220 22 0.00 237 0.000 335.267 23 0.00 237 0.000 335.750 CSI DATA -------- (per ply) Load Case 2 Member H AX + BD = Total Loc Max (ft) Len (in) 0 0.003 0.061 0.064 0.00 20.12 1 0.040 0.121 0.161 2.69 70.61 2 0.036 0.104 0.140 5.53 67.83 3 0.033 0.138 0.170 10.59 67.83 4 0.015 0.138 0.153 10.59 67.83 5 0.011 0.199 0.209 21.17 66.30 6 0.000 0.199 0.199 21.17 66.30 7 0.000 0.011 0.012 27.33 17.29 8 0.200 0.340 0.541 8.13 94.01 9 0.162 0.340 0.502 8.13 89.25 10 0.092 0.212 0.304 15.56 67.25 11 0.092 0.160 0.253 21.17 67.25 12 0.092 0.160 0.253 21.17 67.25 13 0.000 0.076 0.076 26.77 14.50 14 0.035 0.000 0.035 5.53 42.90 15 0.164 0.000 0.164 8.13 67.83 16 0.387 0.000 0.387 10.59 83.36 17 0.117 0.000 0.117 15.56 91.00 18 0.119 0.000 0.119 15.56 109.68 19 0.079 0.000 0.079 21.17 89.25 20 0.337 .0.000 0.337 21.17 109.68 21 0.013 0.000 0.013 26.69 91.00 22 0.334 0.000 0.334 26.77 85.13 23 0.850 0.000 0.850 27.98 84.63 CSI SHEAR DATA Load Case 2 Member 0 Actual Allowable Csi Location 0 11.50 237 0.048 0.000 1 18.77 237 0.079 3.500 2 15.09 237 0.064 71.659 3 16.93 237 0.071 121.775 4 19.79 237 0.083 132.326 5 25.12 237 0.106 248.236 6 25.12 237 0.106 259.764 7 1.65 237 0.007 325.438 8 37.42 237 0.158 91.625 9 34.02 237 0.143 103.450 10 23.93 237 0.101 192.598 11 21.04 237 0.089 248.152 12 24.84 237 0.105 259.848 13 11.11 237 0.047 327.050 3 Ke 0.7660 0.6500 0.7103 0.7103 0.8113 0.8311 0.8311 0.8000 0.6500 0.6783 0.7067 0.7067 0.6500 0.8871 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 9 11 13 5 8 10 12 14 16 23m I 15 0.00 237 0:000 125.819 16 0.00 237 0.000 186.750 17 0.00 237 . 0.000 187.687 18 0.00 237 0.000 254.000 19 0.00 237 0.000 254.000 20 0.00 237 0.000 321.250 21 0.00 237 0.000 321.220 22 0.00 237 0.000 335.267 23 0.00 237 0.000 335.750 9 11 13 15 5m 6m 1m 4m �7 6 3 2m 17m 18m 19m 20, 21 Ti 4 2 23m 15m 16 lm 14 123 0 25mm 8m 9m lom llm 12m 1 Om 5 8 10 12 14 16 b. b ** ALPINE TRUSS ANALYSIS PROGRAM ** 18 0.00 237 0.000 297.250 ** PULL ENGINEERING OUTPUT ** 19 0.00 237 0.000 334.547 ** VERSION 18.2f3 ** 20 0.00 237 0.000 335.750 DATE d TIME: Wed Sep 10 14:53:06 2003 CSI DATA TRUSS JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY ------ (per ply) TRUSS DESCRIPTION: C -4A HIP (18'SB] Load Case 2 Member 0 AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.041 0.159 0.201 2.67 71.11 0.6500 1 0.038 0.092 0.130 5.53 67.83 0.7297 CSI DATA 2 0.034 0.242 0.276 10.59 67.83 0.7297 -------- (per ply) 3 0.023 0.268 0.291 14.78 94.66 0.7913 Load Case 1 4 0.008 0.073 0.081 21.02 40.56 0.8360 Member H AX + BD = Total Loc Max (ft) Len (in) Ke 5 0.002 0.073 0.075 21.02 44.06 0.8263 0 0.061 0.280 0.340 2.67 71.11 0.6500 6 0.002 0.075 0.077 26.44 44.13 0.8000 1 0.051 0.193 0.244 5.53 67.83 0.7297 7 0.205 0.438 0.643 8.13 94.50 0.6530 2 0.043 0.509 0.552 10.59 67.83 0.7297 8 0.165 0.438 0.603 8.13 113.25 0.6659 3 0.030 0.564 0.594 14.78 94.66 0.7913 9 0.165 0.400 0.564 17.56 113.25 0.6659 4 0.011 0.161 0.172 21.02 40.56 0.8360 10 0.079 0.400 0.479 17.56 86.50 0.6812 5 0.002 0.161 0.163 21.02 44.06 0.8263 11 0.000 0.152 0.152 24.77 38.50 0.8627 6 0.003 0.156 0.159 26.23 44.13 0.8000 12 0.034 0.000 0.034 5.53 42.90 0.8000 7 0.248 0.168 0.416 8.13 94.50 0.6530 13 0.179 0.000 0.179 8.13 67.83 0.8000 8 0.200 0.168 0.368 8.13 113.25 0.6659 14 0.283 0.000 0.283 10.59 101.33 0.8000 9 0.200 0.165 0.365 17.56 113.25 0.6659 15 0.097 0.000 0.097 17.56 103.00 0.8000 10 0.096 0.165 0.261 17.56 86.50 0.6812 16 0.165 0.000 0.165 17.56 108.77 0.8000 11 0.000 0.054 0.054 24.77 38.50 0.8627 17 0.375 0.000 0.375 21.02 110.10 0.8000 12 0.070 0.000 0.010 5.53 42.90 0.8000 18 0.026 0.000 0.026 24.69 103.00 0.8000 13 0.138 0.000 0.138 8.13 67.83 0.8000 19 0.294 0.000 0.294 24.77 90.92 0.8000 14 0.370 0.000 0.370 10.59 101.33 0.8000 20 0.813 0.000 0.813 27.98 84.63 0.8000 15 0.067 0.000 0.067 17.56 103.00 0.8000 16 0.164 0.000 0.164 17.56 108.77 0.8000 17 0.473 0.000 0.473 21.02 110.10 0.8000 CSI SHEAR DATA 18 0.005 0.000 0.005 24.69 103.00 0.8000 -------------- 19 0.341 0.000 0.341 24.77 90.92 0.8000 Load Case 2 20 0.984 0.000 0.984 27.98 84.63 0.8000 Member 8 Actual Allowable Csi Location 0 18.96 237 0.080 61.102 • 1 11.90 237 0.050 71.659 CSI SHEAR DATA 2 20.12 237 0.085 121.775 -------------- 3 28.42 237 0.120 132.342 Load Case 1 4 13.68 237 0.058 246.460 Member 0 Actual Allowable Csi Location 5 14.61 237 0.061 258.121 0 39.60 237 0.167 3.000 6 9.25 237 0.039 301.545 1 24.42 237 0.103 71.659 7 40.28 237 0.170 91.594 2 41.75 237 0.176 121.775 8 41.66 237 0.175 103.461 3 58.91 237 0.248 132.342 9 40.37 237 0.170 204.789 4 28.74 237 0.121 246.460 10 35.58 237 0.150 216.716 5 30.62 237 0.129 258.121 11 18.23 237 0.077 303.173 6 19.11 237 •0.080 301.545 12 0.00 237 0.000 95.555 7 16.77 237 0.071 91.594 13 0.00 237 0.000 125.819 8 16.93 237 0.071 103.461 14 0.00 237 0.000 208.425 9 16.84 237 0.071 204.789 15 0.00 237 0.000 211.717 10 14.86 237 0.063 216.716 16 0.00 237 0.000 251.158 11 7.07 237 0.030 303.173 17 0.00 237 0.000 296.096 12 0.00 237 0.000 95.555 18 0.00 237 0.000 297.250 13 0.00 237 0.000 125.819 19 0.00 237 0.000 334.547 14 0.00 237 0.000 208.425 20 0.00 237 0.000 335.750 15 0.00 • 237 0.000 211.717 16 0.00 237 0.000 251.158 9 10 11 4m Sm 3m 6m 13 6 5 2 15m16m 17. 1 3 lm 19m 20m 13m 14m Om 12 \/ 012 ��v 22mn 7m 8m 9m lom llm 4 7 8 12 14 ** ALPINE TRUSS ANALYSIS PROGRAM ** ** FULli ENGINEERING OUTPUT ** ** VERSION 18.20 ** 6 TIME: Wed Sep 10 14:53:08 2003 JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY DESCRIPTION: C-5 COMM W -MECHANICAL UNIT LOADS CSI DATA -------- (per ply) Load Case 1 Member 0 AX + BD = Total 'Loc Max (ft) Len (in) Ke 0 0.078 0.596 0.674 3.54 97.47 0.6500 1 0.032 0.532 0.564 7.50 92.24 0.7105 2 0.024 0.701 0.725 14.37 92.24 0.7105 3 0.015 0.762 0.777 18.22 91.16 0.8120 4 0.014 0.818 0.832 24.46 91.40 0.8000 5 0.243 0.170 0.413 2.72 . 86.00 0.6500 6 0.243 0.136 0.378 7.42 80.75 0.6967 7 0.168 0.089 0.257 14.15 84.25 0.7038 8 0.168 0.144 0.312 21.17 84.25 0.7038 9 0.000 0.144 0.144 21.17 81.75 0.8132 10 0.039 0.000 0.039 7.42 42.13 0.8000 11 0.589 0.000 0.589 7.50 89.53 0.8000 12 0.149 0.000 0.149 14.15 83.38 0.8000 13 0.557 0.000 0.557 14.37 114.86 0.8000 14 0.044 0.000 0.044 21.17 123.75 0.8000 15 0.331 0.000 .0.331 21.17 114.08 0.8000 16 0.418 0.000 0.418 27.98 84.63 0.8000 CSI SHEAR DATA -------------- Load Case 1 Member 0 Actual Allowable Csi Location 0 53.91 237 0.227 84.697 1 42.93 237 0.181 95.290 2 48.88 237 0.206 167.145 3 67.21 237 0.283 177.728 4 45.49 237 0.192 259.274 5 16.32 237 0.069 83.069 6 12.41 237 0.052 94.981 7 11.03 237 0.046 175.560 8 13.18 237 0.055 248.190 9 14.58 237 0.061 259.839 10 0.00 237 0.000 89.907 11 0.00 237 0.000 167.176 12 0.00 237 0.000 172.467 13 0.00 237 0.000 251.962 14 0.00 237 0.000 254.000 15 0.00 237 0.000 333.706 16 0.00 237 0.000 335.750 CSI DATA -------- iso. MIA 0►9�■[MIG\\\■■M��■�■1\\■■�i�■i�7!\■����!�E Member 0 AK + BD = Total Loc Max (ft) Len (in) Ke 0 0.050 0.251 0.302 3.32 97.47 0.6500 1 0.018 0.229 0.247 7.50 92.24 0.7105 2 0.015 0.236 0.251 14.37 92.24 0.7105 3 0.005 0.236 0.241 14.37 91.16 0.8120 4 0.008 0.324 0.333 24.46 91.40 0.8000 5 0.194 0.281 0.476 7.42 86.00 0.6500 6 0.194 0.281 0.475 7.42 80.75 0.6967 7 0.129 0.208 0.337 14.15 84.25 0.7038 8 0.129 0.311 0.439 21.17 84.25 0.7038 9 0.000 0.311 0.311 21.17 81.75 0.8132 l 10 0.100 0.000 0.100 7.42 42.13 0.8000 11 0.507 0.000 0.507 7.50 89.53 0.8000 (� 12 0.186 0.000 0.186 14.15 83.38 0.8000 13 0.425 0.000 0.425 14.37 114.86 0.8000 14 0.106 0.000 0.106 21.17 123.75 0.8000 15 0.256 0.000 0.256 21.17 114.08 0.8000 16 0.299 0.000 0.299 27.98 84.63 0.8000 CSI SHEAR DATA -------------- Load Case 2 Member 0 Actual Allowable Csi Location 0 26.20 237 0.110 84.697 1 21.28 237 0.090 95.290 2 21.57 237 0.091 167.145 3 25.99 237 0.109 177.728 4 21.23 237 0.089 259.274 5 34.97 237 0.147 83.069 6 29.55 237 0.124 94.981 7 27.11 237 0.114 175.560 8 31.68 237 0.133 248.190 9 35.53 237 0.150 259.839 10 0.00 237 0.000 89.907 11 0.00 237 0.000 167.176 12 0.00 237 0.000 172.467 13 0.00 237 0.000 251.962 14 0.00 237 0.000 254.000 15 0.00 237 0.000 333.706 16 0.00 237 0.000 335.750 Om • I 110m 1 3m 4m 1 11 52m 14m lm 4 j< 12m 13 15m 16m Om • I 110m 1 ** ALPINE TRUSS ANALYSIS PROGRAM ** ** PULL ENGINEERING OUTPUT ** ** VERSION 18.2f3 ** ++++++++++++++++++++++++++++++++++++++++++++++++++ b TIME: Wed Sep 10 14:53:09 2003 JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY DESCRIPTION: C-6 MONO/HIP 114'SB) CSI DATA 0 AX + BD = Total Loc Max (ft) Member 0 Actual -------- (per ply) Csi Location 0 25.30 237 Load Case 1 1 52.54 237 0.221 81.282 Member H AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.007 0.135 0.142 0.00 20.12 0.7660 1 0.048 0.531 0.579 7.21 93.06 0.6500 2 0.030 0.531 0.561 7.21 86.37 0.8161 3 0.020 0.716 0.736 20.84 86.42 0.8305 4 0.000 0.706 0.706 20.84 85.62 0.8317 5 0.236 0.099 0.335 3.46 82.01 0.6500 6 0.236 0.093 0.329 13.56 77.25 0.7011 7 0.134 0.093 0.227 13.56 87.38 0.6998 8 0.134 0.129 0.263 20.84 87.38 0.6998 9 0.134 0.129 0.263 20.84 . 85.62 0.8126 10 0.031 0.000 0.031 7.13 40.37 0.8000 11 0.542 0.000 0.542 7.21 84.08 0.8000 12 0.092 0.000 0.092 13.56 79.00 0.8000 13 0.093 0.000 0.093 13.56 114.03 0.8000 14 0.046 0.000 0.046 20.84 77.25 0.8000 15 0.524 0.000 0.524 20.84 111.48 0.8000 16 0.132 0.000 0.132 27.98 77.25 0.8000 CSI SHEAR DATA Load Case 1 0 AX + BD = Total Loc Max (ft) Member 0 Actual Allowable Csi Location 0 25.30 237 0.107 0.000 1 52.54 237 0.221 81.282 2 55.39 237 0.233 91.795 3 70.39 237 0.296 244.166 4 70.04 237 0.295 256.030 5 12.95 - 237 0.055 79.643 6 11.25 237 0.047 156.808 7 11.84 237 0.050 168.575 8 13.41 237 0.056 244.300 9 15.14 237 0.064 256.030 10 0.00 237 0.000 86.403 11 0.00 237 0.000 162.750 12 0.00 237 0.000 163.683 13 0.00 237 0.000 247.941 14 0.00 237 0.000 250.125 15 0.00 237 0.000 335.750 16 0.00 237 0.000 335.750 DATA t Member 0 AX + BD = Total Loc Max (ft) Len (in) 0 0.003 0.061 0.064 0.00 20.12 1 0.037 0.255 0.292 7.21 93.06 2 0.020 0.255 0.276 7.21 86.37 3 0.015 0.342 0.356 20.84 86.42 4 0.000 0.337 0.337 20.84 85.62 5 0.200 0.236 0.436 7.13 82.01 6 0.199 0.236 0.435 7.13 77.25 7 0.113 0.219 0.332 13.56 87.38 8 0.113 0.333 0.446 20.84 87.38 9 0.113 0.333 0.446 20.84 85.62 10 0.090 0.000 0.090 7.13 40.37 11 0.444 0.000 0.444 7.21 84.08 12 0.128 0.000 0.128 13.56 79.00 13 0.087 0.000 0.087 13.56 114.03 14 0.114 0.000 0.114 20.84 71.25 15 0.441 0.000 0.441 20.84 111.48 16 0.064 0.000 0.064 27.98 77.25 CSI SHEAR DATA Ke 0.7660 0.6500 0.8161 0.8305 0.8317 0.6500 0.7011 0.6998 0.6998 0.8126 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 Load Case 2 •f Member 0 Actual Allowable Csi Location 0 11.50 237 0.048 0.000 1 26.12 237 0.110 81.282 2 26.77 237 0.113 91.795 3 33.96 237 0.143 244.166 4 33.79 237 0.142 256.030 5 31.87 237 0.134 79.643 6 26.86 237 0.113 91.442 7 28.20 237 0.119 168.575 8 33.10 237 0.139 244.300 9 37.21 237 0.157 256.030 10 0.00 237 0.000 86.403 11 0.00 237 0.000 162.750 12 0.00 237 0.000 163.683 13 0.00 237 0.000 247.941 14 0.00 237 0.000 250.125 15 0.00 237 0.000 335.750 16 0.00 237 0.000 335.750 7 9 M 4 6 8 10 12 16m I ALPINE TRUSS ANALYSIS PROGRAM ** * FULL ENGINEERING OUTPUT ** VERSION 18.20 b TIME: Wed Sep 10 14:53:11 2003 JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY DESCRIPTION: D-1 COMM CSI DATA -------- (per ply) Load Case 1 Member # AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.081 0.662 0.743 7.07 94.72 0.6581 1 0.005 0.672 0.677 7.07 92.85 0.8125 2 0.020 0.585 0.604 20.78 91.09 0.8126 3 0.021 0.585 0.606 20.78 92.99 0.6500 4 0.067 0.135 0.142 27.98 20.12 0.7660 5 0.109 0.161 0.271 0.74 65.38 0.6500 6 0.026 0.119 0.145 5.45 48.71 0.7516 7 0.078 0.096 0.174 9.51 107.58 0.6527 8 0.078 0.212 0.290 18.47 107.58 0.6527 9 0.162 0.212 0.374 18.47 110.59 0.6500 10 0.379 0.000 0.379 5.45 44.43 0.8000 11 0.149 0.000 0.149 7.07 48.49 0.8000 12 0.131 0.000 0.131 9.51 96.97 0.8000 13 0.244 0.000 0.244 13.99 96.97 0.8000 14 0.146 0.000 0.146 18.47 48.49 0.8000 CSI SHEAR DATA Load Case 1 0.301 0.316 20.78 4 0.003 Member # Actual Allowable Csi Location 0 60.05 237 0.253 79.526 1 61.21 237 0.258 90.185 2 58.78 237 0.248 244.089 3 54.41 237 0.229 254.694 4 25.30 237 0.107 335.750 5 16.36 237 0.069 59.432 6 7.08 237 0.030 71.105 7 13.91 237 0.059 120.060 8 17.97 237 0.076 215.690 9 19.40 237 0.082 227.644 10 0.00 237 0.000 83.612 11 0.00 237 0.000 112.458 12 0.00 237 0.000 167.875 13 0.00 237 0.000 221.667 14 0.00 237 0.000 249.345 CSI DATA -------- (per ply) Load Case 2 Member # AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.060 0.331 0.391 7.07 94.72 0.6581 1 0.004 0.336 0.339 7.07 92.85 0.8125 I 3 0.015 0.301 0.316 20.78 4 0.003 0.061 0.064 27.98 5 0.073 0.194 0.267 2.23 6 0.017 0.257 0.275 9.51 7 0.065 0.257 0.322 9.51 8 0.065 0.523 0.588 18.47 9 0.132 0.523 0.656 18.47 10 0.292 0.000 0.292 5.45 11 0.169 0.000 0.169 7.07 12 0.074 0.000 0.074 9.51 13 0.253 0.000 0.253 13.99 14 0.073 0.000 0.073 18.47 CSI SHEAR DATA 92.99 0.6500 20.12 0.7660 65.38 0.6500 48.71 0.7516 107.58 0.6527 107.58 0.6527 110.59 0.6500 44.43 0.8000 48.49 0.8000 96.97 0.8000 96.97 0.8000 48.49 0.8000 Load Case 2 Member # Actual Allowable Csi Location � 0 29.98 237 0.126 19.526_ 1 29.83 237 0.126 90.185 2 28.81 237 0.121 244.089 3 28.70 237 0.121 254.694 4 11.50 237 0.048 335.750 5 27.51 237 0.116 59.432 6 18.75 237 0.079 108.353 7 34.04 237 0.143 120.060 8 43.37 237 0.183 215.690 9 46.43 237 0.195 227.644 10 0.00 237 0.000 83.612 11 0.00 237 0.000 112.458 12 0.00 237 0.000 167.875 13 0.00 237 0.000 221.667 14 0.00 237 0.000 249.345 6 2 4 5 7 "* ALPINE TRUSS ANALYSIS PROGRAM ** PULL ENGINEERING OUTPUT ** VERSION 18.20 ** d TIME: Wed Sep 10 14:53:12 2003 JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY DESCRIPTION: D-2 CONN CSI DATA Member # Actual -------- (per ply) Location 0 59.55 237 0.251 Load Case 1 61.04 237 0.257 90.185 2 Member # AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.077 0.654 0.731 7.07 94.72 0.6581 1 0.007 0.663 0.670 7.07 92.85 0.8125 2 0.014 0.511 0.525 16.89 92.85 0.7835 3 0.000 0.491 0.491 20.91 41.17 0.8841 4' 0.097 0.164 0.261 0.00 53.38 0.6757 5 0.059 0.119 0.178 9.51 60.71 0.7162 6 0.068 0.119 0.187 9.51 107.58 0.6510 7 0.068 0.148 0.216 18.47 107.58 0.6510 8 0.087 0.148 0.235 18.47 66.08 0.8437 9 0.461 0.000 0.461 4.45 51.03 0.8000 10 0.044 0.000 0.044 7.07 48.49 0.8000 11 0.004 0.000 0.004 9.51 96.97 0.8000 12 0.075 0.000 0.075 13.99 96.97 0.8000 13 0.016 0.000 0.016 18.47 48.49 0.8000 14 0.336 0.000 0.336 20.91 52.23 0.8000 15 0.001 0.000 0.001 23.98 22.50 0.8000 CSI SHEAR DATA Load Case 1 Member # Actual Allowable Csi Location 0 59.55 237 0.251 79.526 1 61.04 237 0.257 90.185 2 57.60 237 0.243 245.565 3 39.56 237 0.167 256.184 4 15.93 237 0.067 47.444 5 8.75 237 0.037 108.302 6 15.43 237 0.065 120.060 7 16.44 237 0.069 215.690 8 13.32 237 0.056 227.413 9 0.00 237 0.000 83.080 10 0.00 237 0.000 112.458 11 0.00 237 0.000 167.875 12 0.00 237 0.000 221.667 13 0.00 237 0.000 249.297 14 0.00 237 0.000 287.750 15 0.00 237 0.000 287.750 CSI DATA -------- (per ply) Load Case 2 Member # AX + BD = Total Loc Max (ft) Len (in) Ke W1 1 0.005 0.326 0.330 7.07 92.85 0.8125 2 0.011 0.248 0.259 16.89 92.85 0.7835 3 0.000 0.232 0.232 20.91 41.17 0.8841 4 0.057 0.146 0.203 1.48 53.38 0.6757 5 0.045 0.321 0.366 9.51 60.71 0.7162 6 0.055 0.321 0.376 9.51 107.58 0.6510 7 0.055 0.364 0.419 18.47 107.58 0.6510 8 0.069 0.364 0.432 18.47 66.08 0.8437 9 0.351 0.000 0.351 4.45 51.03 0.8000 10 0.087 0.000 0.087 7.07 48.49 0.8000 11 0.039 0.000 0.039 9.51 96.97 0.8000 12 0.104 0.000 0.104 13.99 96.97 0.8000 13 0.034 0.000 0.034 18.47 48.49 0.8000 14 0.265 0.000 0.265 20.91 52.23 0.8000 15 0.001 0.000 0.001 23.98 22.50 0.8000 CSI SHEAR DATA ---------------- Load Case 2 Member # Actual Allowable Csi Location 0 29.30 237 0.123 79.526 1 29.63 237 0.125 90.185 2 27.75 237 0.117 245.565 3 18.89 237 0.080 256.184 4 23.46 237 0.099 47.444 5 25.95 237 0.109 108.302 6 37.96 237 0.160 120.060 7 39.46 237 0.166 215.690 8 32.48 237 0.137 227.413 9 0.00 237 0.000 83.080 10 0.00 237 0.000 112.458 11 0.00 237 0.000 167.875 12 0.00 237 0.000 221.667 13 0.00 237 0.000 249.297 14 0.00 237 0.000 287.750 15 0.00 237 0.000 287.750 6 15m .................................. 1J 9.JU Lai U. U10 LOD. 7JU ALPINE TRUSS ANALYSIS PROGRAM * 14 0.00 237 0.000 62.379 ** FULL ENGINEERING OUTPUT ** 15 0.00 237 0.000 114.750 ** VERSION 18.2f3 ** 16 0.00 237 0.000 115.669 ++++++*+++++++++++++++++++++++++++++++++++++++++++ 17 0.00 237 0.000 161.230 18 0.00 237 0.000 163.167 DATE 6 TIME: Wed Sep 10 14:53:13 2003 19 0.00 237 0.000 209.833 TRUSS JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY 20 0.00 237 0.000 213.333 TRUSS DESCRIPTION: D-3 HIP )10'SB) 21 0.00 237 0.000 260.000 22 0.00 237 0.000 ,260.000 23 0.00 237 0.000 287.750 24 0.00 237 0.000 287.750 CSI DATA -------- IPeL P1Y1 Load Case 1 CSI DATA Member 0 AX + BD = Total Loc Max (ft) Len (in) Ke -------- (per ply) 0 0.007 0.135 0.142 0.00 20.12 0.7660 Load Case 2 1 0.044 0.238 0.282 0.29 66.23 0.6500 Member 9 AX + BD = Total Loc Max (ft) Len (in) Ke 2 0.027 0.215 0.242 5.21 59.54 0.8179 0 0.003 0.061 0.064 0.00 20.12 0.7660 3 0.019 0.171 0.191 13.60 47.48 0.8145 1 0.031 0.107 0.138 0.29 66.23 0.6500 4 0.015 0.171 0.186 13.60 50.17 0.7178 2 0.018 0.101 0.118 7.87 59.54 0.8179 5 0.003 0.171 0.173 17.78 45.73 0.8167 3 0.014 0.076 0.090 11.37 47.48 0.8145 6 0.003 0.082 0.085 22.67 32.11 0.8000 4 0.010 0.080 0.091 17.78 50.17 0.7178 7 0.202 0.060 0.262 0.29 58.01 0.6607 5 0.002 0.080 0.082 17.78 45.73 0.8167 8 0.202 0.044 0.246 9.56 53.25 0.6904 6 0.002 0.040 0.042 22.67 32.11 0.8000 9 0.169 0.044 0.213 9.56 48.42 0.6938 7 0.172 0.099 0.271 2.71 58.01 0.6607 10 0.169 0.022 0.191 12.00 48.42 0.6938 8 0.172 0.094 0.266 9.56 53.25 0.6904 11 0.169 0.028 0.197 17.49 46.67 0.6964 9 0.142 0.094 0.237 9.56 48.42 0.6938 12 0.133 0.030 0.164 19.70 50.17 0.6768 10 0.142 0.064 0.206 13.60 48.42 0.6938 13 0.000 0.022 0.022 21.67 , 27.75 0.8439 11 0.142 0.082 0.224 17.49 46.67 0.6964 14 0.012 0.000 0.012 5.13 28.37 0.8000 12 0.112 0.082 0.194 17.49 50.17 0.6768 15 0.156 0.000 0.156 5.21 57.27 0.8000 13 0.000 0.066 0.066 21.67 27.75 0.8439 16 0.141 0.000 0.141 9.56 55.00 0.8000 14 0.057 0.000 0.057 5.13 28.37 0.8000 17 0.084 0.000 0.084 9.56 69.66 0.8000 15 0.130 0.000 0.130 5.21 57.27 0.8000 18 0.020 0.000 0.020 13.60 53.25 0.8000 16 0.151 0.000 0.151 9.56 55.00 0.8000 19 0.220 0.000 0.220 13.60 69.66 0.8000 17 0.061 0.000 0.061 9.56 69.66 0.8000 20 0.131 0.000 0.131 17.49 53.25 0.8000 18 0.052 0.000 0.052 13.60 53.25 0.8000 21 0.510 0.000 0.510 17.78 69.66 0.8000 19 0.183 0.000 0.183 13.60 69.66 0.8000 22 0.016 0.000 0.016 21.59 55.00 0.8000 20 0.146 0.000 0.146 17.49 53.25 0.8000 23 0.296 0.000 0.296 21.67 47.65 0.8000 21 0.423 0.000 0.423 17.78 69.66 0.8000 24 0.230 0.000 0.230 23.98 42.00 0.8000 22 0.039 0.000 0.039 21.59 55.00 0.8000 23 0.254 0.000 0.254 21.67 47.65 0.8000 24 0.190 0.000 0.190 23.98 42.00 0.8000 CSI SHEAR DATA Load Case 1 Member it Actual Allowable Csi Location 0 25.30 237 0.107 0.000 1 39.39 237 0.166 3.500 2 34.84 237 0.147 67.792 3 32.97 237 0.139 157.236 4 28.34 237 0.119 169.069 5 32.23 237 0.136 219.046 6 12.06 237 0.051 264.254 7 10.53 237 0.044 6.400 8 8.33 237 0.035 108.833 9 7.25 237 0.031 120.446 10 5.09 237 0.021 157.471 11 6.30 237 0.027 204.000 12 6.61 237 0.028 215.735 CSI SHEAR DATA Load Case 2 Member 9 Actual Allowable Csi Location 0 11.50 237 0.048 0.000 1 19.14 237 0.081 3.500 2 16.52 237 0.070 67.792 3 15.67 237 0.066 157.236 4 13.88 237 0.058 207.431 5 15.51 237 0.065 219.046 6 5.84 237 0.025 264.254 7 20.45 237 0.086 6.400 8 16.85 237 0.071 108.833 9 16.17 237 0.068 120.446 10 13.80 237 0.058 157.471 7 9 12 13 24m M U.003 12 16.14 237 0.068 215.735 13 11.21 237 0.047 265.550 14 0.00 237 0.000 62.379 15 ' 0.00 237 0.000 114.750 16 0.00 237 0.000 115.669 17 0.00 237 0.000' 161.230 18 0.00 237 0.000 163.167 19 0.00 237 0.000 209.833 20 0.00 237 0.000 213.333 21 0.00 237 0.000 260.000 22 0.00 237 0.000 260.000- 23 0.00 237 0.000 287.750 24 0.00 237 0.000 287.750 7 9 12 13 3m 4m 5m 6m 15 2m 5 16m 17m 18m 19m 20m 21m 22 23m 24m lm _ 14m 15m 123 p 26mm 7m 8m 9m lom llm 12m 13m Om 4 6 8 10 11 14 16 ** ALPINE TRUSS ANALYSIS PROGRAM ** 14 0.00 237 0.000 50.360 * FULL ENGINEERING OUTPUT ** 15 0.00 237 0.000 90.750 ** VERSION 18.20 ** 16 0.00 237 0.000 91.717 ++++++++++++++++++++++++++++++++++++++++++++++++++ 17 0.00 237 0.000 135.196 18 0.00 237 0.000 140.812 DATE a TIME: Wed Sep 10 14:53:14 2003 19 0.00 237 0.000 185.259 TRUSS JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY 20 0.00 237 0.000 187.375 TRUSS DESCRIPTION: D-4 MONO/HIP j8'SB) 21 0.00 237 0.000 231.821 22 0.00 237 0.000 237.438 23 0.00 237 0.000 285.563 24 0.00 237 0.000 287.750 CT CSI DATA -------- (per ply) Load Case 1 CSI DATA Member # AX + BD = Total Loc Max (ft) Len (in) Ke -------- (per ply) 0 0.007 0.135 0.142 0.00 20.12 0.7660 Load Case 2 1 0.044 0.225 0.269 0.29 52.81 0.6500 Member # AX + BD = Total Loc Max (ft) Len (in) Ke 2 0.030 0.134 0.164 6.14 46.12 0.8193 0 0.003 0.061 0.064 0.00 20.12 0.7660 3 0.024 0.165, 0.189 11.44 45.62 0.8167 1 0.031 0.110 0.142 0.29 52.81 0.6500 4 0.036 0.165 0.201 11.44 50.06 0.7031 2 0.022 0.072 0.094 6.14 46.12 0.8193 5 0.014 0.199 0.213 19.79 50.06 0.7083 3 0.018 0.073 0.090 11.44 45.62 0.8167 6 0.000 0.196 0.196 19.79 50.31 0.8110 4 0.026 0.073 0.099 11.44 50.06 0.7031 7 0.203 0.074 0.277 0.29 46.01 0.6708 5 0.010 0.093 0.104 19.79 50.06 0.7083 8 0.203 0.042 0.245 5.11 41.25 0.7061 6 0.000 0.092 0.092 19.79 50.31 0.8110 9 0.216 0.038 0.254 7.56 50.06 0.6776 7 0.174 0.069 0.242 0.29 46.01 0.6708 10 0.199 0.031 0.230 13.67 46.56 0.6945 8 0.173 0.079 0.252 7.56 41.25 0.7061 11 0.199 0.030 0.229 14.00 46.56 0.6945 9 0.182 0.079 0.261 7.56 50.06 0.6776 12 0.199 0.036 0.234 19.49 46.56 0.7156 10 0.167 0.075 0.242 11.73 46.56 0.6945 13 0.129 0.047 0.177 21.99 53.81 0.8030 11 0.167 0.054 0.222 15.61 46.56 0.6945 14 0.001 0.000 0.001 4.13 22.37 0.8000 12 0.167 0.109 0.276 19.49 46.56 0.7156 15 0.058 0.000 0.058 4.21 43.88 0.8000 13 0.109 0.109 0.217 19.49 53.81 0.8030 16 0.179 0.000 0.179 7.56 43.00 0.8000 14 . 0.034 0.000 0.034 4.13 22.37 0.8000 17 0.190 0.000 0.190 7.56 60.91 0.8000 15 0.049 0.000 0.049 4.21 43.88 0.8000 18 0.013 0.000 0.013 11.44 41.25 0.8000 16 0.179 0.000 0.179 7.56 43.00 0.8000 19 0.063 0.000 0.063 11.73 60.91 0.8000 17 0.152 0.000 0.152 7.56 60.91 0.8000 20 0.021 0.000 0.021 15.61 41.25 0.8000 18 0.017 0.000 0.017 11.44 41.25 0.8000 21 0.295 0.000 0.295 15.61 60.91 0.8000 19 0.057 0.000 0.057 11.73 60.91 0.8000 22 0.192 0.000 0.192 19.49 41.25 0.8000 20 0.049 0.000 0.049 15.61 41.25 0.8000 23 0.607 0.000 0.607 19.79 62.39 0.8000 21 0.245 0.000 0.245 15.61 60.91 0.8000 24 0.026 0.000 0.026 23.98 41.25 0.8000 22 0.204 0.000 0.204 19.49 41.25 0.8000 23 0.510 0.000 0.510 19.79 62.39 0.8000 24 0.013 0.000 0.013 23.98 41.25 0.8000 CSI SHEAR DATA -------------- Load Case 1 CSI SHEAR DATA Member # Actual Allowable Csi Location -------------- 0 25.30 237 0.107 0.000 Load Case 2 1 35.51 237 0.150 3.500 Member # Actual Allowable Csi Location 2 24.13 237 0.102 55.624 0 11.50 237 0.048 0.000 3 31.96 237 0.135 131.613 1 17.82 237 0.075 3.500 4 29.26 237 0.123 143.202 2 11.01 237 0.046 55.624 5 30.52 237 0.129 231.548 3 15.17 237 0.064 131.613 6 35.76 237 0.151 243.357 4 14.10 237 0.059 143.202 7 11.00 237 0.046 6.375 5 14.87 237 0.063 231.548 8 8.04 237 0.034 84.857 6 17.19 237 0.072 243.357 9 7.11 237 0.030 96.640 7 17.99 237 0.076 6.375 10 5.95 237 0.025 146.633 8 14.31 237 0.060 84.857 11 5.69 237 0.024 181.555 9 15.65 237 0.066 96.640 12 6.65 237 0.028 228.117 10 14.97 237 0.063 146.633 7 8 11 14 15 3m 4m 5m 6m 5 2m 16m 17m 18 19m 20m 21m 22m 23m 24m 2lm 14m 15m 13 ' 0 26mm 7m 8m 9m lom llm 12m 13m Om 4 6 9 10 12 13 IM 7 6 11 14 11 v b 12 16.34 237 0.069 228.117 13 20.75 237 0.087 239.917 14 0.00 237 0.000 50.360 15 0.00 237 0.000 90.750 16 0.00 237 0.000 91.717 17 0.00 237 0.000 '135.196 18 0.00 237 0.000 140.812 19 0.00 237 0.000 185.259 20 0.00 237 0.000 181.315 21 0.00 231 0.000 231.821 yy '22 0.00 237 0.000 237.438 23 0.00 237 0.000 285.563 24 0.00 237 0.000 287.750 IM 7 6 11 14 11 ** ALPINE TRUSS ANALYSIS PROGRAM ** ** FULL ENGINEERING OUTPUT ** ** VERSION 18.20 ** d TIME: wed Sep 10 14:53:15 2003 JOB KEY/DESCRIPTION: SONNO409 / SOHNREY / DURHAM DAYTON HWY DESCRIPTION: D-5 MONO/HIP I6'SB) 11 -PLY] ------------------------------------------------------------ CSI DATA Member N -------- (per ply) Csi Location 0 23.17 Load Case 1 0.000 1 50.08 237 Member 9 AX + BD = Total Loc Max (ft) Len (in) 0 0.006 0.146 0.152 0.00 20.12 1 0.158 0.414 0.572 3.50 72.10 2 0.127 0.395 0.523 6.75 41.86 3 0.247 0.316 0.563 9.13 46.30 4 0.197 0.250 0.447 16.85 46.30 5 0.075 0.291 0.366 20.56 44.55 6 0.000 0.287 0.287 20.56 41.05 7 0.400 0.124 0.524 3.00 65.01 8 0.559 0.069 0.628 5.71 44.55 9 0.586 0.086 0.672 11.09 42.80 10 0.586 0.067 0.653 11.98 42.80 11 0.586 0.079 0.665 14.65 42.80 12 0.493 0.069 0.562 18.29 44.55 13 0.293 0.076 0.369 22.25 44.55 14 0.370 0.000 0.370 5.64 31.00 15 0.469 0.000 0.469 5.71 50.41 16 0.086 0.000 0.086 9.13 29.25 17 0.011 0.000 0.071 9.42 50.41 18 0.039 0.000 0.039 12.99 29.25 19 0.251 0.000 0.251 12.99 50.41 20 0.214 0.000 0.214 16.55 29.25 21 X0.554 0.000 0.554 16.85 50.41 22 0.441 0.000 0.441 20.21 29.25 23 0.800 0.000 0.800 20.56 47.60 24 0.026 0.000 0.026 23.98 29.25 CSI SHEAR DATA Load Case 1 Member N Actual Allowable Csi Location 0 23.17 237 0.100 0.000 1 50.08 237 0.211 3.500 2 113.43 237 0.478 70.705 3 51.71 237 0.218 115.337 4 49.42 237 0.208 196.362 5 47.94 237 0.202 240.760 6 53.19 237 0.224 .252.564 7 19.67 237 0.083 6.455 8 12.75 237 0.054 74.970 9 9.72 237 0.041 118.757 10 10.44 237 0.044 150.143 11 10.30 237 0.043 192.943 12 11.59 237 0.049 237.260 0 L 0 Ke 0.7660 0.7265 0.8170 0.7029 0.6888 0.7058 0.8159 0.6500 0.7088 0.6927 0.6927 0.6927 0.7060 0.8113 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 14 0.00 237 0.000 68.435 15 0.00 237 0.000 107.269 16 0.00 237 0.000 113.050 17 0.00 237 0.000 155.850 18 0.00 237 0.000 155.850 19 0.00 237 0.000 198.650 20 0.00 237 0.000 201.832 21 0.00 237 0.000 240.919 22 0.00 237 0.000 246.382 23 0.00 237 0.000 285.469 24 0.00 237 0.000 287.750 CSI DATA -------- (per ply) Load Case 2 Member 0 AX + BD = Total Loc Max (ft) Len (in) 0 0.003 0.061 0.064 0.00 20.12 1 0.027 0.159 0.187 3.29 72.10 2 0.022 0.063 0.085 7.14 41.86 3 0.043 0.056 0.099 11.06 46.30 4 0.036 0.058 0.094 14.92 46.30 5 0.014 0.059 0.073 20.56 44.55 6 0.000 0.058 0.058 20.56 41.05 7 0.167 0.135 0.301 2.75 65.01 8 0.232 0.130 0.361 5.71 44.55 9 0.248 0.058 0.306 11.09 42.80 10 0.248 0.048 0.296 12.99 42.80 11 0.248 0.050 0.298 14.89 42.80 12 0.210 0.074 0.284 20.27 44.55 13 0.125 0.074 0.199 20.27 44.55 14 0.201 0.000 0.201 5.64 31.00 15 0.191 0.000 0.191 5.71 50.41 16 0.072 0.000 0.072 9.13 29.25 17 0.040 0.000 0.040 9.42 50.41 18 0.050 0.000 0.050 12.99 29.25 19 0.100 0.000 0.100 12.99 50.41 20 0.119 0.000 0.119 16.55 29.25 21 0.230 0.000 0.230 16.85 50.41 22 0.222 0.000 0.222 20.27 29.25 23 0.341 0.000 0.341 20.56 47.60 24 0.007 0.000 0.007 23.98 29.25 CSI SHEAR DATA Load Case 2 Member # Actual Allowable Csi Location 0 11.50 237 0.048 0.000 1 23.49 237 0.099 3.500 2 12.91 237 0.054 103.574 3 12.49 237 0.053 115.337 4 12.45 237 0.052 161.637 5 12.17 237 0.051 240.760 6 13.15 237 0.055 252.564 7 23.63 237 0.099 62.591 8 17.35 237 0.073 74.440 9 11.99 237 0.050 118.757 10 13.41 237 0.056 150.143 6 9 12 Ke 0.7660 0.7265 0.8170 0.7029 0.6888 0.7058 0.8159 0.6500 0.7088 0.6927 0.6927 0.6927 0.7060 0.8113 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 14 15 24m IL wj�.-�uMEMKWJWAEr.mm�M-dilamp�ll.9&W ■wm 12 14.38 237 0.061 231.260 13 16.38 237 0.069 249.140 14 0.00 237 0.000 68.435 15 0.00 237 0.000 107.269 16 0.00 237 0.000 113.050 17 0.00 237 0.000 155.850 18 0.00 237 0.000 155.850 19 0.00 237 0.000 198.650 20 0.00 237 0.000 201.832 21 0.00 •'231 0.000 240.919 22 0.00 231, 0.000 246.382 23 0.00 237 0.000 285.469 24 0.00 237 0.000 287.750 4 6 9 12 14 . 15 24m ** ALPINE TRUSS ANALYSIS PROGRAM ** ** FULL ENGINEERING OUTPUT ** ** VERSION 18.2f3 ** b TIME: wed Sep 10 14:53:16 2003 JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY DESCRIPTION: E-1 HIP [6'SB] 11 -PLY] CSI DATA Member 0 Actual -------- (per ply) Location 0 46.41 237 0.195 Load Case 1 26.17 237 0.113 70.691 2 Member 0 AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.218 0.518 0.737 3.29 72.10 0.7307 1 0.176 0.386 0.562 6.50 38.69 0.8173 2 0.344 0.303 0.647 8.86 43.13 0.7026 3 0.343 0.328 0.670 16.05 43.13 0.7026 4 0.174 0.385 0.559 18.53 38.69 0.8173 5 0.215 0.429 0.645 21.41 72.10 0.7265 6 0.006 0.146 0.152 24.92 20.12 0.1660 7 0.471 0.142 10.613 3.00 65.01 0.6500 8 0.658 0.069 0.726 5.71 41.38 0.7124 9 0.720 0.092 0.812 10.81 39.63 0.6928 10 0.720 0.092 0.811 10.92 39.63 0.6928 11 0.720 0.090 0.810 14.11 39.63 0.6928 12 0.656 0.071 0.727 17.24 41.38 0.7124 13 0.468 0.123 0.591 21.67 65.01 0.6500 14 0.461 0.000 0.461 5.64 31.00 0.8000 15 0.521 0.000 0.521 5.71 47.85 0.8000 16 0.157 0.000 0.157 8.86 29.25 0.8000 17 0.156 0.000 0.156 9.16 47.85 0.8000 18 0.038 0.000 0.038 12.46 29.25 0.8000 19 0.160 0.000 0.160 12.46 47.85 0.8000 20 0.161 0.000 0.161 15.76 29.25 0.8000 21 0.526 0.000 0.526 16.05 47.85 0.8000 22 0.461 0.000 0.461 19.21 31.00 0.8000 CSI SHEAR DATA Load Case 1 Member # Actual Allowable Csi Location 0 47.22 237 0.199 3.500 1 122.25 237 0.515 70.691 2 57.50 237 0.242 112.125 3 54.84 237 0.231 155.250 4 120.32 237 0.507 227.000 5 50.44 237 0.212 295.500 6 23.77 237 0.100 299.000 7 18.76 237 0.079 6.455 8 14.66 237 0.062 72.000 9 8.52 237 0.036 115.536 10 9.66 237 0.041 143.839 11 9.48 237 0.040 155.161 12 13.77 237 0.058 227.000 13 20.72 237 0.087 292.545 14 0.00 237 0.000 68.435 16 0.00 237 0.000 109.875 17 0.00 237 0.000 147.299 18 0.00 237 0.000 149.500 19 0.00 237 0.000 186.924 20 0.00 237 0.000 192.307 21 0.00 237 0.000 230.500 22 0.00 237 0.000 231.217 1 CSI DATA -------- (per ply) Load Case 2 Member b AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.064 0.453 0.517 3.29 72.10 0.7307 1 0.052 0.167 0.219 8.86 38.69 0.8173 2 0.107 0.371 0.479 10.00 43.13 0.7026 3 0.106 0.372 0.478 14.92 43.13 0.7026 4 0.051 0.168 0.218 16.05 38.69 0.8173 -5 0.062 0.374 0.436 21.41 72.10 0.7265 6 0.007 0.155 0.162 24.92 20.12 0.7660 7 0.255 0.099 0.354 2.51 65.01 0.6500 8 0.366 0.055 0.420 5.71 41.38 0.7124 9 0.418 0.055 0.472 10.81 39.63 0.6928 10 0.418 0.054 0.472 10.92 39.63 0.6928 11 0.418 0.052 0.470 14.11 39.63 0.6928 12 0.364 0.035 0.399 19.21 41.38 0.7124 13 0.252 0.073 0.325 21.92 65.01 0.6500 14 0.274 0.000 0.274 5.64 31.00 0.8000 15 0.309 0.000 0.309 5.71 47.85 0.8000 16 0.121 0.000 0.121 8.86 29.25 0.8000 17 0.132 0.000 0.132 9.16 47.85 0.8000 18 0.019 0.000 0.019 12.46 29.25 0.8000 19 0.136 0.000 0.136 12.46 47.85 0.8000 20 0.126 0.000 0.126 15.76 29.25 0.8000 21 0.315 0.000 0.315 16.05 47.85 0.8000 22 0.275 0.000 0.275 19.21 31.00 0.8000 CSI SHEAR DATA Load Case 2 Member 0 Actual Allowable Csi Location 0 46.41 237 0.195 3.500 1 26.17 237 0.113 70.691 2 61.13 237 0.257 112.125 3 61.04 237 0.257 184.750 4 24.83 237 0.105 227.000 5 49.84 237 0.210 295.500 6 25.30 237 0.107 299.000 7 11.00 237 0.046 62.591 8 7.76 237 0.033 74.411 9 4.54 237 0.019 115.536 10 4.89 237 0.021 143.839 11 4.73 237 0.020 183.464 12 6.81 237 0.029 224.589 13 9.79 237 0.041 292.545 14 0.00 237 0.000 68.435 15 0.00 237 0.000 106.375 16 0.00 237 0.000 109.875 3 5 8 11 13 u.0 Zil U.0 V Iq 1. 7 U.vu 2JI U. uuu 100. q 18 0.00 237 0.000 149.500 20 0.00 237 0.000 192.307 19 0.00 237 0.000 186.924 21 0.00 237 0.000 230.500 20 0.00 237 0.000 192.307 22 0.00 237 0.000 231.217 21 0.00 237 0.000 230.500 . 22 0.00 237 0.000 231.217 CSI DATA -------- (per ply) Load Case 3 Member 0 AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.030 0.190 0.220 . 3.07 72.10 0.7307 1 0.024 0.055 0.079 7.13 38.69 0.8173 2 0.046 0.052 0.098 10.78 43.13 0.7026 3 0.046 0.052 0.098 14.14 43.13 0.7026 4 0.024 0.055 0.079 17.79 - 38.69 0.8173 5 0.029 0.160 0.189 21.63 72.10 0.7265 6 0.003 0.061 0.064 24.92 20.12 0.7660 7 0.174 0.145 0.319 2.75 65.01 0.6500 8 0.239 0.134 0.373 5.71 41.38 0.7124 9 0.262 0.054 0.316 10.57 39.63 0.6928 10 0.262 0.053 0.315 10.92 39.63 0.6928 11 0.262 0.053 0.315 14.11 39.63 0.6928 12 0.238 0.126 0.364 19.21 41.38 0.7124 13 0.173 0.135 0.308 22.16 65.01 0.6500 14 0.212 0.000 0.212 5.64 31.00 0.8000 15 0.179 0.000 0.179 5.71 47.85 0.8000 16 0.083 0.000 0.083 8.86. 29.25 0.8000 17 0.057 0.000 0.057 9.16 47.85 0.8000 18 0.049 0.000 0.049 12.46 29.25 0.8000 19 0.059 0.000 0.059 12.46 47.85 0.8000 20 0.086 0.000 0.086 15.76 29.25 0.8000 21 0.181 0.000 0.181 16.05 47.85 0.8000 22 0.212 0.000 0.212 19.21 31.00 0.8000 CSI SHEAR DATA -------------- Load Case 3 Member 0 Actual Allowable Csi Location 0 21.95 237 0.092 3.500 1 11.45 237 0.048 100.428 2 11.36 237 0.048 112.125 3 , 11.36 237 . 0.048 186.875 4 11.46 237 0.048 198.572 5 23.51 237 0.099 295.500 6 11.50 237 0.048 299.000 7 24.42 237 0.103 62.591 8 17.24 237 0.073 74.411 9 10.30 237 0.043 115.536 10 12.61 237 0.053 143.839 11 12.52 237 0.053 155.161 12 16.81 237 0.071 224.589 13 23.47 237 0.099 236.409 14 0.00 237 0.000 68.435 15 0.00' 237 0.000 106.375 16 0.00 237 0.000 109.875 17 0.00 237 0.000 147.299 18 0.00 237 0.000 149.500 3 5 8 11 13 ** ALPINE TRUSS ANALYSIS PROGRAM ** ** FULL ENGINEERING OUTPUT ** ** VERSION 18.2f3 ** d TIME: wed Sep 10 14:53:17 2003 JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY DESCRIPTION: E-2 HIP/GIRD [6'1114"SBI (2 -PLY] CSI DATA -------- (per ply) Load Case 1 Member H AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.403 0.132 0.535 0.29 47.97 0.6500 1 0.340 0.123 0.462 4.72 37.10 0.8259 2 0.266 0.069 0.334 8.12 32.76 0.8178 3 0.445 0.083 0.528 10.79 37.19 0.7021 4 0.479 0.087 0.566 14.13 37.19 0.7021 5 0.304 0.073 0.311 16.80 32.76 0.8178 6 0.390 0.136 0.526 20.41 37.10 0.8259 7 0.382 0.211 0.593 24.63 47.97 0.6500 8 0.003 0.065 0.067 24.92 20.12 0.7683 9 0.330 0.191 0.522 2.29 41.94 0.7498 10 0.329 0.124 0.453 4.71 33.19 0.7030 11 0.385 0.098 0.482 8.22 37.19 0.6836 12 0.423 0.105 0.528 11.05 33.69 0.6941 13 0.423 0.128 0.551 13.86 33.69 0.6941 14 0.423 0.127 0.549 14.00 33.69 0.6941 15 0.400 0.139 0.539 18.36 37.19 0.6836 16 0.322 0.173 0.494 18.92 33.19 0.7030 17 0.321 0.138 0.460 21.13 41.94 0.7498 18 0.138 0.000 0.138 3.79 18.34 0.8000 19 0.075 0.000 0.075 3.87 34.90 0.8000 20 0.868 0.000 0.868 6.55 34.94 0.8000 21 0.367 0.000 0.367 6.55 46.06 0.8000 22 0.395 0.000 0.395 9.36 33.19 0.8000 23 0.139 0.000 0.139 9.65 46.06 0.8000 24 0.250 0.000 0.250 12.46 33.19 0.8000 25 0.075 0.000 0.075 12.46 46.06 0.8000 26 0.353 0.000 0.353 15.27 33.19 0.8000 27 0.340 0.000 0.340 15.56 46.06 0.8000 28 0.930 0.000 0.930 18.28 34.94 0.8000 29 0.039 0.000 0.039 18.36 34.90 0.8000 30 0.015 0.000 0.015 21.05 18.34 0.8000 CSI SHEAR DATA -------------- Load Case 1 Member 0 Actual Allowable Csi Location 0 46.66 475 0.098 3.500 1 24.86 475 0.052 74.487 2 22.61 475 0.048 82.567 3 22.21 475 0.047 143.779 4 22.87 475 0.048 155.221 5 23.36 475 0.049 216.433 6 26.39 475 0.056 224.513 6 7 2m 4 lm 20m 21m 2 0 1 2 Om 18m 19m 8 25.30 475 0.053 299.000 9 125.03 475 0.263 6.496 10 80.28 475 0.169 70.328 11 70.70 475 0.149 87.207 12 60.52 475 0.127 121.427 13 79.37 475 0.167 155.115 14 77.84 475 0.164 177.573 15 94.41 475 0.199 211.793 16 314.31 475 0.662 227.000 17 37.55 475 0.079 292.504 18 0.00 475 0.000 46.405 19 0.00 475 0.000 76.324 20 0.00 475 0.000 79.592 21 0.00 475 0.000 110.331 22 0.00 475 0.000 115.543 23 0.00 475 0.000 147.518 24 0.00 475 0.000 149.500 25 0.00 475 0.000 181.206 26 0.00 475 0.000 186.418 y 27 0.00 475 0.000 218.393 28 0.00 475 0.000 220.375 29 0.00 475 0.000 252.595 30 0.00 475 0.000 253.563 CSI DATA -------- (per ply) Load Case 2 Member 0 AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.031 0.046 0.077 2.30 47.97 0.6500 1 0.025 0.037 0.063 5.36 37.10 0.8259 2 0.020 0.034 0.054 7.87 32.76 0.8178 3 0.033 0.031 0.064 10.79 37.19 0.7021 4 0.032 0.031 0.064 14.13 37.19 0.7021 5 0.020 0.034 0.053 17.04 32.76 0.8178 6 0.025 0.044 0.069 19.56 37.10 0.8259 7 0.031 0.097 0.128 24.63 47.97 0.6500 8 0.003 0.051 0.054 24.92 20.12 0.7683 9 0.092 0.040 0.132 2.79 41.94 0.7498 10 0.092 0.031 0.123 4.48 33.19 0.7030 11 0.105 0.020 0.124 8.46 37.19 0.6836 12 0.112 0.022 0.135 11.05 33.69 0.6941 13 0.112 0.023 0.135 14.00 33.69 0.6941 14 0.112 0.023 0.135 14.00 33.69 0.6941 15 0.104 0.020 0.124 16.46 37.19 0.6836 16 0.090 0.032 0.122 20.67 33.19 0.7030 17 0.090 0.039 0.129 22.13 41.94 0.7498 18 0.015 0.000 0.015 3.79 18.34 0.8000 19 0.026 0.000 0.026 3.87 34.90 0.8000 20 0.220 0.000 0.220 6.55 34.94 0.8000 21 0.133 0.000 0.133 6.55 46.06 0.8000 22 0.075 0.000 0.075 9.36 33.19 0.8000 23 0.039 0.000 0.039 9.65 46.06 0.8000 24 0.041 0.000 0.041 12.46 33.19 0.8000 25 0.041 0.000 0.041 12.46 46.06 0.8000 26 0.076 0.000 0.076 15.27 33.19 0.8000 27 0,135 0.000 0.135 15.56 46.06 0.8000 28 0.217 0.000 0.217 18.28 34.94 0.8000 29 0.022 0.000 0.022 18.36 34.90 0.8000 9m lOm llm 12m Am 14m 15m 3 5 8 10 , it iz 15 29m 30 7m 181920 16m 17 11m �m 21 8m\, 9 13 14 3m\24.25. 4m 5m T26\.27. 6m 16 23m 28 9m lOm llm 12m Am 14m 15m 3 5 8 10 , it iz 15 29m 30 7m 181920 16m 17 11m �m 21 8m\, V U.Ulq U.UUU V. 4 CSI SHEAR DATA " -------------- Load Case 2 Member 0 Actual Allowable Csi Location 0 14.93 237 0.063 3.500 1 8.35 231 0.035 51.511 2 8.89 237 0.037 106.363 3 9.62 237 0.041 143.779 4 9.62 237 0.040 155.221 5 8.89 237 0.037 192.637 r% 6. 7.54 237 0.032 247.489 7 18.06 237 0.076 295.500 8 . 11.50 237 0.048 299.000 9 13.19 237 0.056 6.496 10 9.18 237 0.039 70.328 11 7.20 237 0.030 87.207 12 6.24 237 0.026 143.885 13 6.24 237 0.026 155.115 14 5.33 237 0.022 177.573 15 7.22 237 0.030 211.793 16 9.30 237 0.039 228.672 17 13.83 237 0.058 292.504 18 0.00 237 0.000 46.405 19 0.00 237 0.000 76.324 20 0.00 237 0.000 79.592 21 0.00 237 0.000 110.331 22 0.00 237 0.000 115.543 23 0.00 237 0.000 147.518 24 0.00 237 0.000 149.500 25 0.00 237 0.000 181.206 26 0.00 237 0.000 186.418 27 0.00 237 0.000 218.393 28 0.00 237 0.000 220.375 29 0.00 237 0.000 252.595 30 0.00 237 0.000 253.563 s 6 7 9 13 14 2m 3m 4m 5m 4 lm 6m 16 20m 21m 221 23m 24m 25m 26m 27m 28 0 1 2 Om 18m 19m, 29m 30 32mm 9m lOm lim 12m 13m 14m 15m 16m 3 5 8 10 it 11 15 17 7m 1819Y0 17m �m 21 8m ** ALPINE TRUSS ANALYSIS PROGRAM ** 18 0.00 475 0.000 243.460 ** FULL ENGINEERING OUTPUT ** 19 0.00 475 0.000 298.699 ** VERSION 18.20 ** 20 0.00 . 475 0.000 299.667 ++++++++++++++++++++++++++++++++++++++++++++++++++ DATE d TIME: Wed Sep 10 14:53:18 2003 CSI DATA ` s 1 TRUSS JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHA14 DAYTON HWY-------- (per ply) u�^ TRUSS DESCRIPTION: F-1 GIRD [2 -PLY) Load Cast 2�.✓ Member k AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.048 0.107 0.155 2.92 73.57 0.6500 1 0.031 0.096 0.128 10.59 64.66 0.7144 CSI DATA 2 0.020 0.096 0.116 10.59 63.58 0.8123 -------- (per ply) 3 0.022 0.116 0.138 20.07 63.58 0.8123 Load Case 1 4 0.034 0.116 0.150 20.07 64.66 0.7144 Member 9 AK + BD = Total. Lac Max (ft) Len (in) Ke 5 0.053 0.128 0.181 27.74 73.57 0.6500 0 0.721 0.247 0.968 3.36 73.57 0.6500 6 0.115 0.058 0.174 2.99 64.84 0.7340 1 0.433 0.152 0.586 7.75 64.66 0.7144 7 0.115 0.035 0.150 7.91 56.08 0.7005 2 0.200 0.144 0.345 13.39 63.58 0.8123 8 0.094 0.045 0.139 15.33 59.58 0.6880 3 0.219 0.180 0.400 17.27 63.58 0.8123 9 0.094 0.045 0.139 15.33 59.58 0.6880 4 0.249 0.117 0.365 22.48 64.66 0.7144 10 0.115 0.036 0.151 22.76 56.08 0.7005 5 0.258 0.167 0.426 27.52 73.57 0.6500 11 0.115 0.059 0.174 27.67 64.84 0.7340 6 0.446 0.451 0.897 2.75 64.84 0.7340 12 0.061 0.000 0.061 5.69 29.79 0.8000 7 0.443 0.282 0.725 10.37 56.08 0.7005 13 0.166 0.000 0.166 5.78 61.96 0.8000 8 0.339 0.320 0.659 15.33 59.58 0.6880 14 0.134 0.000 0.134 10.37 58.71 0.8000 9 0.250 0.320 0.570 15.33 59.58 0.6880 15 0.377 0.000 0.377 10.59 79.99 0.8000 10 0.255 0.095 0.350 24.97 56.08 0.7005 16 0.127 0.000 0.127 15.33 86.75 0.8000 11 0.255 0.095 0.349 24.97 64.84 0.7340 17 0.377 0.000 0.377 15.33 79.99 0.8000 12 0.546 0.000 0.546 5.69 29.79 0.8000 18 0.134 0.000 0.134 20.07 58.71 0.8000 13 0.432 0.000 0.432 5.78 61.96 0.8000 19 0.166 0.000 0.166 20.30 61.96 0.8000 14 0.859 0.000 0.859 10.37 58.71 0.8000 20 0.060 0.000 0.060 24.89 29.79 0.8000 15 0.831 0.000 0.831 10.59 79.99 0.8000 16 0.456 0.000 0.456 15.33 86.75 0.8000 17 0.118 0.000 0.118 15.33 79.99 0.8000 CSI SHEAR DATA 18 0.064 0.000 0.064 20.07 58.71 0.8000 -------------- 19 0.021 0.000 0.021 20.30 61.96 0.8000 Load Case 2 20 0.013 0.000 0.013 24.89 29.79 0.8000 Member 0 Actual Allowable Csi Location 0 20.37 237 0.086 3.500 1 15.35 237 0.065 121.876 CSI SHEAR DATA 2 18.24 237 0.077 132.304 -------------- 3 18.25 237 0.077 235.696 Load Case 1 4 15.34 237 0.065 246.123 Member 0 Actual Allowable Csi Location 5 20.39 237 0.086 364.500 0 49.64 475 0.105 3.500 6 15.29 237 0.064 6.447 1 36.72 475 0.077 121.876 7 12.29 237 0.052 118.513 2 36.98 475 0.078 132.304 8 12.11 237 0.051 175.062 3 36.71 475 0.077 235.696 9 12.13 237 0.051 192.938 4 32.88 475 0.069' 246.123 10 12.34 237 0.052 249.487 5 46.87 475 0.099 364.500 11 15.33 231 0.065 361.553 6 233.81 475 0.492 62.439 12 0.00 237 0.000 69.220 7 183.90 475 0.387 118.513 13 0.00 237 0.000 121.911 8 176.21 475 0.371 175.062 14 0.00 237 0.000 127.134 9 136.60 475 0.288 192.938 15 0.00 237 0.000 184.000 10 18.12 475 0.038 249.487 16 0.00 237 0.000 184.000 11 20.55 .475 0.043 361.553 17 0.00 237 0.000 240.866 12 0.00 475 0.000 69.220 18 0.00 237 0.000 243.460 13 0.00 475 0.000 121.911 19 0.00 237 0.000 298.699 14 0.00 475 0.000 127.134 20 0.00 237 0.000 299.667 15 0.00 475 0.000 184.000 16 0.00 475 0.000 184.000 KI 6 3 5 8 10 12 ALPINE TRUSS. ANALYSIS PROGRAM 5 0.219 0.328 0.547 7.94 FULL ENGINEERING OUTPUT 6 0.219 0.328 0.546 7.94 ** VERSION 18.20 *" 7 0.217 0.321 0.538 22.73 90.919 8 0.218 0.321 0.539 22.73 2 9 0.107 0.000 0.107 7.94 b TIME: Wed Sep 10 14:53:19 2003 10 0.281 0.000 0.281 8.02 JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY 11 0.319 0.000 0.319 15.33 DESCRIPTION: F-2 COMM 12 0.276 0.000 0.276 15.33 101.167 13 0.106 0.000 0.106 22.65 CSI DATA -------- (per ply) Load Case 1 Member 9 AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.058 0.725 0.784 8.02 103.96 0.6500 1 0.033 0.725 0.759 8.02 98.14 0.8150 2 0.033 0.693 0.726 22.65 98.14 0.8150 3 0:057 0.693 0.750. 22.65 103.96 0.6500 4 0.007 0.135 0.142 30.67 20.12 0.7660 5 0.261 0.158 0.419 3.25 91.76 0.6500 6 0.260 0.134 0.395 7.94 88.75 0.6926 7 0.258 0.120 0.377 22.73 88.75 0.6926 8 0.258 0.129 0.387 27.17 91.76 0.6500 9 0.041 0.000 0.041 7.94 45.25 0.8000 10 0.347 0.000 0.347 8.02 96.51 0.8000 11 0.312 0.000 0.312 15.33 88.75 0.8000 12 0.336 0.000 0.336 15.33 96.51 0.8000 13 0.039 0.000 0.039 22.65 45.25 0.8000 CSI SHEAR DATA -------------- Load Case 1 Member 0 Actual Allowable Csi Location 0 63.55 237 0.268 90.919 1 64.68 237 0.272 101.538 2 64.06 237 0.270 266.462 3 60.66 237 0.255 277.081 4 25.30 237 0.107 368.000 5 17.21 237 0.072 89.331 6 13.43 237 0.057 101.167 7 13.12 237 0.055 266.833 8 15.70 237 0.066 278.669 9 0.00 237 0.000 96.217 10 0.00 237 0.000 181.418 11 0.00 237 0.000 184.000 12 0.00 237 0.000 269.201 13 0.00 237 0.000 272.693 CSI DATA -------- (per ply) Load Case 2 Member 9 , AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.044 0.351 0.395 8.02 103.96 0.6500 1 0.023 0.351 0.374 8.02 98:14 0.8150 2 0.023 0.336 0.359 22.65 98.14 0.8150 3 0.043 0.336 0.380 22.65 ' 103.96 0.6500 [i CSI SHEAR DATA 91.76 0.6500 88.75 0.6926 88.75 0.6926 91.76 0.6500 45.25 0.8000 96.51 0.8000 88.75 0.8000 96.51 0.8000 45.25 0.8000 Load Case 2 Member 9 Actual Allowable Csi Location 0 31.58 237 0.133 90.919 1 31.30 237 0.132 101.538 2 31.02 237 0.131 266.962 Z 3 30.26 237 0.127 277.081 4 11.50 237 0.048 368.000 5 37.70 237 0.159 89.331 6 32.64 237 0.137 101.167 7 32.50 237 0.137 266.833 8 37.01 237 0.156 278.669 9 0.00 237 0.000 96.217 10 0.00 237 0.000 181.418 11 0.00 237 0.000 184.000 12 0.00 237 0.000 269.201 13 0.00 237 0.000 272.693 5. 3 6 6 ** ALPINE TRUSS ANALYSIS PROGRAM ** 6 0.209 0.274 0.484 1.13 81.75 0.6500 ** FULL ENGINEERING OUTPUT ** 7 0.208 0.286 0.494 15.33 88.75 0.6862 ** VERSION 18.22 ** 8 0.215 0.314 0.529 22.73 88.75 0.6926 ++++++++++++++++++++++++++++*+*+++++++++*+*+++++++ 9 0.216 0.314 0.530 22.73 91.76 0.6500 8.02 10 0.093 0.000 0.093 7.94 45.25 0.8000 b TIME: Wed Sep 10 14:53:19 2003 11 0.250 0.000 0.250 8.02 96.51 0.8000 JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY 12 0.312 0.000 0.312 15.33 88.75 0.8000 DESCRIPTION: F-3 COMM 13 0.275 0.000 0.275 15.33 96.51 0.8000 _____________________________________________ 14 0.105 0.000 0.105 22.65 45.25 0.8000 CSI DATA Member H Actual -------- (per ply) Location 0 51.17 237 0.215 Load Case 1 61.91 231- 0.261 101.538 2 Member 0 AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.054 0.580 0.633 8.02 92.38 0.6500 1 0.071 0.656 0.727 12.45 98.14 0.8074 2 0.033 0.693 0.726 22.65 98.14 0.8150 3 0.056 0.693 0.749 22.65 103.96 0.6500 4 0.007 0.135 0.142 30.67 20.12 0.7660 6 0.249 0.191 0.440 1.13 81.75 0.6500 7 0.248 0.131 0.379 15.33 88.75 0.6862 8 0.255 0.131 0.386 15.33 88.75 0.6926 9 0.255 0.131 0.386 27.17 91.76 0.6500 10 0.031 0.000 0.031 7.94 45.25 0.8000 11 0.310 0.000 0.310 8.02 96.51 0.8000 12 0.302 0.000 0.302 15.33 88.75 0.8000 13 0.335 0.000 0.335 15.33 96.51 0.8000 14 0.038 0.000 0.038 22.65 45.25 0.8000 CSI SHEAR DATA Load Case 1 Member H Actual Allowable Csi Location 0 51.17 237 0.215 13.500 1 61.91 231- 0.261 101.538 2 64.07 237 0.270 266.462 3 60.70 237 0.256 277.081 4 25.30 237 0.107 368.000 6 17.19 237 0.072 13.500 7 14.82 237 0.062 178.083 8 13.18 237 0.055 189.917 9 15.58 237 0.066 278.669 10 0.00 237 0.000 96.217 11 0.00 237 0.000 181.418 12 0.00 237 0.000 184.000 13 0.00 237 0.000 269.201 14 0.00 237• 0.000 272.693 CSI DATA -------- (per ply) Load Case 2 Member H AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.040 0.259 0.299 8.02 92.38 0.6500 1 0.053 0.315 0.367 12.23 ' 98.14 0.8074 2 0.022 0.337 0.359 22.65 98.14 0.8150 3 0.042 0.337 0.380 22.65 103.96 0.6500 d CSI SHEAR DATA Load Case 2 Member 9 Actual Allowable Csi Location 0 25.73 237 0.108 13.500 1 29.56 237 0.124 101.538 2 31.03 23 0.131 266.462 3 30.30 2317 0.126 277.081 4 11.50 237 0.048 368.000 6 34.48 237 0.145 13.500 7 32.66 237 0.138 178.083 8 31.73 237 0.134 266.833 9 36.86 237 0.155 278.669 10 0.00 237 0.000 96.217 11 0.00 237 0.000 181.418 12 0.00 237 0.000 184.000 13 0.00 237 0.000 269.201 14 0.00 237 0.000 272.693 3 5 6 9 11 * ALPINE TRUSS ANALYSIS PROGRAM ** * FULL ENGINEERING OUTPUT * VERSION 18.20 b TIME: wed Sep 10 14:53:20 2003 JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY DESCRIPTION: F-4 COMM CSI DATA -------- (per ply) Load Case 1 Member 0 AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.063 0.756 0.818 7.87 105.50 0.6519 1 0.025 0.766 0.791 7.87 100.10 0.8147 2 0.024 0.698 0.722 22.65 98.14 0.8150 3 0.045 0.698 0.743 22.65 103.96 0.6500 4 0.007 0.135 0.142 30.67 20.12 0.7660 5 0.053 0.266 0.319 0.00 30.13 0.7343 6 0.182 0.176 0.358 2.51 65.13 0.6722 7 0.182 0.130 0.312 15.33 88.75 0.6741 8 0.231 0.130 0.361 15.33 88.75 0.6926 9 0.231 0.133 0.364 27.17 91.76 0.6500 10 0.635 0.000 0.635 2.51 79.53 0.8000 11 0.028 0.000 0.028 7.87 45.25 0.8000 12 0.153 0.000 0.153 7.87 96.51: 0.8000 13 0.238 0.000 0.238 15.33 88.75 0.8000 14 0.338 0.000 0.338 15.33 96.51 0.8000 15 0.039 0.000 0.039 22.65 45.25 0.8000 CSI SHEAR DATA Load Case 1 Member 9 Actual Allowable Csi Location 0 64.89 237 0.273 89.219 1 66.39 237 0.280 99.734 2 64.15 237 0.270 266.462 3 60.88 237 0.256 277.081 4 25.30 237 0.107 368.000 5 29.87 237 0.126 24.648 6 12.89 237 0.054 36.045 7 14.78 237 0.062 178.083 8 13.07 237 0.055 189.917 9 15.80 237 0.067 278.669 10 0.00 237 0.000 94.467 11 0.00 237 0.000 95.250 12 0.00 237 0.000 184.000 13 0.00 237 0.000 184.000 14 0.00 237 0.000 269.201 15 0.00 237 0.000 272.693 CSI DATA -------- (per ply) Load Case 2 Member 0 AX + BD Total Loc Max (ft) Len (in) Ke 91 1 0.016 0.364 0.380 7.87 100.10 0.8147 2 0.016 0.3410.357 22.65 98.14 0.8150 3 0.035 0.341 0.375 22.65 103•.96 0.6500 4 0.003 0.061 0.064 30.67 20.12 0.7660 5 0.017 0.196 0.214 2.51 30.13 0.7343 6 0.151 0.194 0.345 7.94 65.13 0.6722 7 0.152 0.291 0.442 15.33 88.75 0.6741 8 0.195 0.317 0.511 22.73 88.75 0.6926 9 0.195 0.317 0.512 22.73 91.76 0.6500 10 0.498 0.000 0.498 2.51 79.53 0.8000 11 0.086 0.000 0.086 7.87 45.25 0.8000 12 0.113 0.000 0.113 7.87 96.51 0.8000 13 0.258 0.000 0.258 15.33 88.75 0.8000 14 0.277 0.000 0.277 15.33 96.51 0.8000 15 0.105 0.000 0.105 22.65 45.25 0.8000 CSI SHEAR DATA -------------- Load Case 2 Member b Actual Allowable Csi Location 0 31.16 237 0.131 89.219 1 32.00 237 0.135 99.734 2 31.10 237 0.131 266.462 3 30.46 237 0.128 277.081 4 11.50 237 0.048 368.000 5 27.43 237 0.115 24.648 6 21.84 237 0.092 89.330 7 33.19 237 0.140 178.083 8 31.68 237 0.133 266.833 9 37.01 237 0.156 278.669 10 0.00 237 0.000 94.467 11 0.00 237 0.000 95.250 12 0.00 237 0.000 184.000 13 0.00 237 0.000 184.000 14 0.00 237 0.000 269.201 15 0.00 237 0.000 272.693 S 2 4 6 8 ** ALPINE TRUSS ANALYSIS PROGRAM ** * FULL ENGINEERING OUTPUT ** ** VERSION 18.2f3 ** b TIME: Wed Sep 10 14:53:21 2003 JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY DESCRIPTION: F-5 HIP I14'SBI CSI DATA Member N -------- (per ply) Allowable Csi Location 0 Load Case 1 0.264 85.381 1 56.43 Member k AX + BD = Total Loc Max (ft) Len (in) 0 0.093 0.654 0.747 7.56 101.31 1 0.004 0.663 0.667 7.56 81.62 2 0.002 0.165 0.167 15.33 40.57 3 0.009 0.543 0.552 23.46 86.37 4 0.020 0.543 0.564 23.46 93.06 5 0.007 0.135 0.142 30.67 20.12 6 0.151 0.224 0.375 7.48 89.75 7 0.132 0.224 0.356 7.48 73.00 8 0.132 0.029 0.161 12.00 73.00 9 0.079 0.053 0.131 17.25 44.25 10 0.158 0.100 0.258 23.54 75.50 11 0.159 0.101 0.260 27.45 82.01 12 .0.367 0.000 0.367 7.48 42.50 13 0.361 0.000 0.361 7.56 81.46 14 0.055 0.000 0.055 13.56 79.00 15 0.406 0.000 0.406 13.56 86.54 16 0.152 0.000 0.152 17.02 79.00 17 0.560 0.000 0.560 17.25 84.08 18 0.037 0.000 0.037 23.46 40.37 CSI SHEAR DATA Load Case 1 Member N Actual Allowable Csi Location 0 62.80 237 0.264 85.381 1 56.43 231 0.238 95.932 2 25.66 237 0.108 166.615 3 55.67 237 0.234 276.205 4 53.14 237 0.224 286.718 5 25.30 237 0.107 368.000 6 20.67 237 0.087 83.767 7 15.35 237 0.065 95.590 8 5.09 237 0.021 156.910 9 7.13 237 0.030 201.100 10 11.82 237 0.050 276.692 11 13.95 237 0.059 288.357 12 0.00 237 0.000 90.657 13 0.00 237 0.000 160.266 14 0.00 237 0.000 163.683 15 0.00 237 0.000 202.943 16 0.00 237 0.000 207.000 17 0.00 237 0.000 278.963 18 0.00 237 0.000 282.500 Ke 0.6500 0.8254 0.8000 0.8161 0.6500 0.7660 0.6500 0.6768 0.6768 0.7477 0.6683 0.6500 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 CSI DATA Member # -------- (per ply) Allowable Csi Location 0 Load Case 2 0.135 85.381 1 27.86 Member H AX + BD = Total Loc Max (ft) Len (in) 0 0.072 0.341 0.413 7.56 101.31 1 0.003 0.345 0.348 7.56 81.62 2 0.001 0.080 0.081 15.33 40.57 3 0.006 0.265 0.271 23.46 86.37 4 0.016 0.265 0.281 23.46 93.06 5 0.003 0.061 0.064 30.67 20.12 6 0.108 0.391 0.499 7.48 89.75 7 0.096 0.391 0.487 7.48 73.00 8 0.096 0.085 0.181 13.56 73.00 9 0.067 0.126 0.193 17.25 44.25 10 0.134 0.264 0.398 23.54 75.50 11 0.135 0.264 0.399 23.54 82.01 12 0.266 0.000 0.266 7.48 42.50 13 0.310 0.000 0.310 7.56 81.46 14 0.014 0.000 0.014 13.56 79.00 15 0.344 0.000 0.344 13.56 86.54 16 0.169 0.000 0.169 17.02 79.00 17 0.465 0.000 0.465 17.25 84.08 18 0.097 0.000 0.097 23.46 40.37 CSI SHEAR DATA Load Case 2 Member # Actual Allowable Csi Location 0 32.18 237 0.135 85.381 1 27.86 237 0.117 95.932 2 12.42 237 0.052 166.615 3 26.99 237 0.114 276.205 4 26.59 237 0.112 286.718 5 11.50 237 0.048 368.000 6 39.55 237 0.167 83.767 7 32.27 237 0.136 95.590 8 17.37 237 0.073 156.910 9 15.08 237 0.064 201.100 10 29.32 237 0.123 276.692 11 32.97 237 0.139 288.357 12 0.00 237 0.000 90.657 13 0.00 237 0.000 160.266 14 0.00 237 0.000 163.683 15 0.00 237 0.000 202.943 16 0.00 237 0.000 207.000 17 0.00 237 0.000 278.963 18 0.00 237 0.000 282.500 6 7 Ke 0.6500 0.8254 0.8000 0.8161 0.6500 0.7660 0.6500 0.6768 0.6768 0.7477 0.6683 0.6500 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 0.8000 2 4 5 8 10 ALPINE TRUSS ANALYSIS PROGRAM- FULL ROGRAM- FULL ENGINEERING OUTPUT ** ** VERSION 18.20 ** 6 TIME: Fled Sep 10 14:53:22 2003 JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY DESCRIPTION: F-6 COFF/HIP W SBI CSI DATA 4 2m -------- (per ply) 22.. Load Case 1 Member 0 AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.006 0.129 0.135 0.00 20.46 0.8022 1 0.079 0.186 0.265 4.31 '. 57.50 0.6500 2 0.102 0.186 0.288 4.31 44.72 0.8264 3 0.026 0.065 0.091 9.56 23.09 0.8347 4 0.026 0.279 0.305 12.69 37.50 0.7117 5 0.021 0.403 0.429- 17.67 59.75 0.6888 6 0.048 0.403 0.451 17.67 64.30 0.8068 7 0.060 0.118 0.178 24.35 44.35 0.8236 8 0.043 0.221 0.264 30.38 54.58 0.6500 9 0.006 0.129 0.135 30.67 20.12 0.7660 10 0.064 '0.023 0.088 1.24 50.75 0.7415 11 0.065 0.084 0.149 7.56 40.00 0.7021 12 0.001 0.070 0.071 7.56 24.00 0.8292 13 0.139 0.025 0.164 12.98 41.04 0.8300 14 0.259 0.042 0.301 15.45 56.25 0.7171 15 0.259 0.066 0.325 20.39 65.28 0.8024 16 0.000 0.024 0.024 23.10 16.75 0.8471 17 0.004 0.033 0.037 25.29 37.92 0.6908 18 0.176 0.068 0.244 30.38 49.35 0.6635 19 0.015 0.000 0.015 4.23 21.00 0.8000 20 0.083 0.000 0.083 4.31 42.11 0.8000 21 0.333 0.000 0.333 7.56 41.00 0.8000 22 0.378 0.000 0.378 7.64 35.49 0.8000 23 0.111 0.000 0.111 7.56 22.15 0.8000 24 0.000 0.131 0.131 9.56 39.25 0:8000 25 0.000 0.131 0.131 9.56 39.25 0.8000 26 0.513 0.000 0.513 9.56 46.19 0.8000 27 0.216 0.000 0.216 .12.69 29.25 0.8000 28 0.535 0.000 0.535 12.98 61.85 0.8000 29 0.006 0.000 0.006 17.67 29.25 0.8000 30 0.225 0.000 0.225 17.67 68.33 0.8000 31 0.265 0.416 0.681 23.10 43.00 0.8000 32 0.020 0.416 0.436 23.10 43.00 0.8000 33 0.579 0.000 0.579 23.10 37.61 0.8000 34 0.150 0.000 0.150 23.10 37.81 0.8000 35 0.065 0.000 0.065 26.26 23.17 0.8000 CSI SHEAR DATA Load Case 1 Member 0 Actual Allowable Csi Location 0 24.89 237 0.105 0.000 1 32.16 237 0.135 0.000 6 7 3 23.04 237 0.097 96.000 4 82.46 237 0.347 146.885 5 57.98 237 0.244 204.912 6 94.19 237 0.397 217.844 7 22.96 237 0.097 310.659 8 36.69 237 0.154 364.500 9 25.30 237 0.107 368.000 10 6.09 237 0.026 44.779 11 6.75. 237 0.028 82.179 12 10.45 237 0.044 99.750 13 6.09 237 0.026 149.893 14 7.44 237 0.031 161.671 15 8.91 237 0.038 217.932 16 3.72 237 0.016 271.667 17 6.69 237 0.028 283.083 18 9.81 237 0.041 358.696 19 0.00 237 0.000 51.610 20 0.00 237 0.000 90.750 21 0.00 23 0.000 91.111 22 0.00 2317 0.000 119.750 / 23 0.00 237 0.000 112.350 24 1.33 237 0.006 114.750 25 3.18 237 0.013 114.750 26 0.00 237 0.000 150.044 27 0.00 237 0.000 155.750 28 0.00 237 0.000 209.443 29 0.00 237 0.000 212.000 30 0.00 237 0.000 277.250 31 4.02 237 0.017 277.162 32 9.46 237 0.040 277.250 33 0.00 237 0.000 312.457 34 0.00 237 0.000 313.184 35 0.00 237 0.000 315.861 CSI DATA 4 2m -------- (per ply) 22.. 29m 26m 21m g 0 AX + BD 1 2 lm Len (in) 19m 205 23m 25m 13m 0 36m Om lOm 3 1 llm 12m 9 0.133 - 4.31 3 23.04 237 0.097 96.000 4 82.46 237 0.347 146.885 5 57.98 237 0.244 204.912 6 94.19 237 0.397 217.844 7 22.96 237 0.097 310.659 8 36.69 237 0.154 364.500 9 25.30 237 0.107 368.000 10 6.09 237 0.026 44.779 11 6.75. 237 0.028 82.179 12 10.45 237 0.044 99.750 13 6.09 237 0.026 149.893 14 7.44 237 0.031 161.671 15 8.91 237 0.038 217.932 16 3.72 237 0.016 271.667 17 6.69 237 0.028 283.083 18 9.81 237 0.041 358.696 19 0.00 237 0.000 51.610 20 0.00 237 0.000 90.750 21 0.00 23 0.000 91.111 22 0.00 2317 0.000 119.750 / 23 0.00 237 0.000 112.350 24 1.33 237 0.006 114.750 25 3.18 237 0.013 114.750 26 0.00 237 0.000 150.044 27 0.00 237 0.000 155.750 28 0.00 237 0.000 209.443 29 0.00 237 0.000 212.000 30 0.00 237 0.000 277.250 31 4.02 237 0.017 277.162 32 9.46 237 0.040 277.250 33 0.00 237 0.000 312.457 34 0.00 237 0.000 313.184 35 0.00 237 0.000 315.861 CSI DATA -------- (per ply) Load Case 2 Member 0 AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.003 0.051 0.054 0.00 20.46 0.8022 1 0.051 0.082 0.133 - 4.31 57.50 0.6500 2 0.077 0.082 0.159 4.31 44.72 0.8264 3 0.033 0.031 0.064 9.56 23.09 0.8347 4 0.033 0.061 0.094 12.69 37.50 0.7117 5 0.004 0.117 0.121 17.67 59.75 0.6888 6 0.019 0.122 0.141 20.83 64.30 0.8068 7 0.024 0.051 0.074 24.57 44.35 0.8236 8 0.019 0.085 0.104 30.38 54.58 0.6500 9 0.003 0.051 0.054 30.67 20.12 0.7660 10 0.028 0.041 0.069 4.23 50.75 0.7415 11 0.029 0.061 0.090 7.56 40.00 0.7021 12 0.000 0.047 0.048 7.56 24.00 0.8292 13 0.058 0.072 0.130 12.98 41.04 0.8300 14 0.140 0.116 0.257 17.67 56.25 0.7171 15 0.140 0.116 0.256 17.67 65.28 0.8024 16 0.000 0.050 0.050 23.10 16.75 0.8471 17 0.003 0.050 0.053 23.10 37.92 0.6908 18 0.118 0.064 0.181 28.20 49.35 0.6635 19 0.054 0.000 0.054 4.23 21.00 0.8000 10 12 15 im 19 tZ-" 28m 29m 30m 3 m 1i 39m 14m 15m 35m 8m 11 13 32m 33m 202122 16m 17m 18m 23 14 ii 18 9m 21 0.191 0.000 0.191 7.56 41.00 0.8000 22 0.205 0.000 0.205 1'64 35.49 0.8000 23 0.082 0.000 0.082 7.56 22.15 0.8000 24 0.000 0.042 0.042 9.56 39.25 0.8000 25 0.000 0.042 0.042 9.56 39.25 0.8000 26 0.284 0.000 0.284 9.56 46.19 0.8000 27 0.192 0.000 0.192 12.69 29.25 0.8000 28 .0.356 0.000 0.356 12.98 61.85. 0.8000 29 0.063 0.000 0.063 17.67 29.25 0.8000 30 0.019 0.000 0.019 17.67 68.33 0.8000 31 0.186 0.230 0.416 - 23.10 43.00 0.8000 32 0.042 0.230 0.272 23.10 43.00 0.8000 33 0.388 0.000 0.388 23.10 37.61 0.8000 34 . 0.070 0.000 0.070 23.10 37.81 0.8000 35 0.030 0.000 0.030 26.26 23.17 0.8000 CSI SHEAR DATA Load Case 2 Member 8 Actual Allowable Csi Location 0 11.31 237 0.048 0.000 1 15.05 237 0.063 0.000 2 13.53 237 0.057 57.051 3 7.18 237 0.030 108.992 4 11.05 237 0.047 146.481 5 19.13 237 0.081 206.025 6 22.84 237 0.096 217.844 7 10.86 237 0.046 310.659 8, 17.63 237 0.074 364.500 9 11.50 237 0.048 368.000 10 12.75 237 0.054 44.779 11 7.40 237 0.031 82.179 12 9.14 237 0.038. 99.750 13 15.80 237 0.067 149.893 14 19.77 237 '0.083 206.079 15 23.90 237 0.101 217.932 16 9.04 237 0.038 271.667 17 11.20 237 0.047 283.083 18 15.68 237 0.066 358.696 19 0.00 237 0.000 51.610 20 0.00 237 0.000 90.750 21 0.00 237 0.000 91.717 22 0.00 237 0.000 114.750 23 0.00 237 0.000 112.350 24 0.49 237 0.002 114.750 25 1.18 237 0.005 114.750 26 0.00 237 0.000 150.044 27 0.00 237 0.000 155.750 28 0.00 237 0.000 209.443 29 0.00 237 0.000 212.000 30 0.00 237 0.000 277.250 31 2.56 237 0.011 277.162 32 6.03 237 0.025 277.250 33 0.00 237 0.000 312.457 34 0.00 237 0.000 313.184 35 0.00 237 0.000 315.861 C 6 7 10 0 In . b * ALPINE TRUSS ANALYSIS PROGRAM * 4 49.19 237 0.207 148.393 ** FULL ENGINEERING OUTPUT ** 5 68.15 237 0.287 159.975 ** VERSION 18.20 ** 6 61.54 237 0.259 219.456 ++++++++++++++++++++++++*+*+++*++++++++*++++++++++ 7 49.72 237 0.209 268.101 8 49.77 237 0.210 364.500 DATE b TIME: Wed Sep 10 14:53:24 2003 9 23.77 237 0.100 368.000 TRUSS JOB KEY/DESCRIPTION: SOHN0409 / SOHNREY / DURHAM DAYTON HWY 10 15.05 237 0.063 59.565 TRUSS DESCRIPTION: F-7 COFF/HIP (6'SB) 11 17.29 237 0.073 83.125 12 23.72 237 0.100 96.750 13 11.56 237 0.049 148.393 14 16.38 237 0.069 159.921 CSI DATA 15 13.31 237 0.056 256.472 -------- (per ply) 16 12.32 237 0.052 293.769 Load Case 1 17 17.57 237 0.074 305.409 Member 0 AX + BD Total Loc Max (ft) Len (in) Ke 18 0.00 237 0.000 68.435 0 0.006 0.121 0.127 0.00 20.46 0.8142 19 0.00 237 0.000 87.423 1 0.099 0.334 0.434 3.26 75.39 0.7430 20 0.00 237 0.000 90.591 2 0.094 0.165 0.260 6.00 21.34 0.8188 21 0.00 237 0.000 112.409 3 0.030 0.166 0.196 7.42 25.75 0.7200 22 0.00 237 0.000 112.350 4 0.029 0.321 0.350 12.83 39.25 0.6944 23 2.16 237 0.009 114.750 5 0.309 0.411 0.720 15.32 59.75 0.6597 24 2.77 237 0.012 114.750 6 0.450 0.320 0.770 17.81 48.50 0.7070 25 0.00 237 0.000 151.383 7 0.431 0.286 • 0.717 23.64 38.06 0.8251 26 0.00 237 0.000 154.000 8 0.101 0.329 0.429 27.16 72.10 0.7268 27 0.00 237 0.000 210.250 9 0.005 0.121 0.127 30.67 20.12 0.7660 28 0.00 237 0.000 213.312 10 0.123 0.098 0.221 1.99 68.50 0.6987 29 0.00 237 0.000 262.250 11 0.409 0.183 0.592 7.56 22.25 0.7523 30 33.55 237 0.141 262.250 12 0.001 0.152 0.153 7.56 24.00 0.8093 - 31 40.88 237 0.172 262.250 13 0.305 0.052 0.357 12.83 39.36 0.8324 32 0.00 237 0.000 296.839 14 0.305 0.109 0.414 15.55 56.25 0.7027 33 0.00 237 0.000 300.283 15 0.574 0.115 0.689 19.69 52.07 0.8159 34 0.00 237 0.000 300.217 16 0.018 0.076 0.095 24.96 37.25 0.8451 17 0.282 0.104 0.387 27.67 65.01 0.6518 18 0.130 0.000 0.130 5.64 29.00 0.8000 CSI DATA 19 0.418 0.000 0.418 5.71 33.08 0.8000-------- (per ply) 20 0.289 0.000 0.289 7.42 27.25 0.8000 Load Case 2 21 0.567 0.000 0.567 7.42 26.81 0.8000 Member 9 AX + BD = Total Loc Max (ft) Len (in) Ke 22 0.221 0.000 0.221 7.56 24.55 0.8000 0 0.006 0.129 0.135 0.00 20.46 0.8142 23 0.002 0.123 0.125 9.56 27.25 0.8000 1 0.091 0.329 0.420 3.26 75.39 0.7430 24 0.000 0.123 0.123 9.56 27.25 0.8000 2 0.083 0.086 0.169 7.42 21.34 0.8188 25 0.687 0.000 0.687 9.56 39.69 0.8000 3 0.093 0.103 0.196 9.56 25.75 0.7200 26 0.006 0.000 0.006, 12.83 17.25 0.8000 4 0.093 0.168 0.262 12.83 39.25 0.6944 27 0.852 0.000 0.852 12.83 57.16 0.8000 5 0.058 0.183 0.241 15.32 59.75 0.6597 28 0.103 0.000 0.103 17.52 17.25 0.8000 6 0.093 0.172 0.265 17.81 48.50 0.7070 29 0.331 0.000 0.331 17.81 49.83 0.8000 7 0.089 0.128 0.217 22.67 38.06 0.8251 30 0.007 0.372 0.379 21.85 29.25 0.8000 8 0.021 0.298 0.319 27.16 72.10 0.7268 31 0.004 0.368 0.372 21.85 29.25 0.8000 9 0.006 0.129 0.135 30.67 20.12 0.7660 32 0.902 0.000 0.902 21.85 37.53 0.8000 10 0.104 0.067 0.170 1.24 68.50 0.6987 33 0.500 0.000 0.500 21.85 38.63 0.8000 11 0.271 0.101 0.372 7.56 22.25 0.7523 34 0.122 0.000 0.122 24.96 31.00 0.8000 12 0.000 0.101 0.101 7.56 24.00 0.8093 13 0.098 0.035 0.133 12.83 39.36 0.8324 14 0.098 0.051 0.149 15.55 56.25 0.7027 CSI SHEAR DATA 15 0.250 0.057 0.307 19.69 52.07 0.8159 -------------= 16 0.008 0.051 0.060 24.96 37.25 0.8451 Load Case 1 17 0.129 0.066 0.194 28.16 65.01 0.6518 Member 0 Actual Allowable, Csi 'Location 18 0.088 0.000 0.088 5.64 29.00 0.8000 0 23.38 237 0.098 0.000 19 0.288 0.000 0.288 5.71 33.08 0.8000 1 50.16 237 0.211 0.000 20 0.141 0.000 0.141 7.42 27.25 0.8000 2 75.10 237 0.316 70.378 21 0.180 0.000 0.180 7.42 26.81 0.8000 3 5 7 10 13 14 18 ;2mq!3m 4m 5m6m1 8 23 25m 26m 21m lm 1 34m 8m 1 2 22m 24m 13m 11 14m 12 15m 31m 32m 192021 0 Om 35m lom 4 11 12n3 16 16m 11 llm �� 22 9m 23 0.001 0.100 0.101 9.56 27.25 0.8000 1 0.062 0.145 0.206 3.04 75.39 0.7430 24 0.000 0.100 0.100 9.56 27.25 0.8000 2 0.056 0.039 0.096 7.42 21.34 0.8188 25 0.394 0.000 0.394 9.56 39.69 0.8000 3 0.055 0.048 0.104 9.56 25.75 0.7200 26 0.004 0.000 0.004 12.83 17.25 0.8000 4 0.056 0.065 0.121 12.83 39.25 0.6944 27 0.482 0.000 0.482 12.83 57.16 0.8000 5 0.045 0.086 0.131 15.32 59.75 0.6597 28 0.055 0.000 0.055 17.52 17.25 0.8000 6 0.066 0.074 0.140 20.19 48.50 0.7070 29 0.187 0.000 0.187 17.81 49.83 0.8000 7 0.064 0.064 0.128 23.32 38.06 0.8251 30 0.002 0.169 0.171 21.85 29.25 0.8000 8 0.016 0.132 0.148 27.38 72.10 0.7268 31 0.002 0.167 0.169 21.85 29.25 0.8000 9 0.003 0.051 0.054 30.67 20.12 0.7660 32 0.412 0.000 0.412 21.85 37.53 0.8000 10 0.048 0.083 0.131 2.23 68.50 0.6987 33 0.226 0.000 0.226 21.85 38.63 0.8000 11 0.143 0.079 0.222 7.56 22.25 0.7523 34 0.053 0.000 0.053 24.96 31.00 0.8000 12 0.000 0.079 0.079 7.56 24.00 0.8093 13 0.098 0.074 0.173 12.83 39.36 0.8324 14 0.099 0.074 0.173 12.83 56.25 0.7027 CSI SHEAR DATA 15 0.219 0.088 0.307 19.93 52.07 0.8159 -------------- 16 0.007 0.116 0.123 24.96 37.25 0.8451 Load Case 2 17 0.111 0.116 0.227 24.96 65.01 0.6518 Member 0 Actual Allowable Csi Location 18 0.053 0.000 0.053 5.64 29.00 0.8000 0 24.89 237 0.105 0.000 19 0.233 0.000 0.233 5.71 33.08 0.8000 1 50.49 237 0.213 0.000 20 0.114 0.000 0.114 7.42 27.25 0.8000 2 12.34 237 0.052 82.641 21 0.179 0.000 0.179 7.42 26.81 0.8000 3 29.59 237 0.125 94.722 22 0.126 0.000 0.126 7.56 24.55 0.8000 4 23.42 237 0.099 148.036 23 0.000 0.035 0.035 9.56 27.25 0.8000 5 35.32 237 0.149 207.775 24 0.000 0.035 0.035 9.56 27.25 0.8000 6 32.04 237 0.135 219.456 25 0.317 0.000 0.317 9.56 39.69 0.8000 7 32.35 237 0.136 268.101 26 0.038 0.000 0.038 12.83 17.25 0.8000 8 49.30 237 0.208 364.500 27 0.389 0.000 0.389 12.83 57.16 0.8000 9 25.30 237 0.107 368.000 28 0.031 0.000 0.031 17.52 17.25 0.8000 10 9.74 237 0.041 59.565 29 0.133 0.000 0.133 17.81 49.83 0.8000 11 7.20 237 0.030 82.406 30 0.001 0.123 0.124 21.85 29.25 0.8000 12 13.01 237 0.055 96.750 31 0.004 0.122 0.126 21.85 29.25 0.8000 13 6.39 237 0.027 148.393 32 0.358 0.000 0.358 21.85 37.53 0.8000 14 8.60 237 0.036 159.921 33 0.188 0.000 0.188 21.85 38.63 0.8000 15 6.74 237 0.028 216.028 34 0.027 0.000 0.027 24.96 31.00 0.8000 16 7.02 237 0.030 293.769 17 10.44 237 0.044 305.409 18 0.00 237 0.000 68.435 CSI SHEAR DATA 19 0.00 237 0.000 87.423 -------------- 20 0.00 237 0.000 90.591 Load Case 3 21 0.00 237 0.000 ' 112.409 Member 0 Actual Allowable Csi Location 22 0.00 237 0.000 112.350 0 11.31 237 0.048 0.000 23 1.76 237 0.007 114.750 1 24.02 237 0.101 0.000 24 2.26 237 0.010 114.750 2 7.98 237 0.034 83.679 25 0.00 237 0.000 151.383 3 5.88 237 0.025 109.028 26 0.00 237 0.000 154.000 4 10.98 237 0.046 148.393 27 0.00 237 0.000 210.250 5 17.23 237 0.073 159.915 28 0.00 237 0.000 213.312 6 16.31 237 0.069 219.456 29 0.00 237 0.000 262.250 7 9.68 237 0.041 294.431 30 . 15.23 237 0.064 262.250 8 23.33 237 0.098 364.500 31 18.55 237 0.078 262.250 9 11.50 237 0.048 368.000 32 0.00 237 0.000 296.839 10 17.39 237 0.073 59.565 33 0.00 237 0.000 300.283 11 2.20 237 0.009 74.062 34 0.00 237 0.000 300.217 12 12.95 237 0.055 96.750 13 15.59 237 0.066 148.393 14 18.11 237 0.076 159.921 CSI DATA 15 19.43 237 0.082 216.028 -------- (per ply) 16 17.50 237 0.074 293.769 Load Case 3 17 24.24 237 0.102 305.409 Member 0 AX + BD = Total Loc Max (ft) Len (in) Ke 18 0.00 237 0.000 68.435 3 5 7 10 13 14 18 F 3 5 7 10 13 14 18 m 20 0.00 71 237 V. UOU 0.000 90.591 21 0.00 237 0.000 112.409 22 0.00 237 0.000 112.350. 23 0.71 237 0.003 114.750 24 0.91 237 0.004 114.750 25 0.00 237 0.000 151.383 26 0.00 237 0.000 154.000 27 0.00 237 0.000 210.250 28 0.00 237 0.000 213.312 29 0.00 237 0.000 262.250 30 12.76 237 0.054 262.250 31 15.55 237 0.065 262.250 32 0.00 237 0.000 296.839. 33 0.00 23 0.000 300.283 39 0.00 2317 0.000 300.211 F 3 5 7 10 13 14 18 m ** ALPINE TRUSS ANALYSIS PROGRAM *' ** FULL ENGINEERING OUTPUT ** * VERSION 18.20 ** d TIME: wed Sep 10 14:53:26 2003 JOB KEY/DESCRIPTION: S0HN0409 / SOHNREY / DURHAM DAYTON HWY DESCRIPTION: G-1 MONO/HIP [6'SB] CSI DATA -------- (per ply) Load Case Load Case 1 Member Member 0 AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.006 0.146 0.152 0.00 20.12 0.7660 1 0.003 0.359 0.361 • 3.29 72.10 0.7265 2 0.002 0.252 0.254 6.24 28.33 0.8000 3 0.054 0.155 0.209 2.51 65.01 0.6500 4 0.000 0.138 0.138- 5.71 27.50 0.8612 5 0.047 0.000 0.047 5.64 31.00 0.8000 6 0.224 0.000 0.224 5.71 37.84 0.8000 7 0.083 0.000 0.083 8.00 29.25 0.8000 CSI SHEAR DATA Load Case 1 Member 0 Actual Allowable Csi Location 0 23.77 237 0.100 0.000 1 48.16 237 0.203 3.500 2 93.47 237 0.394 70.546 3 21.05 237 0.089 62.591 4 13.05 237 0.055 74.750 5 0.00 237 0.000 68.435 6 0.00 237 0.000 94.167 7 0.00 237 0.000 96.000 CSI DATA -------- (per ply) Load Case 2 Member 9 AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.007 0.155 0.162 0.00 20.12 0.7660 1 0.001 0.343 0.344 3.29 72.10 0.7265 2 0.000 0.059 0.059 7.00 28.33 0.8000 3 0.025 0.096 0.121 2.26 65.01 0.6500 4 0.000 0.084 0.084 5.71 27.50 0.8612 5 0.019 0.000 0.019 5.64 31.00 0.8000 6 0.102 0.000 0.102 5.71 37.84 0.8000 7 0.038 0.000 0.038 8.00 29.25 0.8000 CSI SHEAR DATA -------------- Load Case 2 Member 8 Actual Allowable Csi Location 0 25.30 237 0.107 0.000 1 48.59 237 0.205 3.500 3 12.08 237 0.051 62.591 4 7.78 237 0.033 74.000 5 0.00 237 0.000 68.435 6 0.00 237 0.000 94.167 7 0.00 237 0.000 96.000 CSI DATA I ------ (per ply) Load Case 3 Member # AX + BD = Total Loc Max (ft) Len (in) Ke 0 0.003 0.061 0.064 0.00 20.12 0.7660 1 0.001 0.159 0.159 3.29 72.10 0.7265 2 0.000 0.038 0.039 6.82 28.33 0.8000 3 0.024 0.153 0.111 5.71 65.01 0.6500 4 0.000 0.153 0.153 5.71 27.50 0.8612 5 0.002 0.000 0.002 5.64 31.00 0.8000 6 0.103 0.000 0.103 5.71 37.84 0.8000 7 0.038 0.000 0.038 8.00 29.25 0.8000 CSI SHEAR DATA Load Case 3 Member H Actual Allowable Csi Location 0 11.50 237 0.048 0.000 1 22.69 237 0.096 3.500 2 8.07 237 0.034 70.546 3 25.50 237 0.107 62.591 4 17.17 237 0.072 74.000 5 0.00 237 0,000 68.435 6 0.00 237 0.000 94.167 7 0.00 237 0.000 96.000 9 6 7m BUILDING DIVISION COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE — OROVILLE, CALIFORNIA 95965 — TELEPHONE: (530) 538-7541 AGRICULTURAL BUILDING EXEMPTION PERMIT PERMIT NO. - 09 Agricultural building is defined as follows: Agricultural building is a structure designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticultural products. This structure shall not be a place of human habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a place used by the public. ASSESSOR PARCEL NO. r j� ZONING OWNER ^/ PHONE NO.- OSOWNER'S OWNER'SADDRESS 2� Dv r, C�4 /-�,, �o qs 4 2- Sr LOCATION OF BUILDING L C 2 �7 7 �tJT �ct6tA A �`✓ � 5 G% �.� USE OF BUILDING F Qve�l s�prC/C" SIZE OF STRUCTURE qO S� 2.O 0O G11 S�-fG X - SO. FT. TYPE OF CONSTRUCTION: WOOD FRAME ___2�_ STEEL CONCRETE OTHER (Specify) TYPE OF SIDING �� UCGv ROOF CnRRING ((�O FLOOR TYPE ESTIMATED COST OF CONSTRUCTION a5000 $ AG Buildings shall comply with the minimum front, side, and rear yard setback requirements of the applicable County Ordinances as follows: '010M � 0 M 0pm FRONT f��IjttnU SIDES 5'►r�REAR AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, 10 feet from a mobilehome, and 23 feet from a commercial building. AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a mobilehome, and 40 feet from a commercial building. I declare under penalty of perjury that the building will be used as stated about, and the purposed use confirms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Building Division and obtain any necessary permits, inspections, and approvals to comply with the requirements in effect at that time and before occupancy. Date Signature of Owner�� Permit Fee -$109.98 '4 Receipt No. . J'� o The above described AG Building is exempt from a building permit. Manager Buildin Date L White — DPW, Yellow = Assessor, Pink — B. 1., Goldenrod —Applicant