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038-180-027
038-180-0W 57 ALLDREDGE, TERRY a WHITE AVE. DL CONT:RON COLEMAN NEW SF W/ GARAGE 038-180-003 7 01-0853 ALLDREDGE, TERRY F n CERTIFICATE OF MERGER AP 038-180-027 AP 038-180-031 5 f' NOTES _ r RESIDENTIALVT 038-180-027 01-0485 ALL REDGE, TERRY 9I< 0211 WHITE Vgit. DURHAM 'CONT: RON COLEMAN . NEW SF �W/ GARAGE OFFICE COPY Addres )Tf Meter By-;? Dal/ I ELECTR Meter ByIC 2 c - Da{ t c I, r SPECIAL CONDITIONS CHECKED BY A FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS . VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER Com o na�- i�lspR.c� yc,,s+ Con�fr, V:: load Elegy ern rotwre t • � t :r - ah 140 SPECIAL CONDITIONS CHECKED BY A FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS . VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER Com o na�- i�lspR.c� yc,,s+ Con�fr, V:: load Elegy ern rotwre t • � t :r JOB FINALED (Dat X'l �_ �� Signature t = OK 0 = Not Ok - = Not Applicable * = Not Ready ;- MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s Zoning Requirements -Setbacks -Easements 1. Zoning Requirements -Setbacks -Easements Footings; Soils -Size -Depth -Spacing -Connectors -Steel 2. Soils; Special MH Support Sketch Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 3. Sewer; Location -Test -Fall -C/O -Concrete Wood Awn.; Posts- Bea ms- Rftrs.-Connectors Shthg.-Frg-Bracing 4. Water; Location -Test -Easement Needed (Sketch) Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Carports; Windows -Doors 6. Gas; Location -Test -Wrap; -/ /" L'ft. / P Nat. or / /"L"tt./ /'LPG Electric 7. Well Clearance & Disconnect Frmg.; Sills-Anchors-Studs-Rttrs-Trusses 8. Utility Clearance - Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 1. 4. Electricity; MH Test -Crossovers -Breakers -Clearances 2. 5. Drain; MH Test -Fall -Flex Connector 3. 6. Water; MH Test -Regulator -Connector 4. 7. Water and Sewer Connected -C/O to Grade -HD Approval 5. 8. Gas and Electricity Tagged 6. 9. Tie Downs -Type -Installation Cert. 7. 10. Exits; Insp.-Sketch 8. 11. Cert. of Occupancy 9. 12. Permanent Foundation Only; License Decal 10. Plumb.; Cir. Test -Water Supply Test ate Light Niche Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 �1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Bea ms- Rftrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rttrs-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 FINAL (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-Panelbbards-Ins. to Main in Conduit 9. Health Department Approval . 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 ./= OK 0 = Not OK = Not Applicable � RESIDENTIAL (,Single & Duplex) = Not Ready I k1 S"o Date VRderfloor (Plans) OK except #'s' 1 ning- Setbacks- Ease ments-Flood- Slope Ftg., Main; Soils-Elec. Grnd.-/ 2 /" Ftg. Depth g., Garage; Soils-Steel-Elec. Grnd.-//l P' Ftg. Depth 4. Fig., Porches & Decks; Soils -Steel-/ P' Fig. Depth 5. Stemwal , Main; Steel- Blockouts-Wrapped 6. Step,11ralls, Garage; Steel- Blockouts-Wrapped o Downs and Special Anchors lab, Steel -Wrapped 8. Pier.fireplace Ftg.-Steel W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underaround 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists- Vent s-Crippies 15. Access & Ventilation 16. Insulation Date (f Card B-1 Date Card B-1 Date _A01- 61 Card B-1 Date Card B-1 Date ePLUMBING ( ermit) OK except #'s VfAater Htr.; Vent -Access -Combustion Air Baffle ater Pipe; Test & Anchor -Nail Protection D.W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. Ast Tub & Shower, Second Floor -Tub Access Gas Pipe; Sixe & Anchors Date rd -1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s Fixture & Transformer Clearance -Ins. Protection ;//Elec. Receptacles Spacing -Lights & Switches at Doors ize Boxes & No. of Conductors Stapled ZlelRomex Installed Close to Edge of Studs & C.J. quip. Ground made up w/Mech Fasteners -Bond Gas & Water WX Appliance Circuits in Kitchen & Conductor Size GF - Subfeed Wire Size/ / ga. Cu or AI-A.C. Wire Size r / Cu r Al Range Circle/ / ga Cu or AI -Oven Circ. / / ga Cu or Al Insulated Neutral I] Yes C) No 31.Service-Riser Conductors & Ground Main Disconnect qu' . Clearances Panels-Motors-Mech. Equip. othes Closet Light -Shower Light -Spa Light Smoke Detector DateT, tO 1JIL-CAMB1,11 Date Card B-1 Date Card B-1 Date Card B-1 Date ECHANICAL (Permit) OK except #'s C. Ducts Insulation & Support V, -Vent Fan, Exhaust above insulation ndensate Drain & Overflow, Size & Grade urnace-Vent Access -Comb. Air -Return Air Vent 115 outlet Attic Access & Platform if Furnace in Attic Date f, ZD, 5 1 OL ii and B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s 46. fills Proper Materials & Anchors alls Studs -Nailing Spacing & Braces -Plates -Sound Bearing Walls over Girders & Floor Nailing 48• Zah Stop in Walls (rat proof) ire Stops, Furred Ceilings -Stairs -Chasers -Tubs . Headers & Beams -Size & Bearing Date 09-1 FRAMING (Continued) .fingers -Post Caps -Anchors -Connectors t1+/. Vng. Joist-Rftr. Ties- Purlin-Rott Brac.-Truss -S ht ing.-Rfng. 48.' replace Ties or Type A Flue -Fireplace Throat Clearance ttic Access; Size & Romex Protection -Draft Stop -Ins. Battles . rm. Windows or Exiting Doors -Sill Ht. & Dimensions V,Parage Fire Protection Framing operty Line Firewall & Openings Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 5t airs; Width -Headroom -Rise -Run -Landing -Fire Protection ""'P/wood on Roof Overhang -Attic Vents -Rafter Outriggers -&&- /Siding-Nailing Veneer tucco Mesh -Drip Screed -Fd. Vents-Underflr. Access Vplazing Area -Glass Protection -Skylights -Plastic ar Walls; Nailing -Bolts -OV.race Interior/Exterior Wall Panels Insulation -Walls -Ceilings 62. Infiltration -Walls -Windows Date R"Itt rd B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ,"' FINAL (Plans) OK except #'s 16. E . Steps -Door & Sidelight Protection -Landings Smo a Detector urnace Vents -clearance -Comb, Air -Connector - In rage; Above Floor-Ducts-Mech. Protection e om Exiting F. Bath Fixtures & Tub Access -Spa lec. Trim & Subpanel, Breaker Sizes & Labels 69. Stair -Rails 7 ireplace or Stove, Clearance -Hearth 71. E . OutletCat Wood Panel, Int. & Ext. Kit. F' . & A liance; Ground -Air Gap -Cooking Clearance N- lec. tlets & Receptacles at Kit. Counter arage Fire Door; Swing -landing -Closure 75. A.C. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. r ec R.V. in Gar e' bove Floor-Mec r dc' 77 ec. & Mech. Equip. Listed for Location 7 lec. Receptacles in Garage (F.F.I.)-Romex Protection 79. Insul ' n- Foam- Looked in Attic 8 uar ails & Deck Construction -Post Caps 8 , dn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor U Yes / 82. Followlno Instld./Drive J Yes 311dMalks 511fs- J No/Planters J Yes aVo o wn-Finish 8 . n Disconnect, Electrical -Plumbing lint bove Roof, Plbg-Appliance-Fireplace-Clearance to Openings 8 ell, Disconnect, Electrical, Plumbing Exterior ec. Trim, G.F.I. Receptacle -Underground 88. VaMlationThrouahout House from Previous 91. 98!GVat% Sewer Connected -C/O to Grade -HD Approval - erov Compliance Certificate -Other Certificates Address Posted 1117 — Date Card B-1 Date Card B-1 Date .G Card B- Date Card B-1 Date .p Card B- Date Card B-1 Comments at Final. S' • . . . . . . . . • . , M S COUNTY OF BUTTE 'A BUILDING DIVISION y DEPARTMENT•OF DEVELOPMENT SERVICES 411 Main Street - Chico, CA • (530) 891-2751 .01 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE IPL( a - 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. )f you have any questions pertaining to this matter, or need additional explanation, please co act this office immediately. �a��G'L>'ri! ��i.�/Z��C 7�o.�•i /tea � �� r`S-G/ Date -L- REV 10/92 °r e' I I 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 OWNER PERMIT NO. A routine inspection/indicates that the following violations of butte county Ordinances exist at the }= above address a d should be corrected. Please notice this office when correction of work is completed. If y u have any questions pertaining to this matter, or need additional explanation, please cont this office immediately. , 1W7-6� Date -191 REV 10/92 Inspector �.:.:.... . ......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 x �t OWNER PERMIT NO. r 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 - co leted. If you have any questions pertaining to this matter, or need additional explanation, -, pl se contact this office immediately. i I -IJ. .,. ry no, Acb t t } i. i � l r Date -191 REV 10/92 Inspector 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 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; please contact this office immediately. ;'`Z"n.^-'�'!'� ` ��P�h�'`'�'�r'3'�!•:4JK+3:s•tii�"'+�n%s•t;��a�"`r'7`�""��3'%3 ., i fffff. rr „r t l 10'z COUNTY OF BUTTE `�r3 BUILDING DIVISION Date Inspector x ` -� ' DEPARTMENT OF DEVELOPMENT SERVICES ;r i 411 Main Street • Chico, CA • (530) 891-2751 REV 10/92 ^;�`N 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE > al- 0-�857 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 �K completed. If you have any questions pertaining to this matter, or need additional explanation, please contact s office immediately. �-s►�r - Irl ., i Zz- - c.- `-� Y ., i Zz- - c.- `-� Date Inspector x ` -� - 01 REV 10/92 ^;�`N �; _-, � _- ��✓"ti.vti.•._.�.+�'.'t. ♦ ti."-"+^W�1r.r1'r.r�K-mow----'-..."�r.'�•�.+v-a.+.��' ��. y-.. �\'`a � ti v..-..r._"r�«•`..w.�-...'...".----'-�'�..�.,.-�"r'-tip. I COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive Oroville, Calitorriia 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 038-180-027 ZONING A 2 BUILDING PERMIT OWNER TELEPHONE - 5352 SO. FT. OCC. BUILDING VALUATION 2257 R3 121 878.00 OWNERS MAIUNo ADDss P0 ROX 4447 njwn, CA q9927 470 U 8,460.00 CONTRACTOR'S NAME RON MI RMAN TELEPHONE 893-5352 G 24 . 7 C 321.75 CONTRACTORS MAILING ADDRESS PO BOX 4447 CHICO CA 95927 CONSTRUCTION LENDER , LENDERS MAILING ADDRESS Fireplace Total Valuation $ 132.159.75 ARCHITECT OR ENGINEER LICENSE NO. Flirt Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee ' $ s BUILDING ADDRESS WRITE AVER DI IRRAM, CA Energy Plan Checking Fee $ 23.00 - $ PERMIT FEE S1288-75 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF Duplex ❑ Mobilehome ❑ Other sPEclPv Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New X Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work:. iVFW SE WTT4 GARAGE Gas piping system 1 - 5 outlets 15.00 1 nn Building sewer 15.00 Mobile Home I S I G W @20.00 PERMIT FEE $ 143.00 ELECTRICAL PERMIT Fling Fee 20.00 Main Service 200AORLESS 23.00 23.00 LICENSED CONTRACTOR'S DECLARATION r� I hereby affirm under penalty of perjury that am�icensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license in full force and effect.P License Class "� Lic. No. ` '� OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors 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. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 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 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.) ❑ 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 workers' compensation laws of California, and agree that if I should become subject to the wv�orkers' compensation provisions of section 3700 of the Labor Code, I shall fbrlh ith comply p4h thos provisions. X Date _ Signatur o p Ican - ❑ 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. Main Service TO 46.00 OCU000A WEE200A NEW CONST. ( DWELLING OCCUP. SO OR ADONS. & ACC, sLos. 3.5¢x: 95.45 NEW CONST. MULTI.OUTLET NON-RESID. @7.50 OWER APPARATUS 8 SINGLE OUTLET CIR. 20 @ 1'00 Ex. Occup. OUTLET OR FD(TURES aAL @ ,50 Ex. Occup. ountois ae�,ID°EA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 138.45 MECHANICAL PERMIT Fling Fee 20.00 Heating 15.00 Cooling 15.00 Hood 6.50 6.50 Ventilation 2 4.50 19.00 PERMIT FEt $ 55.50 Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 Occ R3 U CONST. TYPE VN TO AL FEE $ , 1691/7n Haz. _ D CDP P CEL e ffS/ This per is here y Issued under the applicable provisions of the Butte County Code and/or Resolutions to d_ o work indica o for hich fees have been paid. C By /tN`--"' Date PERMIT EXPIRES ON Receipt No.%J WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK- SPECTOR GOL ENROD-APPLICANTe in AUNTY OF BUTTE -DEPARTMENT OF. 7 COUNTY CENTER DRIVE - OROVIL. PERMIT APk MENT SERVICES - BUILDING DIVISION 95965 - TELEPHONE (530) 538-7541 .TIONDATA SHEET OWNER: /11 G ASSESSOR PARCEL /NUMBER: r7 .3 R 190 nQ -4 Proposed Building Use: 'S-► V Building Inspector: Date: 3 - 6'I - 61 At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: Date Received By ❑ 1. All items have been submitted -------------------------------------------------------------------------------------- 02. Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ ❑ 3. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- 04. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- ❑ 5. Engineered truss details and layout in duplicate (req&ed prior to plan review) No faxes! ------------------ ❑ 6. Energy Design Compliance and supporting documentation.---------------------------------------------------- ❑ 7. Statement of Intent for Non -Heated and A/C Buildings. --------------------------------------------------------- ❑ 8. Hazardous Material Form.------------------------------------------------------------------------------------------ 4 ❑ 9. , anufactured Home data and installation instructions including Tie Down Specifications.--=--------------- nA Fees of $1087RT ------------------------------------- --------------------- ---,�---�1------------- Impact fees as shown on the attached schedule. t----- "-�'---------- a alifomia Department of Forestry plan appro If W Vs.----- ---------------------- ------------�--------------- Flood elevation certificate. --=---- - ---- ---- -- - - ------ --- -- - --------------------- � � Janitation and plot plan approval C t,(.f Health Department. ------------------------------------------- ❑ 15. City of Chico plumbing permit.----------------------------------------------------------------------------------- ❑ 1 . Plot plan and business license approval from the City of Biggs. ---------------------------------------------- 7. Planning approval for (A) Use: ' �9< (B) Parking: -------------------------- �8ntact Land Development about; l� Improvements, ❑Drainage, Legal Parcel. --------------i; ------- S' Z ' d S t 9. Encroachment Permit for driveway (construction approval prior to occupancy). ---------------------------- 1 ❑ 20. Pre -inspection for required. Request to Building Inspector on (Date) ❑21. Coritractor's license information. (Number, Name Style, Classification). ---------------------------=-------- Wim, 022. Workers' Compensation carrier and policy number. ----------------------------------------------------------- 1123. Owner -Builder Verification (Given to owner ❑, Mailed to owner EI) - -------------------------------------- ❑ ke tter of signature authorization. -------------------------------------------------------------------------------- -90 corded copy of Agricultural Acknowledgment Statement.--------------------------------------------------- 026. ------------------------------------------------❑26. Letter of intent on -building use. ----------------------------------------------------------------------------------- ❑ 27. Manufactured Home utility clearance.--------------------------------------------------------------------------- ! ❑28. Existing violations and/or expired permits. ---------------------------------------------------------------------- ❑29. 0433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ .--------------- 030. -------------- ❑30. Other: C. Whep,you issue the permit, process as follows ❑ Mail to owner, ❑Mail to contractor. 1<Telephone and hold for pickup at O (c? O(Y i tiFoffice. ❑ Iver w' inspector. f Applicant: Date: 1 Cop -Mat form sent o Health D3�ar�tm t,,o FreDeepartment, ❑ Air Pollution 'Date: By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: dex permit application for the above items numbered: ❑ PlanCheck List 2. ilditional items required: C yd � ontractor, designer, owner, was advised of the above required data b X phone, ❑ mail, ❑ tuilding Division counter, byDate:Hon ? Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by'o phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was admsed of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Plans reviewed by: Date: s •ZO -01 Plans approved by: �� Date: " 4 -5 0 ) Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division. '$ V �`OLt� \ 1 aM d K a/ -)of -4f •�'o� I 1 t�y►�=��A c � R E.H. USE NlY Plot Plan Anached ` Floor Apyc od Sent o S. TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance Owner Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well '— Clearance for dwelling. Other Hold final for: Final clearance O.K. for: NOTE: c Environmental Health Specialist loeDate 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 OWNER O PROPOSED BUILDING USE E DING PERMIT FEES �y -- Balance Due ................ $ U a I �� -- Additional Fees Due ........... $ -- Additional Fees Due ........... $ -- Revised Plan Checking Fee ....... $ t/ 2, SCHOOL DISTRICT FEES (paid at District Office) 3. SHERIFF FEES (paid at Building Division) Residential ........ x $360.00 = $3676 flz Commercial (sq.ft.)... x $0.03 = $ Sq.Ft. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit) . x : = $ #Units Amt. Commercial (sq.ft.) .. x =$ A. P. #cnk3 X -/ eD-f�2 7� DATE 3 -17 —61 RECEIPT # DATE REC 59�"4� flq- (-p - J / Sq.Ft. Amt. ) 5. RECREATION DISTRICT FEES (paid at District Office) p��%• �• / 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 $2500.00 (paid at Building Division) 10. OTHER . At time of pe • ' lication, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees ma be ch ged du ' g the plan checking process. APPLICANT , DATE Pursuant to Government Code Section 66020, you are hereby notified that items 2,3,4,5,6,8,9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 2/97) Jf 17 LA 'plj'BJ A:r •,. m.y41 , ♦ : Z...'Sk.rt.' .t i.»• t' -moi BUTTE.COUNTY SCHOOLS PAC$ EE CERTIFICATION FORM (One forrWpereBullding) School District Building Department No. A.P. Number D 39 - 0 - Da 7 dtlurisdiction: 0 City County Property Owner Property Location/Address Subdivision Lot No. i 1 Residential Development Commercial/Industrial Building Department .................................................................................................................. _ No 1�ing Mobile�Home Addition/ *Supplemental to Sq. Footage S (Group R) Units Installation Conversion Permit # i '(No foundation inspection): :.................................................................................................................. j. §q. Footage' New Addition (Including Exterior Roofed Areas) --�-,.- r 3.2 � • o � atjve / Date it-wor runs reviewed Dy Scnool uistrict versonneu District Identification No. lj 3 School District certifies that%rte �/� y AIld Lf �E c (Applicant) e (Street Address) (Phone Number) 'ba 2�i9�n e� 9 s�P3 g (City) (State) (Zip Code) has complied with the requirements of Resolution No. representing o? 07 S� square feet School District . . Paid by Check i �_ Remarks: 10 " "T . by payment of $ T(sa2c,o . 8S AB 2926 $ FULL MITIGATION $ a ""Date Notice: You may protest the Imposition of thet.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 anj 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.xls (10/98)dmm , F BUTTE COUNTY PARK FACILIIf ESE PAYMENT CERTIFICATION FORM DURHAM RECREATION"AND PARK DISTRICT Assessor Parcel Number (s): 0 3 90 - oa % pt . Property,Owner (s): r ��C P a Project Location/Address: t Subdivison Name: Assessable Square Footage: aa5 i Type of Residential Development (check one): U'New Development Afteration' Addition Mobile Home (s) ❑ Non -Residential to Residential Comments: Building Digion Represe tati e 3.z& -0i Date Durham Recreation and Park District (DRPD) certifies that ay. bvl C.o �3-5-3_5,-;Li Ap licant Name'„ Applicant Phone Number f� �• ' Q�l 7 .Street Address i,Pir,i r n Qq S-5 77 City State ' l Zip Code has complied with.the requirements of.the Butte County Board of.Supervisors Resolution. No:. -... _ s 93 - 114 by payment for 2 25'1 square feet at $ 1.04 per square foot for a total payment of 234• \,,_ORPD Representative Date PAID BY CHECK No.: BANK No.: CIO - 3859 (o PAID BY CASH: RECEIPT No.: 3 y a - Remarks: DISTRIBUTION: WHITE - APPLICANT PINK - DRPD YELLOW - BUTTE CO. BUILDING DIVISION , i.... COPY of Document Recorded '* 20 -Jun -2001 2001-0026446 Has not been compared with AND WHEN RECORDED MAIL TO: original BUTTE COUNTY BUILDING DIVISION BUTTE COUNTY RECORDER 7 COUNTY CENTER DRIVE OROVILLE CA 95965 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code requires this aclmowledgment 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 maybe 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: �o SEE ATTACHED LEGAL DESCRIPTION Date: (�' I -1 � I✓ROPE WNERS: ; TERRY LDREDGE ME ODI AL.DREDGE State of California, ) County' of • BUTTE ) On 6-19-01 beforeme, TAMI BARLOW, NOTARY PUBLIC personally appeared TERRY D. ALLDREDGE AND MELODI ALLDREDGE personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(:) whose name(s) is/are subscribed to the' within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(les), and that by his/her/their signature(s) on the instrument, the person(s) or the s ) acted, executed the instrument. TAMI.I3ARLOW WITNESS my hand and official seal. COMM. � 1289725 • NOTARY PUBUGCALIFORNIA COUNTY OF BUTTE COMM. Expire$ Jan. 7, 2005 Signat a ea 0- DESCRIPTION PARCEL 2 A portions of Lot 35 as shown on that. certain map entitled, "MAP OF HANLON TRACT, Subdivision No. 2", which map as recorded in the office of the Recorder of the County of Butte, State of California, ori February 5, 1915, in Book 8 of Maps, at page 1, more particularly described as follows: COMMENCING at the Northeast corner of said Lot 35 and running thence South a distance of 25.00 feet to a point on the Southerly right of way line of White Drive; i Thence South 89°57'54" West, along said Southerly right of way line, a distance of 242.76 feet to the TRUE POINT OF BEGINNING of the herein described parcel of land; Thence continuing South 8915754" West, along said Southerly right of way line, a distance of 400.00 feet; a Thence, leaving said Southerly right of way line, South a distance of 165.00 feet; r Thence North 8905754" East a distance of 400.00 feet; Thence North a distance of 165.00 feet to the true point of beginning and containing 1.52 acres, more or less. Note: No residential development allowed on the westerly three hundred feet of this property. 0 May 24, 2001 Terry Alldredge' P.O. Box 4447 Chico, CA 95927 Dear Mr. Alldredge: tte LAND OF NATURAL WEALTH AND BEAUTY DIRECTOR'S OFFICE DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7601 FAX: (530) 538-7785 www.buttecounty.net Thank you for taking the time to meet with me and Mr. Vieira on Monday, May 21, 2001. You indicated that the pa� d ele a ion at -the site of your new home would create significant problems with design, construction and use of your new home if a 137 -foot elevation for the top of the bottom floor is required. This elevation has been identified by our Department as the required elevation, based on the Flood Insurance Rate Map (FIRM), Map #06007C0735, approved by the Federal Emergency Management Agency on June 8, 1998. I have again reviewed the status of this project with Stuart Edell, Land Development. Mr. Edell indicates that the requirement that the pad be located one foot above the base flood elevation (BFE) was enacted through Ordinance 3270, adopted by the Board of Supervisors on June 26, 1996. I appreciate the fact that you have devoted significant time and attention to the design and construction of a new 'home at this location. I am especially concerned that you feel our Department, and the Department of Public Works through the Land Development Division, might have misled you concerning the flood plain requirements. 1-1 When the original building plans were submitted to our Department on March 9, 2001, you submitted an Elevation Certificate showing the base flood elevation as 135.00 feet. Our plan check department contacted your engineer, Robert Feeney, and discussed the issue, indicating that the property lies approximately 1,000 feet north of the 135 foot contour, land further north is outside the flood plain, and the property appeared to be above the 135.00 elevation shown in the Certificate. Mr. Feeney apparently agreed, as he submitted an Elevation Certificate, dated March 28, 2001, showing the base flood elevation as 136.00, and the top of bottom floor elevation as 137 feet. I have attached a copy of the certificate. The flood plain issue was identified in our letter to you dated March 27, 2001, following the initial plan check. I have enclosed a copy of the letter for your reference. Please note item 1, which asks that you have your engineer review the flood plain issue, because "...your parcel is very probably higher than 135." Our Department on April 3, 2001 approved your plans, based on the attached Elevation Certificate. Terry Alldredge May 24, 2001 Page 2 I am aware that Mr. Feeney submitted an Elevation Certificate in May, again showing a base flood elevation of 135.00. Neither our Department, nor the Land Development Division, is prepared to accept the revised certificate as accurate. If you wish to discuss the mapping of the area 'of'your proposed construction, you may contact Andrew Corry or Kristen Kingsley at the California Department of Water Resources. Andy and Kristen operate the State National Flood Insurance Program Northern District office in Red Bluff on behalf of FEMA. They can answer specific questions you may have regarding the flood plain designation, the process behind the development of the map affecting your property, and the actions you might take to affect changes in the map. They can also assist you if you wish to make application for a Letter of Map Amendment (LOMA) that may potentially remove your property from the Zone AE designation on the FIRM. They can be reached at (530) 529-7388 and (530) 529 7325 respectively. Additional information may be available on their web site at www.fRin.-water.ca.gov. You have asked that I provide a copy of this letter to your representative on the Board of Supervisors. Your property is located in District 4, represented by Curt Josiassen.. It is our practice to also provide other members of the Board with the letter. If you wish to discuss this matter further, please feel free to call me directly at (530) 538-6821. T,om l uford Interim Director -Development Services TB.jb Attachments: 1. Elevation Certificate (3-28-01) . 2. Plan Check letter dated March 27, 2001 cc: Board of Supervisors, w/Attachments Mike Crump, Director, Public Works, w/Attachments . Stuart Edell, Land Development, w/Attachments Mike Vieira, Building Division, w/Attachments Robert Feeney, w/Attachments I LA FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Im SECTION A - PROPERTY OWNER INFORMATION Read the instructions on pages 1 .7. BUILDING STREET ADDRESS (I ud Apt!., nit. Sul and/or O( h i t ELI CITY L A==M. OW- OR P.O. ROUTE AND BOX NO. STATE O.M.B. No. 3067-0077 Expires July 31. 2002 For Insurance.Campamr. Use: LATITUDEILONGTTUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: L..-1 GPS (Type): ITx -+ #jW or Aai.>F# °) L_ l NAD 1927 L_I NAD 1983 L_l USGS Quad Map (_J Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION . NFIP COMMUNITY NAME & COMMUNITY NUMBER 82. COUNTY NAME B3. STATE �our� OCn00 (�' $ TCA 84. MAP ANO PANEL I EX. SUFFIX 86. FIRM INDEX 87. FIRM PANEL B8. FL000 89. BASE FLOOD ELEVATIONS) NUMBER I DATE EFFECTWSREVISED DATE ZONE(S) (Zane of f]oo�lg) C. . 2,0 i $ y B10. Indicate thesolace of Base Flood tion (BFE) dal�or base flood depth entered in B9. L„j FIS Profile FIRM j_j Determined L-1 Other (Describe): 811. Indicate the eleva ' datum used for the BOE in B9: M NGVD 1929 j_j NAVD 1988 j_j Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? j_j Yes 6dNo Designation Date: SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Budding elevations are based on Construction Drawings' j_jBuildrng Under Construction' "Finished Construction 'A new Eievvatian certificate h be required when construction of the budding is complete. CZ ug Bul&V Dan Number (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram acctxatety represents the !wilding, Provide a sketch or photograph.) C3. Elevations -Zones AI -A30. AE. AK A (with BFE). VE. V1 -V30, V (with BFE), AR ARIA, ARAE. ARIA1-A30, ARWI, ARIAO Complete Items C3a4 below according•to the building diagram specified in Item C2. State the datum used. If the datum is different from the daturrl used for the BFE in Section B. convert the datum to that used for•the BFE. Show field measurements and datum conversion ralatatlorL Use the provided or the Comments area of Section D or Suction G, as appropriate. to document the datum conversion. Datum DN Elevation rehm nce marc used Does themark used appear on the FIRM? Yes No 0 b) Top of next floor Qnctuding basement or enclosure) �- fL(m) ES3/ — R(m) Q n 0 c) Bottom of lowest horizontal structural member (V zones only) R(m) CI d) Aftched garage (trop d slab) _ ( ) 0 e) Lowest devadon of machinery and/or equipment 2 servic irg the buildingfL(m) W N 972 0 f) Lowest adjacent grade (AG) �m R(m) 0 9) K91109 �� grade (HAG) R.(m) ` 0 h) No. d permanent openings (flood vents) within 1 R above ad)ace grade .� L'Jiil 0 u) Total area d an permanent openings (flood vents) in C3h sq. in. (sq. cm) FOS CAMI SECTION D - SURVEYOR. IENGINEEP OR ARCHrTECT CERTIFICATION This certificat)on Is to be signed and sealed by a land surveyor, engineer. or architect authorized by law to' ceNfy elevation information. • . 1 MW dw the ir*mwdon in Sections A, a and c our e s ceiaw(e represents my best efforts to Wapret frie data. available. l "Kbr3W d'MW any false sUdenxW may be pwushabfe by line or knPasonment under 18 U.S. Code. -Sec06 1001.' F IA F.wm Ai -11 Al Ir: QQ CITY C-41 1, c WedWal CPF QFVFA.CF RIf1F F()R rYlNT1N1 IATI(1N P9134 ArFC At I PPFVIrV I.0 IMPORTANT: In these spacm copy the corresponding information from Section A. I ° For. Insurance Company Use: No.1 CITY l�ta.Wrh�ttiv Box Cbmpany SECTION D - SURVEYOR. ENGINEER OR ARCHITECT CERTIFICATION (CONTINUED) Capt' both sides dtWs Elevation Certificate for (1) community official. (2) insurance agent/company. and (3) building owner. COMMENTS LI Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO and ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete items E1 through E3. K the Elevation Certlt%ate is Mended for use as supporting iNbr mation br a LOMA or LOMRA Section C must be completed. Et. Building Diagram Number ' (Select the building diagram most similar to the building for which this certificate is being completed – we pages 6 and 7. If no diagram accurately represents the building. provide a sketch or photograph.) E2 The by d the bottom floor l[inciuding basement or enclosure) of the building is 1 I I R(m) I, I I,in.(cm) L_j above or L_I below (ch)ck one) the highest adjacent grade. E3. For Zane AO onty:.If. no flood depth number is available, is the top of the bottom floor elevated in accordance with the commurutys floodplain management ordinance? j_I Yes j_I No (_J t hbx w t The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The paperty owner or owners authorized representative who completes Sections A. B. and E for Zone A (without a FEMA4ssued or OxnnXx*4ssued BFE) or Zone AO must sign here. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE — DATE TELEPHONE COMMENTS Check here if attachments SECTION G : COMMUNITY INFORMATION The local fts who is authorised bylaw or ordinance to adnikti gar the comrtxxWs floodplain managernent ordinance can complete Sad sum A. B. C (or la. and G o(#* Elevation Certificate. Complete the q*& able tcam(s) and sign below. G1. L --I The inlametbn in Section C was taken from other doc merntation that has been signed and embossed by a licensed surveyor. WOW. ar a dittd who is autinorfzed by state or loc# law to certify elevation MormadwL (Indicate the mums and date of the elevation data in the Commerrts area below.) G2. u A oomm nky dkW completed Section E for a building located in Zone A (without a FEMA4ssued or community -issued BFE) or Zone AO. G3 l_l The Mowing Mbrnation (Rema G4-Gg) is Provided for corlrn u ty tioodpiain management purposes. G7. This pertntt'has been issued for j_j New Construction �_I Substantial Improvement Gil. Gevatlon d a 4x& lowest floor (including basement) of the building is: _ X(m) Datum: G9. WE or (in Zone AO) depth d flooding at the building site is: _ fL(m) Datum: LOCAL OFFt4ALS NAME TITLE COMMUNITY NAME TELEPHONE SKsNATtJ�tE DATE C011AMENT'S 1-1 Check here if attachments Pr-uA r,- A1-11 AI Ir: QQ QFPI Ar`.FC Al I PQ"CA LC FrVTVW4%, March 27, 2001 Terry Alldredge P.O. Box 4447 Chico, CA 95927 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Parcel Number: 038-180-027 Building Permit Number: 01-0485 This office reviewed building plans for the permit application referenced above. The plans examiner's comments are listed in Part I below. Please respond in writing to each comment in Part -I by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Indicate which detail, specification or calculation shows the requested information. Additional response information is included on the response form. Your complete and clear response will expedite the recheck and approval of this project. If more than one party is responsible for plans, all party's must respond on the PLAN REVIEW RESPONSE FORM. PART -I Provide additional ,information and/or make revisions to plans, specifications and calculations as follows: Xnclose is a section of the flood plain map. Your parcel lies north of the 135 foot elevation for base flood. Please have your engineer review this information as base flood elevation at your parcel is very probably higher than 135.i`✓i),�.��f,� i ✓'%:' ;r; -r,, �l u U Truss 10 shows a span of 22 feet, plans show it has a span on 34 feet 5 inches. Please submit a revised truss 10 (two copies) Truss l l must be sized for mechanical loads. /4Architect is to provide a letter that he has reviewed and approves the truss package. Energy calcs reflect the incorrect orientation. Front door of house faces East and it is modeled as the West orientation. North wall (bedrooms 2 and 3) is modeled as South facing. Provide two sets of revised energy calcs with orientations corrected. Review of the building plans by the Butte County Building Division engineer has not been . completed at this time. Any additional comments from the engineer will be addressed in separate correspondence. Plan check will continue upon receipt of all of the above items. Additional comments may be generated from your response above where the plan documents were incomplete, inconsistent or not adequate to depict code compliance.. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between 1:00 P.M. and 4:00 P.M., Monday through Fridays. PART -H The items identified below must be submitted prior to permit issuance. These items were noted at the time of permit application on the PERMIT APPLICATION DATA SHEET. 1. Complete and return your School Impact Fee form. 2: Complete and return your Park Impact Fee form 3. Provide Health Department Clearance. 4. Balance of building permit, fees is $1087.95 5. Pay Sheriff fees of $360.00 6. Provide encroachment permit obtain from the Department of Public Works. 7. Provide a recorded copy of your Agricultural Acknowledgment Statement. Sincerely, Martha Whitney Plans Examiner cc: Gary Hawkins PRC -ECT PROCESSING RF-rORD , APPLICANT: �-/1� OWNER: PERWr #: A. P. #: WORK DESCRIPTION: DATE `+. (o •ol DES ON OF STEP ( o 5 .2 0 5 o 1-olzy�-k D v, CJLu N(o kcal -4-i 6e A004 Cor-4-r. - -r v- % e-cA- 4-t> 0 RESIDENTIAL PLAN REVIEW GUIDE SINGLE FAMILY, DUPLEXAND MISCELLANEOUS ONLY ,Owner: —At � C(V-e,d -q _Building Permit Number: Plans Examiner: OVLJ A.. P. Number: GENERAL: 1. Zoning requirements — (number of permitted living units). ,2'.", Building permit valuation. ,k.� Plans signed by the designer. ,A' Proper description of wo.rk.on the Application. 5. Existing violations on th6 property. 6. Recorded notice of violation. (P +OT PLAN: , p �l ' p Complete parcel size and dimensions. 2. Setbacks, side yard, easements, kc. 40 3. Other buildings or structures. 4. Grading" fills and/or drainage. 5. Flood hazard 6. Special conditions on Parcel Map (Noise, SRA, Fire Sprinklers, Water Tender, Traffic and Drainage fees). 7. FAU & FAS road setback. 8 Building or utilities across lot lines (record form). OOR PLAIN: I. Plans and specifications drawn to scale with dimensions and of sufficient clarity (Uniform Building Code section 106.3.3). A 10% of natural fight and 5% of ventilation (Uniform Building Code section 1103). Egress windows (Uniform Building Code section 310.4). Skylights (Uniform Building Code section 2409 & 2603.7). Glazing in Hazardous locations (Uniform Building Code section 2406). Required room sizes and ceiling heights (Uniform Building Code section 310.6). GFCl in baths, garage, kitchen, wet bar, and exterior receptacles (NEC 210). Prohibited locations of gas water heaters (Uniform PlurAbing Code 509& 1213.5). Prohibited locations of gas heating equipment'(Uniforin Mechanical Code 304.5). Darne f ire%% -A separation - required on garage side including supporting walls'and posts (Uniform �Puilding Code section 302.4 exception #3). >I�Wood stove location - Alcove clearance (UMC section 205 confined space & 223 unconfined space). Smoke detectors (Uniform Building Code section 310.9.1). Water closet clearances (Uniform Plumbing Code 408.5). �4. Shower compartment minimum 1024 sq. in. & 30" circle (Uniform Plumbing Code 412.7). Page 1 of 2 STRUCTURAL DETAILS: 1. Conventional constructi y shaped buildings niform Building Code section 2320.5.4). 2: Standard bracing o engineer esign orm ui g ode se6tion 2320.11.3). 3. Clerestory requiring g and/or engineering. 4. Three story building requiring engineered calculations and plans. 5. Foundation plan complete enough to construct building. 6. Floor construction details complete enough to construct building. levations and wall construction details complete enough to construct building. 8. f construction details complete enough to construct building. 2 2 Rafter ties or bearing ridge beam. r� 1 10. Fireplace construction details and calculations if necessary. 11. Garage door header size(s). 12. Porch header size(s). 13. _Stud heights. 14. Expansive soil — special foundation design required.�� 15. Retaining walls requiring design. �'- 16: Special Inspection requirements. 17. Header sizes.. r 18. Gypsum wallboard nailing inspection required. MISCELLANEOUS ITEMS: 1. Stairway details — landings, rise and run, head clearance, handrails (Uniform Building Code section 1006). , f ,2. Guardrails (Uniform Building Code section 509). 3.Z. Brick or stone veneer (Uniform Building Code section 1403). 4. Exterior plaster— weep screeds (Uniform Building Code section 2506.5). S. Roof pitch for roof covering (Uniform Building Code Table 15-B-1 & 2, 15-D-1 & 2). -6.", Rb6f covering'type - (fire hazard). 7. Foam_ insulation — protection. 8. 36"halls and stairways (Uniform Building Code section 1004.3.3.2). 9. Two exits on three — story dwellings (Uniform Building Code section 1004.2.3.2). 1Q., Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). 11 Aftic access and ventilation (Uniform Building Code section 1505). 12: Combustion air for fuel burning appliances — LPG requirements. 11, `" Sound requirements. 44 nergy design compliance and supporting documentation. ,'Flashing at all exterior openings. /iA A. CDF responsible area requirements. 17. Building Permit requirements: 17.1. SRA. 17.2. Flood elevation certificate. 17.3. Fire Sprinklers required. 17.4. Special Inspection requirements. :. 17.5. Use Permit conditions. - 17.6. Sub -Standard Housing letter. 0 Page 2 of 2 Gary Hawkins ARCH iTECT March 30, 2001 Department of Development Services Building Division 7 County Center Drive Oroville, Ca. 95965 RE: Terry Alldredge, P.O. Box 4447 Chico, Ca. Plan Check No.01-0485 AP # 038-180-027 I have reviewed the truss engineering from Longfellow Lumber Co. Inc. for the above-mentioned project and found that the submitted information correctly depicts the loading and design requirements. While these documents have been reviewed to verify compliance with structural criteria, It shall be noted that the verification of exact truss dimensions is beyond the scope of our review and shall be the responsibility of others. If you have any questions regarding this item, please do not hesitate to call this office. Vrelwkins Architect 892-2700 4 i , 1370 RIDGEWOOD DR., STE.10 • CHICO, CA 95973 (530) 892-2700 • FAX (530) 893-0532 • garyarch@email.msn.com *PLAN REVIEW RESPO FORM In order to expedite the review of your plans, please complete the following information and return this form with your re -submittal. this form is not complete, as to all correction items, we will nbt be able to accept your re -submittal for review. Here must be a val response to every item requested in our plan correction letter. "By others" is not considered a valid response. Please indicate yo, response to each item and the location where the information can be found on the plans/calcs. ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WITH REVISED AND ORIGINAL PLANS. OWNERS NAME (DATE:, ASSESSORS PARCEL NUMBER f RESPONSE FOR PLAN CHECK LETTER DATED: PERMIT NUMBER PLAN CHECK ITEM p RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM # RESPONSE BY: e -u LOCATION ON PLANS/CALCS: 7721S S c •^� GS . COMMENTS: %1��/lStS�] sltT• /�17� r , !/S S / PLAN CHECK ITEM 9 RESPONSE BY: /3A!'L LOCATION ON PLANS/CALCS: COMMENTS: j2�✓U!S �Ti/�itZ %%Z(/SS PLAN CHECK ITEM K RESPONSE BY:,{��� LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM11 RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: March 27, 2001 Terry Alldredge P.O. Box'4447 Chico, CA 95927 Department, of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Parcel Number: 038-180-027 Building Permit Number: 01-0485 This office reviewed building plans for the permit application referenced above. The plans examiner's comments are listed in Part I below. Please respond in writing to each comment in Part -I by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Indicate which detail, specification or calculation shows the requested information. Additional response information is included on the response form. Your complete and clear response will expedite the recheck and approval of this project. If more than one party is responsible for plans, all party's must respond on the PLAN REVIEW RESPONSE FORM. PART -I Provide additional information and/or make revisions to plans, specifications and calculations as follows: nclose is a section of the flood plain map. Your parcel lies north of the 135 foot elevation for e base flood. Please have your engineer review this information as base flood elevation at your parcel is very probably higher than 135.(,�,Q> Truss 10 shows a span of 22 feet, plans show it has as span on 34 feet 5 inches. Please submit a revised truss 10 (two copies) Truss 11 must be sized for mechanical loads. /Architect is to provide a letter that he has reviewed and approves the truss package. /Energy calcs reflect the incorrect orientation. Front door of house faces East and it is modeled as the West orientation. North wall (bedrooms 2 and 3) is modeled as South facing. Provide two sets of revised energy calcs with orientations corrected. /.. Review of the building plans by the Butte County Building Division engineer has not been completed at this time. Anf additional comments from the engineer9ll be addressed in separate correspondence. , Plan check will continue upon receipt of all of the above items. Additional comments may be generated from your response above where the plan documents were incomplete, inconsistent or not adequate to depict code compliance.. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between 1:00 P.M. and 4:00 P.M., Monday through Fridays. PART -II The items identified below must be submitted prior to permit issuance. These items were noted at the time of permit application on the PERMIT APPLICATION DATA SHEET. 1. Complete and return your School Impact Fee form. 2. Complete and return your Park Impact Fee form 3. Provide Health Department Clearance. 4. Balance of building permit fees is $1087.95 5. Pay Sheriff fees of $360.00 6. Provide encroachment permit obtain from the Department of Public Works. 7. Provide a recorded copy of your Agricultural Acknowledgment Statement. Sincerely, Martha Whitney Plans Examiner cc: Gary Hawkins Gary Hawkins ARCHITECT Aug. 13, 2001 Department of Development Services Building Department Attn: RE Ron Coleman Aldredge Residence White Drive A.P. Building permit number-- 01-0485 The braced wall panel material between the garage and the bedroom 2 / bath has been changed from sheet rock to Thermo ply. If you have any questions, please feel free to contact this office. Si cerely, C-1 - • t" Ga Hawkins Architect .�• r- ''^ ,r Vit, ir� �' � �Y r.. ��. '�• 4 .Y�, fib- I��h.. �.. ..�siti� •�'.[.' �-�• '�• l��n_�i�a_i�i-t_iT �-f@ � � 11f . F+"�+► . - ��-, .� , - MR, er ��.e ..+ is 3 r♦ �i YT _-c� Mal Lgull �xx�j � � ` -i ss- wiE � s• _ � —_mss-+•� � 3x��_ - i'�,7 ,i thy' t __s' i <s `l" --�" 's x x.. - ri•y� � ' Brief Explanation (if necessary): DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION or Staff Use ❑ Approved Conditionally Approved 045 5W S���zd�/ ►�►} 3-Z�- Site Plan Stamped Approved r' &V17 (-COAL /%/3"C4Ce,/2 Tlv� By S Date S— `1 e) Page 1 of 5 6-1L6•UYL /N 02"k Nb? - SITE PLAN REVIEW APPLICATION Tv /ito-n xv-u /Fs -) �--. Date: -, AP# Permit Number (if applicable) APPLICANT INFORMATION Parcel Size: -1 Owners Name: Owners Address: Telephone No.: Situs -Address: W I -r Proposed Use: 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 C ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition.. ❑ Commercial Remodel ❑ New Industrial ❑ Industrial Addition ❑ Industrial Remodel Other ® Septic . Well ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION or Staff Use ❑ Approved Conditionally Approved 045 5W S���zd�/ ►�►} 3-Z�- Site Plan Stamped Approved r' &V17 (-COAL /%/3"C4Ce,/2 Tlv� By S Date S— `1 e) Page 1 of 5 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) ❑ SRA - (CDF to determine specific requirements) ® 100 -Year Flood Plain: (See attache ch dh • Flood Zone: • Flood Panel No.: D7 3 S C, Index Date: -0b g ❑ 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: 2n 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 -S o L Side 'Z S 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 r Applicable Development Fees: Standard Fees Amount Formula of ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage i ❑ NCSP/CSA 87 ❑ Chico UrbanArea — Road ❑ Thermalito Impact ❑ Other -------------------------------------- Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) f * 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' Q Deeds: Date of Creation:Legal Access Provided: ❑ No ❑Yes Deed of Reference: 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: No -Te CcrL/LEIi E/tn•vn- IN 1-E6rAl- 44- 7Le-1ZEGb26 CEwrir, AiE eoNrac-r Lallo QrvEtopnC9 r—dn- r-nov\.a • f ni I r ❑ 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 0 Subdivision Map/Parcel Map: H AN t_&v, i <),R L -T 4Q 0 - 2. Map Date of Recording: rPTIN y; Q Lot: Book: V ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: ❑ Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 Page: I �' ❑ 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 on slopes steeper than 30%. The Erosion Control Plan must be prepared by a registered civil engineer or. oth qualified professional and be submitted to and approved by the Department of Public Works. ❑ A plan prepared by a certified arborist, botanist or landscape architect that shows the existing on-site mature trees, located in any area proposed for buildings and vehicular access, and provides for methods to protect the trees identified to be preserved, shall be provided to and approved by the Planning Division prior to the issuance of building permits and/or prior to grading or vegetation removal. The removal of mature trees shall be minimized, where possible.. A mature tree shall be defined as a tree with a trunk measuring 4 inches in diameter, 4 feet from ground level. Mature trees removed shall be replaced on a 3 -to -1 ratio, utilizing existing oak tree stock. Each tree to be preserved shall be surrounded by a circular zone (minimum 40 -foot radius) identified by an orange fence during construction activities. No vegetation removal, soil disturbance, or other development activities shall occur within the fenced area. ❑ 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. Page 4of5 IMI 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. CAMy Documents\Building Permit Site Plan Reviewl.doc Page 5 of 5 06/21/01 21:08 FAX 530 894 6220 BALDwIN CONTRACTING" 10001 �ucmCce°^BALDWIN CONT2ACM CONTANY, INC- -1764 .. SKYWAY CMCO, CALIFORNIA. 95928 GENERAL ENGINEERING CONTRACTORS (530) 891-6555 (530) 894-6220 FAX PLEASE DELIVER THE ACCOMPANIED MA.TERLA-L AS SOON AS POSSIBLE: q DATE: I - 0 FAX: TO: PAGES: __(INCLUDING THIS PACT MESSAGE: PLEASE CALL (530) 891-6555 IF XOU,RAVE PROBLEMS RECEIVING THIS TRANSMISSION. THANK X OU. , _ BALD W CTING'COMPANY, INC. BY: � • The information contained in this transmission maybe legally,privilegcd and/or confidential. It is intended only for the use of the addressee named above. If the reader of this mcss.:age is not tba intended recipient, you are advised that dissemination, copying or other use of this transmission is strictly prohibited- If you have received this trrnnsmission in error, please notify us inunediarel$ and destroy this entice transmission. 06/21/01 21:08 FAX 530 894 6220 BALDWIN LONTRACTING 1 APPLIED TESTIN CONSULTANTS �T(: '.. if - [a 002 MATERIALS ENGINEERIM . TESTING AND INSPECTION Nuclear Density Testing Report Per ASTM 1561.'.. Report Seq. No. 1 Client Terry Aldridge Paye: 1 of 1 Address: P.O. Box 57 Date: 4/16/01 City, state: Richvale, CA 95974 Teen: M. Haydon Atte: Terry Aldridge r. Project: Aldridge Residence, 2167 White Drive, Durham (AP#038-180-027 soil Dasaiption: Imported Brown Silty Sandy Gravel Gauger! CALIBRATION DATA: Denalry Std.: Moisture Std.: Density )0 : Molature Xi! Reqd Compaction E ul ment Comosedon Curve No.: T-1 Max Dry Penalty. 131.3 Opt. Moist. Content: 9-0 90% Test wet H2O Dry Moisturc % Testi! Depth Location: Building Pad Subgrade Eie i. Donsity Density 08 ity Content Comp. Results 1 8" 1 House Pad, E. Side F°.G 131.1 7.8 123.3 6.3 94% PASS 2 8" House Pad. Center FSG 132.5 8.6 124.0 6.9 95% PASS 3 8" House Pad, SW Comer FSG 129.1 7.0 122.1 5.7 93% PASS 4 8" Shop Pad. NE Comer Fwiia 129.0 7.9 121.1 6.5 93% PASS 5 8" Shop Pad. SW Corner FfiG 127.8 8.3 119.4 7.0 91% PASS REPORT: Arrived at jobsite at 1630 hrs. to perform compaetlon testinu. of the House Pad and the adjacent Shop Pad. Performed 5 nuclear density tests at random locations, as indicated above. A sample of the Imported material was obtained and returned to the laboratory for a moisture density curve. At the complAlon of the curve, all 5 test results met or exceeded the 90% relative compaction requirement. It is our judgement that both building pads constructed at the above stated project location were properly moisture conditioned and compacted to all applicable Butte County Standards. w: 11 3060 Thorntree Drive, Ste. 10 " Chico, CA 95973 " Telephone: (530) 891-6625 - Facsimile: (530) 891-4243 r �1 CERTIFICATION OF INSULATION • ' , ADDRESS OR TRACT SACRAMENTO INSULATION CONTRACTORS (� LOT w ❑ P.O. BOX 854, WEST SACRAMENTO, CA 95691 LIC. #202026 `••/ %J309 MELODY ROAD, MARYSVILLE, CA 95901 LIC. #202026 u AJO��ff /���♦ ❑ P.O. BOX 1631, RENO, NV 89505 LIC. #10675 ❑ 3326 A PONDEROSA WAY, LAS VEGAS, NV 89118 LIC. #10675 CERTIFICATION OF INSULATION • ' , ADDRESS OR TRACT SACRAMENTO INSULATION CONTRACTORS (� LOT w ❑ P.O. BOX 854, WEST SACRAMENTO, CA 95691 LIC. #202026 `••/ %J309 MELODY ROAD, MARYSVILLE, CA 95901 LIC. #202026 ❑ P.O. BOX 9651, FRESNO, CA 93793-9651 LIC. #202026 AJO��ff /���♦ ❑ P.O. BOX 1631, RENO, NV 89505 LIC. #10675 ❑ 3326 A PONDEROSA WAY, LAS VEGAS, NV 89118 LIC. #10675 DATESUI COMPLETED ( SQUARE FEET) ( SQUARE FEET) ( SQUARE FEET) TYPE OF INSULATION TYPE OF INSULATION TYPE OF INSULATION MATERIAL MATERIAL MATERIAL FIBERGLASS FIBERGLASS FIBERGLASS FORM r J, - _ . . . - - `FORM' - - . -.;. -t . _ My ` .., FORM- BATTS BATTS BATTS & BLOW BATTS • MANUFACTURER'S PRODUCT I.D. MANUFACTURER'S PRODUCT 1 0 MANUFACTURER'S PRODUCT I.D. MANUFACTURER MANUFACTURER MANUFACTURER OCF OCF OCF BAGS R; VALUE APPLIED R - VALUE APPLIED MIN. INSTALLED R -VALUE APPLIED INSTALLED 'THICKNESS INSTALLED THICKNESS WEtGHT PER SOUARE FOOT INSTALLED THICKNESS KNEE WALLS IF R -VALUE IS OTHER THAN WALLS ABOVE MATERIAL FORM R VALUE MANUFACTURER FIBERGLASS BATTS OCF AIR INFILTRATION SEALANT MATERIAL MANUFACTURER r1 W R GRACE .. . THIS IS TO CERTIFY THAT INSULATION AND/OR SEALANT HAS BEEN INSTALLED IN CONFORMANCE WITH APPLICABLE CODES, MATERIAL STANDARDS AND REGULATIONS.. ' s • SIGNATURE —I NSUCATION rCON TRACTOR TITLE MANAGER! DATE SIGNATURE—GENERAL CONTRACTOR TITLE DATE n ' REMARKS' White - Builder copy, Green - Builder copy, Yellow - Customer copy SIC -303 Pink - Attic copy, Gold - File copy Installation Certificate: Residential CF -611 Use of Ibis form to satisfy the requirements of the Administrative Code Is optional, but the Information must be provided and posted. �I WVAVrE AOf L44A(n Oil* Address Permit Number An Installation certificate Is required to be posted at the building silo prior to the Issuance of the occupancy permit. This form may be used to most those requirements. All appliance catoaories listed below are the actual equipment Installed. Note that the efficiency and type of the appliance installed must be ogt&alent or better than the appliance specilled on the Certificate of Complisnoo (CF -1R). This corlifleato (or its equivalent) shall be prepared and signed by the person(s) assuming overall responsibility for the appliance Installation. I, the undersigned, verify that the equipment listed In the category above my signature Is the actual equipment Installed and that the equipment Mesta or exceeds the requirements of the Appliance Efficiency Standards. In addition, I have verified that the equipment Is equivalent to or more efficient than the equipment spocillod on the Certificate of Compliance submitted to demonstrate compliance with the Energy Efflalancy Standards for'residential buildings. HVAC SYSTEMS Note: Hydronk: boiler information is entered here. Other hydronic or combined hydronic equipment Is listed under Water Heating Systems. Healing Equip. Type (furnace, CEC Cortffled Manuf. Make 6 Actual Efficiency Distribution Type and Duct or Heating Load Heating Plping Before Over- Equipment heat.pump, olc.) Model Number (AFUE etc.) Location R -Value Slzing (Btuh) Capacity (Btuh) CAS �GR.YArv-r ig=C Fu�nlAce a���Atoo�otir 80.0 -,Dug- Al. 2 CEC CeriNled Cooling Equip. Compreewl, Unit Actual Type (air oond., Manuf. Make & Efficiency heat pump, etc.) Model Number (SEER) Dlatrlbullon Type and Locatlon Duct or Piping R -Value sPi-1 r 132 yAx r- 0 C Alk coNO. S&IC.TXo60 1`c• 5 oucr 'Y.2 The building design heal loss and design heat gain rale have been determined using a method specified in Section 150(h) of the Ene II ncy Standards, and are two of the criteria used for equipment sizing and selection. hie-q2T HTG 4- A/C Signature Date HVAC Subontractor (Co. Namo) or Goneral Contractor or Cwnor WATER HEATING SYSTEMS Ener Water Healing CECCertIfled Rated' Tank Factor or Tank System Typo Manuf. Make & Input (kW. Capacity Recovery Standbyys Insulation (storage gas, etc.) Model Number or Bluh) (gallons) Efficiency Loss (a/.) R -Value 1. For small gee storage (rated Input S 75,000 Btu/hr), electric tools lanca and heat pump water heaters, list Energy Factor. For large gas storage water heaters (rated Input >75.000 BlWhr), list Riled Input, Recovery Efficiency and Standby Loss. For Instantaneous gas water heaters, fiat Rated Input and Recovery Ef1clency. For Instantaneous 91601/`10 water heaters, Ilst Rated Input. FAUCETS & SHOWER HEADS All faucets and showerheads Installed are listed in the Commission's Direclory of Certified Faucets and Showerheads, pursuant to Title 24, Part 6, Subchaptor 2, Section 111. Signature Date A909ad January 1992 Plumbing Subcontractor (Co. Name) or Genoral Contractor or Owner 5308934731 11/08/2001 10,:,54 5308934731 � AGE 01 Cb �o� inataiiption CertNicete: Rtfidentiei . CF .41 + V•• N MIs term /e aettt•►r.tho riitYw•inanq 40 0* AfthawsttM•OM• Iii trruorwh ►vt Va lnterM•IJ•n 1d. . 111 RI An Inasoftion r!X>If�t it IF* ..ul► tet Q* poestd eDelibttatd 4t• b it1• (N1lAACI CO tAt 000u ptrrilE, T11Ia tORl . may be wed to meitMw*#-a4i6remom& AN � i gilidbttaw.ore"aftsl tgvipinent tAiNO. Mas+A+,t t the stttr3tatiap d the, yptarroe inat�0od irti�t ba sq�M or boasr Q+r.� tM app�iner tt>�twe on1lN t~tNlbsRu.. �t OornpthQ o�tt4; 1 '�ArealbtEast�o {{�btaqutMiwe/Z aRaft ba pryarod' and SWWl W 04 pwnon(e) BMMIMV orr4W. hepOrgRRIq 10l t#sf s�0�dnE4 ttltt�lRllDn. j !� 1M w+far•�rt�d,. carry that 1M wqupm�M rtN.a to tht oai�ery Iitaw my ►sanMur• )� i�• watualaaul�rntnt InKaU.d and : I! lha a�t�ntam tMaq Ot..A�ot:saQf t{ta hQvbemtnti of 1MPe�p�Itarq>r �fllo6t,►.oy Qtar+dardt,.:In additbat, � have vtrltitd I>,�. l alta a�t►lpTaM is • Wlrrtattt•a or Tura. at�fteient ltsae tti+r aqu PMM tptdlltd 4n ttla CaRNlasta of CoMpl�anaa wbm{!!dd to daltl0tltlralw mlt►p�e twttklh� ILtAw�y lRblenotl �tiTdarda fos reetdentia! QUIldltt0e. I . i. HVAC SISTIMB Note: Mydranw boftr tntorrt6tibe is erAmik Aero. 0.41 hy+dronio pr oombiA•d hDdreni9 egV1gA%ntt to Nati4.. vndir WaterHetAtt� dyttar+.e, . tattn gqYlp" Oi0 GdttiltN Aotwi plwtritr�tten Duet or ttevetn� t„oijd . tte+Zino j ttapw, Yen alto 11 Mteltnc OW F lit tl•torw• M'. iGgnppt�tnt t t Cline,U% C.`t iw hL .14M� tlieio reit Was and d&WSa tall Ilain rart have 0een d *01Atd uelmwda ion tb?ih) ttC tFiw slt+tr4y lAataty tkandat.O..and uo twool thre ite ta.uutd for equipment otstnp wnd etttotbn. tt»rlwrti Oat• itvAC tlutfllnaaoler {Ot. lreent),er tlaAkat Cattv�otltt:et Oavin WATiFt 149ATING SYSTOM8. t ::clot o -37 1... ror •if►stl f� ems {doer il'bptlt � li:0o0 t0er1llr), r.a+atanN Nro k•s+ rv+er.r.iw tl•etwt. ties ��+�+Qy Feato+- Aer tMe hitt eroryt w�tarltw•Nn Vfib NPW stt1�01D6 MtMI.4 tn►v[, Rtoewry t!klert�► ano tttavt r Lou. i theMttetw tte�t1 VOM4twMOOT, 00PAW u�, WOn#reiOVeTr�naet.nw, dew Itt tirtt►{Otrapr.AMtwa, dIt Nates trl�i', AO414 F4 r'rre llettd hl?►w Oem+++'eebn'e Otttttary of CerlMio4.fauate snd 3ttowhheede.. �rnttant .. t a �� Seaden'.11. �' �ntitVrt . Dft,p. itrbe..�sotOr (tle. kefM)or year or Or .liar . Rarlt��•rw••. teat { Jan—LU—UU U/ : L 3H 1NpdC �J1bbL55LtS.31 Y . UZ C, j MV ASA% t Certificate of Conformance Certificate 05.2736 THIS IS TO CERTIFY that the glued laminated, timber products identified with a collective mark of Engineered Wood Systems (EWS) were manufactured in accordance with the applicable standards and associated specifications indicated below: ANSI Standard A190.1-1992, For Wood Products - Structural Glued Laminated Timber NER-486 Glued Laminated Timber Combinations And 'GAP" Computer Program For Determining Design Stresses AITC 117-93 - Manufacturing - Standard Specifications For Structural Glued Laminated Timber Of Softwood Species IT IS HEREBY CERTIFIED that the APA EWS trademarked structural glued laminated timber members were produced in a manufacturing facility subject to'regular audits in accordance with the Engineered Wood Systems (EWS) Quality Assurance Program. Routine audits include inspection of the manufacturing process and evaluation of the in -plant QA program with adequate sampling to verify conformance to industry standards for,lumber grade and glueline bond quality. fie` k1Z 41140- W 0 040#*** SEAL off,': T�5 g,4iw by _24L J—A& Thomas G. Williamson Executive Vice President ENGINEERED WOOD SYSTEMS is a.retateo Corporation of ARA — THE ENGINEERED WOOD ASSOCIATloN 7011 Soutn 19th Street - P.O. Box 11700 - Tacoma, WA 813411.0700 Tnleohone: (253) 565-5600 - Fax Number: (253) 565.7265 i CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF -1R Project Title.......... COLEMAN RESIDENCE Date..03/30/01-11:16:57 Project Address........ ******* DURHAM *v5.10* Documentation Author... GARY HAWKINS ******* Gary Hawkins Architect 1370 Ridgewood Dr, Suite Chico, CA 95973 530-892-2700 Climate Zone........... 11 Compliance Method...... MICROPAS5 v5.10 for 1998 10 (9/-049B� Builcin Permit # if�Ell Plan Check / Date Field Check/ Date Standards by Enercomp, Inc. MICROPAS5 v5.10 File-COL01014 Wth-CTZ11S92 Program -FORM CF -1R User#-MP0666 User -Gary Hawkins Architect Run -PLAN 2257 GENERAL INFORMATION Conditioned Floor Area..... Building Type .............. Construction Type ......... Building Front Orientation. Number of Dwelling Units... Number of Stories.......... Floor Construction Type.... Glazing Percentage......... Average Glazing U -value.... Average Glazing SHGC....... Average Ceiling Height..... 2257 sf Single Family Detached New Front Facing 90 deg (E) 1 1 Slab On Grade 13.6 o of floor area 0.58 Btu/hr-sf-F 0.65 10 ft BUILDING SHELL INSULATION Component Frame Cavity Sheathing Total Assembly Type Type R -value R -value R -value U -value Location/Comments Wall Wood R-13 R-0 R-13 0.063 Door n/a R-0 R-n/a R-0 0.330 Wall Wood R-13 R-0 R-13 0.088 Roof Wood R-11 R-19 R-30 0.031 S1abEdge n/a R-0 R-n/a F2=0.510 SlabEdge n/a R-0 R-n/a F2=0.760 FENESTRATION Area U- Interior Orientation (sf) Value SHGC Shading .Window Front (E) 12.0 0.600 0.650 Standard Window Front (E) 6.0 0.570 0.670 Standard Window Right (N) 40.0 0.600 0.650 Standard Window Right (N) 19.0 0.570 0.670 Standard Window Right (N) 16.0 0.600 0.650 Standard Window Right (N) 8.0 0.570 0.670 Standard Door Right (N) 20.0 0.550 0.650 Standard Window Right (N) 6.0 0.570 0.670 Standard Window Back (W) 20.0 0.600 0.650 Standard Window Back (W) 10.0 -0.570 0.670 Standard Door Left (S) 80.0 0.550 0.650 Standard Window Left (S) 24.0 0.570 0.670 Standard Window Left (S) 45.0 0.600 0.650 Standard C 38 - / 8"4 OQL� front, Frontleft right, back, Left front, to garage GARAGE ATTIC to garage to outside Over - Exterior hang/ Shading Fins Standard None Standard Yes Standard Yes Standard Yes Standard Yes Standard" Yes Standard Yes Standard Yes Standard None Standar COUNT INone Standard Yes h+" Standa`_d'EP s I. StandardPPROVUE) a CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF -1R Project Title.......... COLEMAN RESIDENCE Date..03/30/01 11:16:57 MICROPAS5 v5.10 File-COL01014 Wth-CTZ11S92 Program -FORM CF -1R User#-MP0666 User -Gary Hawkins.Architect Run -PLAN 2257 SLAB SURFACES Area Slab Type (sf) Standard Slab 2257 HVAC SYSTEMS Minimum Duct Duct Tested Duct ACCA Thermostat Equipment Type Efficiency Location R -value Leakage Manual D Type Gas 0.780 AFUE Attic R-4.2 No No Setback AirCond 10.00 SEER Attic R-4.2 No No Setback Tank Type Storage WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Heater Type Distribution Type System Factor (gal) R -value Gas Standard 1 :62 ...40- R- n/a REMARKS du I—TE UNI v `ANG DEPAR77WE�a; CERTIFICATE.OF COMPLIANCE: RESIDENTIAL Page'3 ' CF -1R Project Title.......... COLEMAN RESIDENCE Date..03/30/01 11:16:57 MICROPAS5 v5.10 File-COL01014 Wth-CTZ11S92 Program -FORM CF -1R User#-MP0666 User -Gary Hawkins Architect Run -PLAN 2257 COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of... the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual. with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features Modeling Assumptions section. DESIGNER or -OWNER Name.... GARY HAWKINS Company. GARY HAWKINS ARCHITECT Address. 20 CONSTITUTION DR. STE A Chico, Ca. 95973 Phone... 530-49;-2700 License. C-01 6 3 Signed.. PV (date) ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. (date) DOCUMENTATION AUTHOR Name.... GARY HAWKINS Company. Gary Hawkins Architect Address. 1370 Ridgewood Dr, Suite 10 Chico, CA 95973 Phone... 530-892-2700 Signed.. rfA-2 %2&_ (date) dU ITE GouNjt OJ G DEP APS VEP MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 1 MF -1R Project Title.......... COLEMAN RESIDENCE Date..03/06/01.15:43:18 P t Add ******* rojec ress........ Documentation Author... Climate Zone........... Compliance Method...... DURHAM - GARY HAWKINS Gary Hawkins Architect 1370 Ridgewood Dr, Suite Chico, CA 95973 530-892-2700 11 MICROPAS5 v5.10 for 1998 *v5:10* ******* 10 Building Permit # Plan Check / Date Field Check/ Date Standards by Enercomp, Inc. MICROPAS5 v5.10 File-COL01014 Wth-CTZ11S92 Program -FORM MF -1R User#-MP0666 User -Gary Hawkins Architect Run -PLAN 2257 Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all. parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES Design- Enforce- er ment *150(a): Minimum R-19 ceiling insulation. I/ 150(b): Loose fill insulation manufacturer's labeled R -Value. %Z *150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls.(does not apply to exterior mass walls). _ y *150(d): Minimum R-13 raised floor insulation in framed floors. 150(i): Slab edge insulation - water absorption rate no greater than 0.30, water vapor transmission rate no greater than 2.0 perm/inch. 118: Insulation specified or installed meets CEC quality standards. Indicate type and form. �L 116-17: Fenestration Products, Exterior Doors and Infiltration/ - exfiltration controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -value, certified solar heat gain coefficient, and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. 150(f): Special infiltration barrier installed to comply with Sec. 151 meets Commission quality standards. _ 150(e): Installation of Fireplaces,'Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control jam!iTE 0"I I c. Flue damper and control 2. No continuous burning gas pilots allowed. #.,`W D���� MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 2 MF -1R Project Title.......... COLEMAN RESIDENCE Date..03/06/01 15:43:18 MICROPASS v5.10 File-COL01014 Wth-CTZ11S92 Program -FORM MF -1R User#-MP0666 User -Gary Hawkins Architect Run -PLAN 2257 SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES Design- Enforce- er ment 110-113: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. 150(i): Setback thermostat on all applicable heating and/or cooling systems. 150(j): Pipe and Tank insulation 1. Storage gas water heaters rated with an Energy Factor of less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non - recirculating systems, insulated (R-4 or greater)'. 3. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water system. 5. Cooling system piping below 55 degrees insulated. 6. Piping insulated between heating source and indirect hot water tank. *150(m): Ducts and Fans 1. All ducts and plenums constructed, installed, in- sulated, fastened, and sealed to comply with the ICBO 1997 UMC sections 601 and 603; ducts insulated to a minimum installed R-4.2 or ducts enclosed entirely within conditioned space. Openings shall be sealed with"mastic, tape, aerosol sealant or other duct closure system that meets the applicable requirements of UL181, UL181A, or UL181B and other applicable specified.tests for longevity given in Sec. 150(m). 2. Exhaust fan systems have backdraft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. 114: Pool and Spa Heating Systems and Equipment 1. System is certified with 7801 thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36 inches of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. 115: Gas-fired central furnaces, pool heaters, spa heaters or J household cooking appliances have no continuously burl<i�i4 j E WLN i pilot light (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) . ;:;401WNG DEPAF✓�_ MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 3 MF -1R Project Title.......... COLEMAN RESIDENCE Date..03/06/01.15:43:18 MICROPAS5 v5.10 File-COL01014 Wth-CTZ11S92 Program -FORM MF -1R User#-MP0666 User -Gary Hawkins Architect Run -PLAN 2257 LIGHTING MEASURES 150(k)1: Luminaires for general lighting in kitchens shall have.lamps with an efficacy of 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. 150(k)2: Rooms with a shower or bathtub must either have at least one luminaire with lamps with an efficacy of 40 lumens/watt`or greater switched at the entrance to the room or one of the alternatives to this requirement allowed in Sec. 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. Design- Enforce- er ment V OJ rM Gu m � ��7 .p. i ING ®EPA COMPUTER METHOD SUMMARY Page 1 . C -2R Project Title.......... COLEMAN RESIDENCE Date..03/30/01 11:16:57 P Add ******* roj9-- ress........ DURHAM *v5.10* Documentation Author... GARY HAWKINS ******* Building Permit # Gary Hawkins Architect 1370 Ridgewood Dr, Suite 10 Plan Check / Date Chico, CA. 95973.. . 530-892-2700 Field Check/ Date Climate Zone........... 11 Compliance Method...... MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc. MICROPAS5 v5.10 File-COL01014 Wth-CTZ11S92 Program -FORM C -2R User#-MP0666 User -Gary Hawkins Architect Run -PLAN 2257 Zone Type HOUSE Residence MICROPAS5 ENERGY USE SUMMARY Energy Use (kBtu/sf-yr) Space Heating.......... Space Cooling.......... Water Heating.......... Total Standard Proposed Compliance Design Design Margin 18.59 16.28 2.31, 13.15 11.71 1.44 12.10 10.29 1.81. 43.84 38.28 5.56 *** Building complies with Computer Performance *** GENERAL INFORMATION Conditioned Floor Area..... Building Type .............. Construction Type ......... Building Front Orientation. Number of Dwelling Units... Number of Building Stories. Weather Data Type.......... Floor Construction Type...,. Number of Building Zones... Conditioned Volume......... Slab -On -Grade Area......... Glazing Percentage......... Average Glazing U -value.... Average Glazing SHGC....... Average Ceiling Height..... 2257 sf Single Family Detached New Front Facing 90 deg (E) 1 . 1 ReducedYear Slab On Grade 1 22570 cf 2257 sf 13.6 % of floor area 0.58 Btu/hr-sf-F 0.65 10 ft BUILDING ZONE INFORMATION Floor # of Area' Volume Dwell Cond- Thermostat (sf) (cf) Units_itioned Type 2257' 22570 1.00 Yes Setback Vent Vent Air Height Area Leakage (ft) (sf) Credit A'i No ;;6..w$,'a1NG ®EPA . HVAC SIZING Page 1 HVAC Project Title.......... COLEMAN -RESIDENCE Date..03/30/01 11:16:57 Pr Add ******* o�ect ress........ DURHAM *v5.10* Documentation Author... GARY HAWKINS ******* Climate Zone........... Compliance Method...... Gary Hawkins Architect 1370 Ridgewood Dr, Suite 10 Chico, CA 95973 530-892-2700 11 Building Permit # Plan Check / Date Field -Check/ Date MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc. MICROPAS5 v5.10 File-COL01014 Wth-CTZ11S92 Program -HVAC SIZING User#-MP0666 User -Gary Hawkins Architect Run -PLAN 2257 GENERAL INFORMATION. Floor Area ................. Volume.. ..... ............ Front Orientation.......... Sizing Location............ Latitude... .... ........ Winter Outside Design...... Winter Inside Design....... Summer Outside Design...... Summer Inside Design....... Summer Range . .. .. Interior Shading Used....... Exterior Shading Used...... Overhang Shading Used...... Latent Load Fraction....... Description 2257 sf 22570 cf Front Facing 90 deg (E) DURHAM 39.7 degrees 27 F 70 F 102 F 78 F 37 F NO No No 0.20 HEATING AND COOLING LOAD SUMMARY Heating Cooling (Btuh) (Btuh) Opaque Conduction and Solar...... 16562 Glazing Conduction ............... 7586 Glazing Solar .................... n/a Infiltration ..................... 14272 Internal Gain .................... n/a Ducts ............................ 3.842 Sensible Load .................... Latent Load ...................... Minimum Total Load 42262 n/a 6028 4234 7737 4690 2100 2479 27268 5454 42262 32722 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. 4uVE COUNT'.. APP J COMPUTER METHOD SUMMARY Page 2 C -2R Project Title.......... COLEMAN RESIDENCE Date..03/30/01 11:16:57 MICR0PAS5 v5.10 .File-COL01014 Wth-CTZ11S92 Program -FORM C -2R User#-MP0666 User -Gary Hawkins Architect Run -PLAN 2257 OPAQUE SURFACES HOUSE 11 SlabEdge 12 SlabEdge Orientation HOUSE 1 Window 2 Window 3 Window 4 Window 5 Window 6 Window 7 Door 8 Window 9 Window 10 Window 11 Door 12 Window 1'3 Window Surface HOUSE 2 Window 3 Window 4 Window 26 0.510 R-0 No to garage 207 0.760.. R-0 No to outside FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC Front (E) Area U- Insul Act Standard/0.76 Solar Form 3 Location/ Surface (sf) value'R-Val 90 Azm Tilt Standard/0.68 Gains Reference Comments HOUSE 0.650 0 90 Standard/0.76 Standard/0.68 Right (N) 19.0 0.570 1 Wall 532 0.063 13 90 90 Yes W.13.2X4.16F front 2 Wall 53 0.063 13 315 90 Yes W.13.2X4.16F Frontleft 3 Door 20 0.330 0 90 90 Yes None front 4 Door 18 0.330 0 270 90 No None to garage 5 Wall 421 0.063 13 0 90 Yes W.13.2X4.16F right 6 Wall 65 0.088 13 0 90 No W.13.2X4.16 GARAGE 7 Wall 355 0.063 13 270 90 Yes W.13.2X4.16F back 8 Wall 182 0.088 13 270 90 No W.13.2X4.16 GARAGE 9 Wall 409 0.063 13 180 90 Yes W.13.2X4.16F Left 10 Roof 2257 0.031 30 n/a 0 Yes R.30.2X4.24 ATTIC Ai WNG DEP "6 .0 40.0 n/a n/a PERIMETER LOSSES 0 n/a 3.33 n/a n/a n/a n/a /a n a n/a n/a n/a n/J n/a n/a 19.0 n/a Length F2 Insul n/a Solar A.�- n/a n/a Surface (ft) Factor R-val Gains Location/Comments HOUSE 11 SlabEdge 12 SlabEdge Orientation HOUSE 1 Window 2 Window 3 Window 4 Window 5 Window 6 Window 7 Door 8 Window 9 Window 10 Window 11 Door 12 Window 1'3 Window Surface HOUSE 2 Window 3 Window 4 Window 26 0.510 R-0 No to garage 207 0.760.. R-0 No to outside FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC Front (E) 12.0 0.600 0.650 90 90 Standard/0.76 Standard/0.68 Front (E) 6..0 0.570 0.670 90 90 Standard/0.76 Standard/0.68 Right (N) 40.0 0.600 0.650 0 90 Standard/0.76 Standard/0.68 Right (N) 19.0 0.570 0.670 0 90 Standard/0.76 Standard/0.68 Right (N) 16.0 0.600 0.650 0 90 Standard/0.76 Standard/0.68 Right (N) 8.0 0.570 0.670 0 90 Standard/0.76 Standard/0.68 Right (N) 20.0 0.550 0.650 0 90 Standard/0.76 Standard/0.68 Right (N) 6.0 0.570 0.670 0 90- Standard/0.76 Standard/0.68 Back (W) 20.0 0.600 0.650 270 90 Standard/0.76 Standard/0.68 Back (W) 10.0 0.570 0.670 270 90 Standard/0.76 Standard/0.68 Left (S) 80.0 0.550 0.650 180 90 Standard/0.76 Standard/0.68 Left (S)' 24.0 0.570 0.670 180 90 Standard/0.76 Standard/0.68 Left (S) 45.0 0.600 0.650 180 90 Standard/0.76 Standard/0.68 OVERHANGS AND SIDE FINS Window- Overhang Left Fin Right Fin - Area (sf ) Wdth Hgth Dpth Left Hght Ext R ht Ext Ext�`�Dp�t-h �xg AN. Ext Dpth Hght Ai WNG DEP "6 .0 40.0 n/a n/a 2 4 8 1.5 0 n/a 3.33 n/a n/a n/a n/a /a n a n/a n/a n/a n/J n/a n/a 19.0 n/a 2 1.5 1.5 n/a n/a n/a / �/a A.�- n/a n/a I Y COMPUTER METHOD SUMMARY Page 3 C -2R Project Title.......... COLEMAN RESIDENCE Date..03/30/01 11:16:57 MICROPAS5 v5.10 File-COL01014 Wth-CTZ11S92 Program -FORM C -2R User#-MP0666 User -Gary Hawkins Architect Run -PLAN 2257 OVERHANGS AND SIDE FINS System Type HOUSE Gas AirCond Tank Type 1 Storage Minimum Efficiency HOUSE Standard Slab 2257 HVAC SYSTEMS Duct Duct Tested Duct ACOA Location R -value Leakage Manual D 0.780 AFUE Attic R-4.2 No 10.00 SEER Attic R-4.2 No • WATER HEATING SYSTEMS Heater Type Distribution Type Gas Standard REMARKS Duct Eff No 0.737 No 0.645 Number Tank External Window— Overhang Insulation System Left Fin R -value Right Fin— R- n/a Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght 5 Window 16.0 n/a 4 4.5 2.5 n/a n/a n/a n/a n/a n/a n/a n/a 6 Window 8.0 n/a 2 4.5 0 n/a n/a n/a n/a n/a n/a n/a n/a 7 Door 20.0 n/a 6.67 1.5 2.5 n/a n/a n/a n/a n/a n/a n/a n/a 8 Window 6.0 n/a 2 1.5 0 n/A n/a n/a n/a n/a n/a n/a n/a 11 Door 80.0 n/a 6.67 1.5 2.5 n/a n/a n/a n/a n/a n/a n/a n/a 12 Window 24.0 n/a 2 1.5 0 n/a n/a n/a n/a n/a n/a n/a n/a 13 Window 45.0 n/a 5 1:5 1.33 n/a n/a n/a. n/a n/a n/a n/a n/a SLAB SURFACES Area Slab Type (sf) System Type HOUSE Gas AirCond Tank Type 1 Storage Minimum Efficiency HOUSE Standard Slab 2257 HVAC SYSTEMS Duct Duct Tested Duct ACOA Location R -value Leakage Manual D 0.780 AFUE Attic R-4.2 No 10.00 SEER Attic R-4.2 No • WATER HEATING SYSTEMS Heater Type Distribution Type Gas Standard REMARKS Duct Eff No 0.737 No 0.645 Number Tank External in Energy Size Insulation System Factor (gal) R -value 1 .62' 40 R- n/a .3J FIE CDN1 v ,.. ;I._DING DEPA Job number >> 01-014 Y Structural Calculations for Ron Coleman Durham, Ca. 2257 Plan Gary Hawkins Architect 1370 Ridgewood Dr. Ste 10 Chico, Ca. 95973 (530) 892-2700 (530) 893=0532 Fax DATE 7 3/ 5/01 C9 UUTTE CUum Q I @ftDiNG'DF-PARTM&,&- .e -n ve P r CALCDATA 11/13/97 Rev 4-20-94 Calculation data ------------------------------------------------------------------------ Description >> ------------------------------------------------------------------------ Jurisdiction Chico Code referenced 1997 UBC Wind loading O Basic wind speed 75 MPH Exposure B Seismic loading Seismic zone. 3 Gravity loading Roof live load 16 PSF Floor live -load 40 PSF Balcony live load: e 60 PSF Soil data Allowable bearing: _ 1200 PSF LOAD_S_ DL 5:14 PM ------------------------------------------------------------------------ REV 8-13-92 LOAD SUMMARY MODULE 3/ 5/01 ------------------------- DESCRIPTION >> -------------- ---------------------------------- TL 36.00 PSF • ----------=------------------------------------------------------------- ASSEMBLY >roof D SLOPE > 5.50IN 12 > 24.62 DEGREES NO.. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 15 ,.CONCRETE TILE 9.50 9.50 22 .1/2" PLYWOOD 1.50 1.50 39 •2 X 6 - 24" 1.10 1.10 35 2.X 4 - 24" .70 .70 59 INSULATION R30 1.80 1.80 64 MISC. 2..00 2.00 84 5/8" GYPSUM BD 2.80 2.80 ------------------------------------------------------------------------ DL 19.40 USE: 2,0�00 PSF LL 16.00 PSF ---------------------_--------------------------------------------------- TL 36.00 PSF • ASSEMBLY >wall SLOPE > 151T�T2 > DEGREES NO.:.. DESCRIPTION UNIT, WT'. PITCH? ADJ. WT. 88 ONE COAT PLASTER 4.00 4.00 .'21 3/8" PLYWOOD 1.10. 1.10 34 2 X 4 - 16" 1.10 1.10 58 INSULATION R19 1.10 1.10 64 . MISC. 2.00 2.00 83 1/2" GYPSUM BD 2.50 2.50 ------------------------------------------------------------------------ DL 11.80 USE: 12.00 PSF LL P PSF ------------------------------------------------------------------------ TL 12.00 PSF File >LATDATA3 Rev 8-8-95 Wind pressures on structures Description >> Exposure Importance: factor Basic wind speed Roof pitch * * * P R 'I_MA R Y Assembly description > B > 1.00 > 75.00 mph > 5.50 in 12 F R A M E S A N D Ht. Ce Ca L7 qs > 14.50 psf 0 > 24.62 degrees S Y S T E M S * * * Direction <0'-151> <201> <251> .62 .67 .72 W A L;,L S C O N T I N U I T I E S 2.00 Windward walls .80 .0072 .0078 .0084 Leeward walls .50 .0045 .0049 .0052 Total wall 2.00 .0117 .0126 .0136 R.-0 0 F Wind perpendicular to ridge Leeward or flat roof .70 .0063 .0068 .0073 Windward roof Slope 2:12 to less than 9:12 .90 .0081 .0087 .0094 Slope 2:12 to less than 9:12 .30 .0027 .0027 .0031 Roof total .0090 .0095--.0104 Wind parallel to ridge and flat roofs .70 .0063 .0068 .0073 * * * E L E M E N T S A N D C O M P O N E N T S W A L .L... All structures 1.20 .0108 .0117 .0125 Enclosed.structures - 1.20 .0108 .0117 .0125 Open structures 1.60 .0144 .0155 .0167 Parapets • 1.30 .0117 .0126 .0136 R 0 0 F Enclosed structures Slope less than 9:12 1.10 .0099 .0107 .0115 Open structures Slope less than 9:12 1.60 .0144 .0155 .0167 * * * L 0 C A L A R E A S Wall corners Canopies or overhangs at eaves -or rakes Roof ridges at ends of buildings or eaves and roof edges at building corners Eaves or rakes without overhangs away.from building corners and ridges away from ends of building A T D I S C O N T I N U I T I E S 2.00 .0180 .0194 .0209 2.80 .0252 .0272 .0292 3.00 .0270 .0291 .0313 2.00 .0180 .0194 .0209 File >SHEARW 5:15 PM 3/ 5/01 ------------------------------------------------------------------------ REV. 6-17-99 Shearwall schedule ------------ ------------------------------------------------------------- Description >> Common nails -------------------- >> ---------------------------------------------------- (Box nails) Mark Description HF DF 1 3/8" cdx plywood with 8d nails .213 .260 at 611., 12" o.c. (.173) (.211) 2 3/8" cdx plywood with 8d nails .312 .380 at 411, 12" o.c. (.253) (.308) 3 3/8" cdx plywood with 8d nails*.. .402 .490 at 311, 12" o.c. (.326) (.397) 4. '1/2" cdx plywood with 10d nails .254 .310 at 611, 12111o.c. (.206) (.251) 5 1/211.cdx plywood with 10d nails .377 .460 at 411, 12" o.c. (.305) (.373) 6 1/2" cdx plywood with 10d nails .492 .600 at 311, 12" o.c. (.399) (.486) 7 1/2" gyp bd with 5d nails wind .082 .100 at 7" o.c. edge & field Unblocked seismic .041 .050 8 5/8" gyp bd with 6d nails wind .094 .115 at 7" o.c. edge & field Unblocked seismic .047 .058 9 .7/8" cement plaster over expanded metal .148 .180 or woven wire lath with no. 16 gage staples, (7/8" leg) at 6" o.c. 10• 3/8" plywood siding with 8d nails .131 .160 at 611, 12" o.'c. 11 Simplex "'Thermo -Ply structural (red) .144 .175 sheathing (0.115 inch thickness) with -no. -16 gage -staples -(-7/1611 crown. 1-1/4" legs) 022-i41 90 SHEETS a -o 22-142 100 SHEETS 22-144 200S HEETS _ s e tALntn r � r - W W W LLI W W zzs N H 4n inn20 �N .- fV a ava NNN N N N OD FIW a 1, o 4_� V.. W ti 2La' +-7 I &fvi • I i I�.i kX. I o" o 3 o'D,G . .__:..._:.....,................._..............._..:.......::::......:.�.,�...� G 4t) ae, _ a•,w¢aro-�Z:_.V ,.......,...,,,,.,.:,..... ,_"`x+Y, Job number >> 01-014 Structural Calculations for Ron Coleman Chico, Ca. 'A� DATE 8/13/01 Gary Hawkins Architect 1370 Ridgewood Dr. Ste 10 Chico, Ca. 9597.3 (530) 892-2700 (530).893-0532 Fax �� r p azz kn Ln V) 000 C4 C-4 q C; r4 C4 c4 C4 f2 -A SSBM 6 2:21 PM ------'------------------------------------------------------------------ Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 8/13/01 Description >> rb-4 - ----------------------------=--GENERAL-------------------------------- Span (L) > 6.250 feet Repetetive ? > N Reduce shear for bm depth > Y Laterally supported (Y/N) > Y lu > .000 feet le. > .000 feet Slenderness factor Cs > .b00 Ck > 34.680 --------------------------------ACTIONS--------------------------------- Uniform dead load > .273 kips/ft 47 a TL Uniform live load > .312 kips/ft 53 % TL Uniform total load, > .585 kips/ft End reactions ........................... DL > .853 kips LL > .975 kips TL > 1.828 kips Design loads........... Total load moment (M) > 2.856 ft -kips Total load shear (V) > 1.828 kips --------------------------LUMBER DESIGN VALUES ---------------------------- Base values Species Grade Fb Ft Fv Fc1 Fc -fl E DFL NO2 875 575 95 625 1300 1600000 Size factor Cf > 1.300 Apply to Fb Size factor Cf > 1.200 Apply to Ft Size factor Cf •_ > 1.050 Apply to Fcl Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.000 << Adjustment. for lateral:.support >. 1.000 Adjusted values Species Grade Fb Ft Fv Fc1 FcJJ E DFL NO2 1138 690 95 625 1365 1600000 --------------------------------BEAM DATA ------------------------------- Member width > 3.500 inches Member.depth > .7.250 inches Required Actual Comment S .(in"3) > 30.134 30.661 <ok> A (in -2) > 23.285 25.375 <ok> I (in"4) > 111.148 ------=-----------------------DEFLECTIONS------------------------------- Total load deflection > .113 inches L/ 664 <OK> Live load deflection > .060 inches L/ 1245 <OK> Dead load deflection > .053 inches Minimum camber (glu-lams) > .079 inches <1.5*DL deflection> Standard 20001R camber > .029 inches --------------------------CHECK MIN. BRG. AREA-------------------------- Minimum area > 2.925 in -2 Minimum length > .836. inches Assuming full width bearing Environmental Health I. REFERENCE BUTTE COUNTY FEMA MAP 375 OF 1200. MAR - 9 2001 2. PARCEL 2: A PORTION OF APN:038-180=027 PER lf�JOo 4G�1 CERTIFICATE OF MERGER RECORDERS SERIAL NO. Chico, California SCALE 2000-0014474. 3. PROPERTY IS CURRENTLY VACANT NO STRUCTURES. COUNTY STD. PRIVATE CULVERT PIPE SIZE WHITE DRIVE DRIVEWAY (T.YP.) & LENGTH TO BE —DETERMIN D' IN THE FIELD BY ROAD �— FLOW LINE FOREMAN -0S3 S89°57'54"W .50"�€TBAEK— —�� —---------———— — — — — —— — -- �DR1vEwAr - I I 5.0 1.10 WALKWAY - I II ;4> 50 j 100'R LEACH FREE AREA — — PROPOSED RESIDENCE 2.920± SF ��N CS lU kppFtDVED . PARCEL 2 / FF=135.00' coulty 50± ACRES CLEANOUT F.i1vlV �"". �, `.. 1200 •""� j \ GALLON "SEPTIC TANK W � J ' WLi¢ i a. C,a W 3 25' SETBACK 25' SETBACK_ 56.G0' _ Li C:)------ _ _ _ _ - -------- — — — ---'- PROP❑SED.WELL 125' SETBACK o o 1.5d AC Z 300' DMONEp �► us �rEfflz 2" TERRY ALLDREDGE ALLDREDGE RESIDENCE SITE PLAN FMEY ENGINEERING see- CONN �p11RT CHICO, CA 55926 730) 899-0409 A M6 a�cCc 3/0/Q1 n ! ZVI n LONGFELLow LUMBER CO. INC. ■ Quality Truss Design'' ■ Roof &Tloor Systems (800) 678-0112 (530) 893-0112 •FAX (530) 893-0140 Customer: 89 Loren Avenue Chico, CA 95928-7434 L, Address: AP#: (5 3 8- 1 o- C) Job No: Alpine Engineered Products, I c. Christian W. Chappell 1 8351 Rovana Circle Sacramento, CA 95828-2522 (916) 387-0116 Timber Products Insp:4cjt ziNGcDEPAFiEt '"° P.O. Box 20455 Portland, OR 97220 APPROVED $ (503) 254-0204 LONGFELLOW LUMBER CO. INC. Quality Truss Design - Roof & Floor Systei (800)678-0112. `(530) 893-0112 -.FAX (530) 893-0140. 89 Loren Avenue Chico, CA 95928-:7434 Important Information for. Usersof 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.) - ,4S' Do review the HIB -91 Summary Sheet's recommendations for ❑ Do Not cut or remove plates. 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. Report defects to Longfellow immediately. ❑ 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. ❑ 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 trusses unless. truss engineering has been designed to accomodate the specific point loads. BEFOREINSTALLING: Make certain truss sequences and. end -for -end orientation are correct. cr CD I -z I J 6 _ 1 W I'r W HT 1 3 W O W 0 J Q I;tOLI IE NU Ill. IAII. SIRUIGUA(K MAIL 111 LEMER 12' U.C. 1 IURACEU At 55' U.C.1 , A35 ER (INANE 10 V " JI113(Y. ) IU VERTICAL 11/2-I0d HAILS) —GAUL 1K1 SPACING FUR 113 = 56.0' U.C. REFEP. III Slll'SIVI CATALOG C-9-111-1 FUR .PRUUEICI AIIACIVIEIIT SPECIFICAIIUII IAIIACII A35 III FI OIRECII(N Irl) (s1) (] (11) (G) J _ ISS TiLF[C-F:R (11) 2X4 F.L. OR O.F. 12 OR BIP. SIP.OHGOACK BRACE MIS INN PREI'A111.0 ►null C0111'UIEn IUPUI (LOADS 6 ullullSIOnS) SII011111(0 "e1 IRUSS IIIR. RU[P NAIER1AL UUILUUKER (C) GAELE E191 ��2X6�I IACD 2X LEDGER 11\C'u-vul 1P.l1iiES S I RU11MACK dl ORACEU AT 55' O.C. (C) IX4 COO111KKKIS LAIE12AL DRACIIIG FOR BRACE (S IRUtK;OACK i BIDER LUIIGER IIIAN 72'. AILACH AT F11OPUIN1 TP EACII GRACE 712-0d CCUIVUtI NAILS. 24' HAX/GABLE E1K) o OL tHAx MuLDLOU0 0DUILUUKER o o (PI ) PEAK PLAIE TO IIAICII CUIVE)tl TRUSSES. MIEN CIUPUS TO UE 2X4 FIR-LARCII 12 11111. (S1) SPLICE PLATE TO IIAICII CLI -QUI TRUSSES. NOTE: 11115 DETAIL IIAY BE USED FOR (III I TEEL PLATE TO IIAICII EU1901 TRUSSES. IRUSSES 111111 I'IICIIEII U.C. ALSO. (U) IMIU► TO WEU PLAIINGt USE 13)-2' WIRE STAPLES (U.1112 UTA./15 GA. ) InE)IAILEU IItRU CIURU 11111) VEO 6 111131 VEIT IWC (IURU Off UNE FACE FOR A IUTAL (1F 6 STAPLES. IN 1, IS I) L (111) la)SI BE PLATED. (G) GABLE EIU OESICII BASCO Off 75HP11 WINK) LUAU. EXPOSURE 'U' AT 0-25 FT IIEA11 PLATE MAX. VEO LENGIII IX3- 2-0-0 2X4• 0-1-0 3X4• 13-6-0 MIMI• , PLT TYP. Have 1P1-95 I( _ Design Criterla: TPI -951 O O O O ••YAMNING•• If VSS(S 1100111 [MINE CAM( II FAIMICAIIOM. RAMOl1N0. SHIM iG. IISIAU IAO AND IMA(IAO. Mll14 10 NII -01 INAMDIIMO 11S1µ1110 AND OAACINO). PVRLIfMID IT 1►1 (IROS! ►IAIE Q Q 11311101(, 317 O'ONOFIO 01., S011I 100, MADISON. YI 1)111), FOR SAFEIT ►AACIIC(S PRIOR 10 /11lONNIRO IAI3/ ftlMCIIORf, t1l(ff OIN[IYIS( IMDICAIIO, 101 CHORD SMALL HAVE FAOPIRLT AIIACNIO Q O ftltltt TTAI PANELS, 10110M CN010 S1A(I RATE A ►AOPIILV AIIACNtD Plato CIILINO. •'INIOMIANY•• fVINISH A COPY OF INIf OISICN 10 IN( INSIALLAIION COMINACIOA. AtPTAE EN014((At0 o Z�T�R—USS PIN L o ►AOODCIS. IMC. !N{E( ROt 1[ 1If►OMfI1lI !OR ANY 0(TIAIION FROM INif DI310N; ANY fAlltlMl 10 -1 ITIlO lA( IMISf(f 11 CONI OIMAMC[ 11111 111; OM fA1A1CAi 1N0. NAAOl1A0, SN1►►IMO, IAf IAIlAIlOA OA IAACIN0 Of INUSSIf. IVIS DII:cR CONFORMS All AI/I ICMIII ►AOIIf10A1 OF 103 (NA I101AL Dillon f1(C 1l ICAIION ►011lit(0 IF IA( ANIM I(AR fOM(fl ANO ►AI(L.1 AIf OCJIC[PI IAIIOA) AAD 1►3. Al►III N ASIJ Y GALT. T�� T�E�� EACHCO ( PACE fOf N110ffA.t AND TORO S!I01N(ANIf('IOCAI(D On THIS VISION. S►Of1110N COMN(CIONSAPPLY t PER 10 ' • —� Of A1H101CV3S, 0(/IC IID HI A(AA tO 71�11A11 A 1 N0(1['Itl 11 fl V►01HIS IN AHTYOI O(11YAiAPPLIES GAIT 10 THE 0[5101 6 - 10d (Mol CLOCK HAILS 3 • 3 -Ind GRACE IIAILS EACII UU OUTLOOKER CRITERIA 3.5• MAX. 1'fP. IK)ICFI � 24. O.C. I.5' MA, 12' MITI - 24' HAX 2X4 F.L. LuInER GPAUES IIAX. LEHG II VIIIIGIII ORAL' IIID (II) AT.—M1GT( V/ S1RUICOACK URACE 1 S ) SIAIIUARU 5-11-0 II -10-0 TC DL 15.0. PSF WE 03/19/98 II 7-9-0 15-6-0 II L GEIIEP. 7-9-0 15-6-0 SS 7-9-0 15-6-0 QROFESSI TC LL 30.0 PSF REF R992 y�% W 'A yc TC DL 15.0. PSF WE 03/19/98 �� Y U C43ti45 DC DL PSF DRW . CD 112 :0 DC LL 0.0 PSF• * * TOT.LD. 50.0 PSF SEQII - 25458 CIVIL ��ffOfCAU`� DUR.FAC. 1.15 FRUFI PUC SPACING r i 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 bESIRED. NOTES: THIS DETAIL IS 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 1 ROW 2X4 1-2X4 2X3 OR 2X4 2 ROWS 2X8 2-2X4 2X8 1 ROW 2X4 1-2X8 2X6 2 ROWS 2X6 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. PU PRI PR( Cc I ALI DC1 1 HAI PR( PAF C %f 1111 ACC DE! T—BRACE OR L—BRACE T—BRACE L—BRACE SCAB BRACING: APPLY SCAB(S) TO WIDE FACE OF WEB. NO MORE THAN (1) SCAB PER FACE. ATTACH WITH 10d NAILS AT 6" O.C. SCAB BRACE IS A MINIMUM 807. OF WEB MEMBER LENGTH QROFESS/ON - IS DRAWING REPLACES DRAWING 579,640 NG■r TRUSSES RCOUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING LING. REFER 10 HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS A\� .'y LL PSF REF CLB SUBST. TSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, .1. 53719) FON SAFETY PRACTICES QQ� 06 25 99 7 PERFORMING THESE FUNCTIONS. UNLESS OTIIERVISE INDICATED, TOP CHORD SHALL HAVE Y ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL IIAVE A PROPERLY ATTACHED RIGID ■r IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ` DL PSF W M � NO.0 5 DL PSF DATE DRWG BRCLBSUB0699 :NGINCCRCD PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM 11115 —ENG MLH KAR ANY ESLITTIICSSCCITFFABRICATING. T LL PSF SHIPPIGGINTALNGANDBRACNG OF TRUSSES. DESGNCONORMS WITHAPPLICABLE NS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND SSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL AS NOTED. APPLY CONNECIORS TO CAC)i rACC ON T.L D. PSF �l9lF�F TION PER ON ITRU.AWING 160 OtTYT DUR.FAC. PRorCSS n� LCTORS NC['OiOS SOLELY FOR TIICAL ENGINfCR NG RESPDIIS BICOMPONENTTES CA`EOQ`�\� MOWN.TIC SIIIIABILITY AND USC (IF TIIIS COMPONENT FOR ANY PARTICI'- 9UILDING )f(Pflufl All ITY nr fllf A11I1111uf. nrun/1CQ P(Q AIJUITP1 1-inq% (f P /� SPACING /�Tlf I II. 1 1 TRUSS @.RACING/BLOCKING DETAIL MIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR f ` TRUSS DRACING/BLOCKING DETAIL (AT SUPPORT) INOTE: BRACING DESIGNED TO STABILIZE TRUSSES. AND HAS NOT BEEN I DESIGNED TO RESIST LATERAL SHEAR LOADS. '1 (A) 2X4 13 HEN -FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACED. ATTACH WITH (2)•16d NAILS: BRACING MATERIAL TO BE SUPPLIED AND ATTACHED AT 80111 ENDS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. (N) HEIGHT OF TRUSS AT SUPPORT.- n ING SECTION S -S 1 TRUSS (0) 2X4 H.F. 13 OR BETTER DIAGOTL• BRACE. APPLY IN PAIRS AT 16-0-0 (T) - TRUSSES O.C. .ATTACH TO EACH OVERLAPPING TRUSS USING (2)-16d NAILS AS SliOWN. (P) SHEATHING APPLIED TO TOP CHORD. BRACE MAY 6E LOCATED ON EITHER FACE OF VERTICAL. (L) LOADS AS INDICATED ON TRUSS DESIGN. (M) IF TRUSS HEIGHT AT SUPPORT IS IU.O" OR LESS. DIAGONALS NOT REQUIRED. (BB) BLOCKING TO BOTT014 C1101:� OVER SUPPORT. II.F. 13 OR BETTER 2X SIZE 6 - APPROX. 45' OF DOTTCM WORD. PLT TYP. Wave TPI -95 Design Criteria: TPI-95(STD 18.20 A - 1 CA/-/l/-/-/R/- R - Q Q Q Q WARNING•• TRUSSES REQUIRE (IIRIME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND WARNING— INA(ING. RIFER 10 911.91 (MANDIING IISIALLING ANO BRACING), PUBLISHED BY IPI (TRUSS PLATE INSIIIUTE. fBl O'OXOF10 D4., SUIIE 200, MADISON, 91 511191. fop SAFETY PRACTICES PRIOR .10 PERF OpNIRG IX[S[ FUNCIIONS. UNLISS OINERWI $I IID IEAT[D, 101 CxORO SNAIL MATE IpOPE0.lY AIiACH[D SIAUMPCIUTAI PANELS. BOTTOM CHORD SMALL NAT[ A PROPERLY ATTACKED RIGID CIELING. "IORTANT•- FURNISH A COPY OF IRIS DESIGN 10 THE INSTALLATION CONTRACTOR. ALPINI ENGINEERED OIiESSIO OQ� /(,��'yC ACV y T C L L TC DL BC DL , ( L R E F R 4 2 7 DATE 1/12/94 Q ALPINE Q Z�T�RUS�S IRODUCIf. INC. SMALL X01 D( lISPONSIBI[ fol AlY DIllAT1oN FIOM IRIS OESIGA; ANT FAIlU0.[ 10 IUIlO TY[ i0. us IN COIF QRNANC( YIIX T►1: 00. FABR IC AT I AG. HANDLING, SN IIP ING, INSTALLATION 00. IIAC1lG OF IAUffIS. INIS OIfIGN CONFORMS YIIX APPLICABLE PROVISIONS Of NOS (NATIONAL O(SIGN Sr ICIf ICAIION /UTI TINED BV IM[ AM ICFOR$I AND IA IR AT OCIAI IDI) AND 111. ALIINI CORNI(IONS AR[ MAOI Of IOGA ASI. ASS) GRI1 GALT, SIT (L., Iic"I AS .0110. AP►IY CORK C TONS To IACM FAC[ Of TRUSS, AND MISS 01N[I91S[ lOCA1E0 ON 1X11 DI SIGN, ►OfII10N CONN[CI0R5 P[R Z5 oWt 6'�'xii� iE .k CIV�� �� fl�rf L L . T 0 T . L D . D R W 3,048.634 D U R•. FAC . CA -ENG C W C I 1 1 Q ^ DRANINGS 110. DEFICIT AND IFN A•f, AM IMN T(of : f[Al OR THIS ON 1►141IS ONLY ro IHI DESIGN OF C l_1 OF IN( TRUSS 0[f lC l[D N(R( Ax0 SNAIL NO1 B( RI1110 UPON 11 ANY OIMIR WAY: S P A C I N G S E E A D 0 V E PERMANENT LIRACING START OF Toll C11010) I I.A'I' TOP C:IIORD. PURIJUS. $'T'AU'T' OF TOr Cllnitil EXTENSIONS. (SLOWING ('I'YI'1(:AI, (CONTINUOUS) EX'I E SIGNS. (SLOPING I'U FLAT) 1'0 FLAT) yl lllr\ Y ♦ Sur A U XK I- URACED UAY n ��. ROOT SIIEAT111NG. PERMANENT DIAGONALS FORM DRACEU DAY. REPEAT' AT ALI, IIIP ENDS, MAXIMUM . INTERVAL EQUALS 20'. (NOTE: TIIE IST BAY OF PERMANENT DIAGONALS FORMING DRACEU NAY AT TIIE p1 IIIP CAN UE EXCLUDED WHEN ALL OP' T11E FOLLOWING C:()NDI'I'IONS ARF: MF:1% 1) TIFF: CUN'I1NLIOIIS TOP CIIORD PURI -INS ARE A'ITACIIED '1'0 1'11E F'L"A'I' TOP C:IIUTID OF '1'IIF: //1 IIIP. 2) THE END JACKS ARE °SHE:A'1'IIED WI -1.11 PROPERLY A'1"I'ACIIEU STRUCTIfillL I'ANELS.) SECTION A -A 11411) APPLIED UR BLI1L'I'-IN CRIPPLES CRIPPLE IN PLANE - CRIPPLE OF 'TRUSSES SPACING COMMON C R1 FT' LE' -SUPPORT LAYOUT' IL I'UAC K U SE'I'DA('IC roMMnN 1111RAP I L lis I - 'I'RIISSLS CALIF'OUNIA IIIP _ SYSTEM 'TRUSSES .21N 1N - ------ - - :�L * Sl I N) IA .Vi - �#IIlip UACIC - - - PITCHED AND SIIEATIIED B CIIORU AREA. o—CRIPPLE (C), SUPPORT LOCA'T'IONS. SUPPOR'T'S EXTENDED MEMBERS TO FLAT TOP CHORD (4' O.C. CRIPPLE SPACING SHOWN.) CONNEC'r CRIPPLE '1'0 FLIT TOP CHORD AND EXPENDED TOP CHORD, USING 3 — Od COMMON TOE NAILS OR 2 — IOd COMMON NAILS T11R0001-1 FACE. SEC'T'ION 8-8 UILT-1N CRIPPLES OR "IELD CRIPPLE: SP �CING RL:1'I R O ORIGINA , URAWING FOR CRIPPLE SPACING. C:IIORD EXTENSION ('TYPICAL) SETUACK 4 �B) (U) (U) (B) (U)11 (B) (D) (g)' 91 IIIP GIRDER (U) 11#21#31#445190 SEE CA-IIIP ENC:INEERING FOR JACK 'TYPE USED. CONVENTIONAL FRAMING CRIPPLES ARE NOT TIIE 'N'22OTE: NN ppAND/OR (B) PURLINS SPACED 24"O.C. '1'YP. I � NORPI II R�USSILF'A RISC�)) fOnR(� 1�tIS3popfJpy SI RG'IR(NU '1'[�E TRI VgyE9T UA��R, PROFESSIONAL ENGINEER 2X4)SPACED (C) CRIPPLE.(CONTIN1SOUS 48" 0. C. TY P. RECAItI)1�C tQN�EN�'IUNA�LF'RAMIAG�OCAL (D) BUILT' -IN FILL CRIPPLES *NOTE: SEE ORIGINAL DESIGN FOR SE'T'BACK, LUMBER, PLA'T'ING, LOADING AND DURA'T'ION FAC'T'OR REQUIRED. (IIORI'LONTAL MEMUE:R OP'T'IONAL) TIIIS' DRAWING REPLACES DRAWING CDI IO BRACING. --WARNING-- I ISLR i1A1. UIJII1i11R OHIB1l RCf[RIiw0.NG1NSTAlRfADBRACG> 11BllSl[D BY 1111 (TRUSS TC LL PSF �IV, ,LD AIE INSTIIUIL. 903 O'ONU1'R1U OIL. SUITE 200. MADISON. VI. 93119) FOR SAFETY VRACIICLS l'NIUR In 1'LMINNING TIILSL IUNCIIID+S. (MESS FIIIICRWISL INDICAILD. 1111' CIu,D SIWLL IAVL p`ESSI 1!AA LS AND B�ID TC DL PSV n� 2� CJ (J _DAIS _ DI?WG LiRCALIIIPUG9�J RIGID Qv� CY ■•It0ORIANt— IU NISFI LILINGCIDp CID.Y C1I1111S DES GN TUFill.IISIALLAI 01 C(INFRACND+. 4LIIINE ENGINE RLD I'RIIITUC1S. INC. SHALL NOF DC RLSPONSIOLL 1111? ANY DEVIATION TRIM ITIS .j, TIC DL I, Sr -LNG �Q.� 0.SIGNI ANY IAILTIRL' IU BUILD 1K TRUSSES IN CCk1UMANCE WAIT 11'11 M IAINICATING. '� ,O �LANULING. S111111'ING. INSTALLING � I- URACED UAY n ��. ROOT SIIEAT111NG. PERMANENT DIAGONALS FORM DRACEU DAY. REPEAT' AT ALI, IIIP ENDS, MAXIMUM . INTERVAL EQUALS 20'. (NOTE: TIIE IST BAY OF PERMANENT DIAGONALS FORMING DRACEU NAY AT TIIE p1 IIIP CAN UE EXCLUDED WHEN ALL OP' T11E FOLLOWING C:()NDI'I'IONS ARF: MF:1% 1) TIFF: CUN'I1NLIOIIS TOP CIIORD PURI -INS ARE A'ITACIIED '1'0 1'11E F'L"A'I' TOP C:IIUTID OF '1'IIF: //1 IIIP. 2) THE END JACKS ARE °SHE:A'1'IIED WI -1.11 PROPERLY A'1"I'ACIIEU STRUCTIfillL I'ANELS.) SECTION A -A 11411) APPLIED UR BLI1L'I'-IN CRIPPLES CRIPPLE IN PLANE - CRIPPLE OF 'TRUSSES SPACING COMMON C R1 FT' LE' -SUPPORT LAYOUT' IL I'UAC K U SE'I'DA('IC roMMnN 1111RAP I L lis I - 'I'RIISSLS CALIF'OUNIA IIIP _ SYSTEM 'TRUSSES .21N 1N - ------ - - :�L * Sl I N) IA .Vi - �#IIlip UACIC - - - PITCHED AND SIIEATIIED B CIIORU AREA. o—CRIPPLE (C), SUPPORT LOCA'T'IONS. SUPPOR'T'S EXTENDED MEMBERS TO FLAT TOP CHORD (4' O.C. CRIPPLE SPACING SHOWN.) CONNEC'r CRIPPLE '1'0 FLIT TOP CHORD AND EXPENDED TOP CHORD, USING 3 — Od COMMON TOE NAILS OR 2 — IOd COMMON NAILS T11R0001-1 FACE. SEC'T'ION 8-8 UILT-1N CRIPPLES OR "IELD CRIPPLE: SP �CING RL:1'I R O ORIGINA , URAWING FOR CRIPPLE SPACING. C:IIORD EXTENSION ('TYPICAL) SETUACK 4 �B) (U) (U) (B) (U)11 (B) (D) (g)' 91 IIIP GIRDER (U) 11#21#31#445190 SEE CA-IIIP ENC:INEERING FOR JACK 'TYPE USED. CONVENTIONAL FRAMING CRIPPLES ARE NOT TIIE 'N'22OTE: NN ppAND/OR (B) PURLINS SPACED 24"O.C. '1'YP. I � NORPI II R�USSILF'A RISC�)) fOnR(� 1�tIS3popfJpy SI RG'IR(NU '1'[�E TRI VgyE9T UA��R, PROFESSIONAL ENGINEER 2X4)SPACED (C) CRIPPLE.(CONTIN1SOUS 48" 0. C. TY P. RECAItI)1�C tQN�EN�'IUNA�LF'RAMIAG�OCAL (D) BUILT' -IN FILL CRIPPLES *NOTE: SEE ORIGINAL DESIGN FOR SE'T'BACK, LUMBER, PLA'T'ING, LOADING AND DURA'T'ION FAC'T'OR REQUIRED. (IIORI'LONTAL MEMUE:R OP'T'IONAL) TIIIS' DRAWING REPLACES DRAWING CDI IO BRACING. --WARNING-- I ISLR i1A1. UIJII1i11R OHIB1l RCf[RIiw0.NG1NSTAlRfADBRACG> 11BllSl[D BY 1111 (TRUSS TC LL PSF REF CALIF. BRACE ,LD AIE INSTIIUIL. 903 O'ONU1'R1U OIL. SUITE 200. MADISON. VI. 93119) FOR SAFETY VRACIICLS l'NIUR In 1'LMINNING TIILSL IUNCIIID+S. (MESS FIIIICRWISL INDICAILD. 1111' CIu,D SIWLL IAVL p`ESSI 1!AA LS AND B�ID TC DL PSV n� 2� CJ (J _DAIS _ DI?WG LiRCALIIIPUG9�J RIGID Qv� CY ■•It0ORIANt— IU NISFI LILINGCIDp CID.Y C1I1111S DES GN TUFill.IISIALLAI 01 C(INFRACND+. 4LIIINE ENGINE RLD I'RIIITUC1S. INC. SHALL NOF DC RLSPONSIOLL 1111? ANY DEVIATION TRIM ITIS .j, TIC DL I, Sr -LNG �Q.� 0.SIGNI ANY IAILTIRL' IU BUILD 1K TRUSSES IN CCk1UMANCE WAIT 11'11 M IAINICATING. '� ,O �LANULING. S111111'ING. INSTALLING � PSF AND BIIACING OF' TRUSSES. DESIGN CONFORMS VIIII AMICABLE 4-� f 'ItnVISIntIS U NNIS (+IAIIRU+I DCS S!'LCIr ICAIICO+ VUBLISIIED BY 111L ANLRICAN InKST INDref BC LL I'All: ASSOCIAIILIN) AMU 11'1. ALIIINL CONNLCIU+S ARL RADL OO 20GA ASIN A633 GR40 GALV. SILL owe F � EXCEPT AS NUILD. A14 -LY CONLCIONS 10 EACH IACL' ED TRUSS AND. L14LESS 011(LRVISL I.(ICAILO N TOT.LD. + I'SF DUR.FAC. # fill$ OLSICN. 110SIIIQ+ CONNECTORS TIER DRAWINGS 160 A -Z. TIC SEAL (IN 11115 DRAWING INDICATES ACCEPIAFICL (0 PRUILSSIIDIAL LNGIMLLRING RL'SVONSIBILTTY SUSLY rOR 1111. Miss CONI'D4L•NT >} Its 'N SIOWN. 1111. SUITABILITY AND USE 16 Tills LOH'ONENT 1111 ANY 1'ARIICULN+ BUILDING ' IS III LL1.11 1111- BUILDING Orsirian. No ANCVTI'I 1 -was cu'rnnu � .n_ /'nub .w SI ACING k SV ACING ion,C11 4 —i nn ranch - ti 20' hlp 6' Sb ITOP CHORD 2x4 DF -L #1 :T2 2x6 DF -L #2: BOT CHORD 2x4 DF -L #1 �, WEBS 2x4 DF -L Standard A- ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. iTE THIS DESIGN FOR COMMON HIP TRUSSES a 24.0',OC. EXTEND SLOPING TC �- TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO c73 -AT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2 16d o kILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33). OR OWG. aRCALHIP0699: SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC.. 4.13X8 F W3X8 = v ra 0 OG ct. n w' w w _ W3X8 (B1) _ �Jn W1 .5X4 III z w w ll THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. #1 HIP SUPPORTS 6-0-0 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W3X8 19J1LtJ(t51) --.:I6-0-7 I 8-5-9 I 5-6-0 J cL. 20-0-0 Over 2 Support R=1587 W=3.5" T TYP. High Str ALPINE AlpineEngineeer CA Products 5 Bs, Inc. Sacraramita, 1 L R=1585 W=3.5" I &1 FIE E COLNI u 4,AkWNG ®EPAKMAR R -as .w;-. I Design Criteria: TPI STD 19.Ob2 )th.4dave TPI -95 R AND T C L L 16 P S F -WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SNIPPING, INSTALLING RR ACI XG. REFER TO NIB•91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (7 RU SS PLATE TO ��[ e T .0 F INSTITUTE. 583 O'ONOfR10 OR., SUITE 200. MADISON, XI 53)l9). FOR SAFETY PRACTICES PRIOR THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED yyF� W. T C D L 1 5 .0 P S PERFORMING STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.�i0 = B C D L 7 , 0 P S F �IMPORTANT�• FuaxlSx A COPY OF ISDESIGN TO THE iN 5TAL LAT ION CONTRACTOR. ALPINE ENGINEERED'. TO PRODUCTS, INC. SHALL NOT Hf RESPONSIBLE F00. AN DEIIATIOx FROM THIS DESIGN; ANY FAILURE SNIPPING, INSTALLING AND r B C L L 0 0 P S F BUILD TME TRUSSES IM COHFSEMANC(WITH TPI; OR FABRICATING, MANGLING, DESIGN . B ACING OF SSE WITH A PL IS 0SAHD TPI. At PINE10 OFOREST 3 8 0 P S F AND P AICR"S THEHOIRAMERICANIGN ASSOCI "I SPECIE ICATIOXUP PUBLISHED 81) APPLY CONNECTORS TO * * TOT . L D . . CONNECTORS ARE MADE OF 20 GA A S I M A653 GR40 GALY. STEEL. EXCEPT AS NOTED. PER EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS Df SIGN, POSITION CONNECTORS ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING CIYl1. D U R .FAC . 1 .25 DRAWINGS 160 A•2. THE SEAL RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. TME SUITABILITY AND USE OF iN15 OFC 2 4 0 " COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY Of THE BUILDING DESIGNER, PE0. SPACING . ANSI FTPI 1.1995 SECTION 2. cl Scale =.25" Ft. REF R427--43660 DATE 01/02/01 D RW CAUSR427 01002008 CA -ENG LVT/CVIC SEON - 23559 FROM MO r � � A�gq NG 1./EIr AH!WF-,, ,"- — r V CA/ -/1j -h _ r9 9F1' rmmn TOP CHORD 2x4 OF -L #1 80T CHORD 2x4 DF -L $1 f-, WEBS 2x4 OF -L Standard A- ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. I Qi o z V104 = O x Y WM (A1) a THIS DWG PREPARED FROM COMPUTER INPUT (LOADS B DIMENSIONS) SUBMITTED BY TRUSS rIFR. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 T01AL LUAU. 10 PSF BC LIVE LOAD PER UBC. WZxt) (Ai) = W X4 IIc s O LLL- J —' 10-0-0 I 10-0-0 20-0-0 Over 2 Supports R=848 W=3.5" I R=848 W=3.5" z. 4 U. Q" [ Egg--��GO L B ' i � � A�gq NG 1./EIr AH!WF-,, ,"- — r V CA/ -/1j - - - F Scale =.25" Ft. TC LL 16.0 PSF REF R427--43661 TC DL 15.0 PSF DATE 01/02/01 Design Criteria: TPI STD 7.0 PSF DRVI CAUSR427 01002002 PLT TYP. Wave TPI -95'R EM STALL IH6 AND * TOT.LD. 38.0 PSF SEAN - 23561 '•NARNING-- TRUSSES REQUIRE EXTREME CARE In FABRICATION, HANDLING, SMlPP1NG. BY TPE (TRUSS PLATE 1.25 FROM MD SPACING BRACING. REFER TO 1118-91 (HANDLING INSTALLING AND BRACING). PUBLISHED FOR SAFETY PRACTICES PRIOR TO INSTITUTE. SB3 D'ONOFRIO DR., SURE t00, NAOISON. W1 53719). TOP CHORD SHALL HAVE PAOPERIY ATTACHED ,v PERFORMING TME SE fUN LT IO NS. UNLESS OTHERWISE INDICATED. ATTACHED RIGID CEILING. ,V STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY TBEYI AAKYNS ENGINEFAILURES —IMPORTANT—ATIOML FROM THISTDESIGN; TO EO RE SPON SIBLE TOTH RGNTO AHY INC. SMALL NOT IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND BUILD THE TRUSSES Of TRUSSE S. THIS DE516M CONFORMS WITH APPLICABLE P0.0V 1510X5 Of X05 (MATIOtlAI DESIGN ¢ ALPINE BRACING P1. ALPINE SPECIFICATIOR PUSLEI BT THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO 7 ECTOAS TO ZOGA TONOT D.N CONNf CTOR SNP E0. HADTRUSSE THI SS DESIGNA AS ECONNACH FACE50FNE AND UNLESSOF OIXE0.HISCAIOCATEO ONS ON IRIS DRAHIMG INDICATES ACCEPTANCE OF PR OFESSIO ENGINEERING ORA NGS l60 A•7. THE SEAL ANDNAL FOR THE TRUSS COMPONENT DESIGN S1104N. THE SUITABILITY AND USE OF THIS mdP Products, Alpine En ITd plOdUCIS, Il1C. RESPONSIBILITY SOLELY PARTICULAR 3UILOING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER F Sactr+m�e o, CAANSI/TPI COMPONENT FO0. ANY 1.1995 SECTION 2. 19 i� 1 1 CJ 4 U. Q" [ Egg--��GO L B ' i � � A�gq NG 1./EIr AH!WF-,, ,"- — V CA/ -/1j - - - F Scale =.25" Ft. TC LL 16.0 PSF REF R427--43661 TC DL 15.0 PSF DATE 01/02/01 BC DL 7.0 PSF DRVI CAUSR427 01002002 BC LL 0.0 PSF CA -ENG LVT/CVIC * TOT.LD. 38.0 PSF SEAN - 23561 DUR.FAC. 1.25 FROM MD SPACING 24.0" imoiniru-miccinn ranch - t4 28' h1 TOP CHORD 2x4 DF -L #1 :T2 2x6 DF -L #2: BOT CHORD 2x4 DF -L #18Bet. ee, WEBS 2x4 DF -L Standard F? _ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. .E THIS DESIGN FOR COMMON RIP TRUSSES.@.24.0' OC. EXTEND SLOPING TC C" TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS -EVERY 4.00 FT TO �.AT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00.' OC WITH 2-16d o \ILS AND DIAGONALLY BRACE PER HIB -91 13:2.1(Fid.33), OR DWG. . z RCALHIP0699.'SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. W 5 X 8 H MX8= v 0 lY ca , w - THIS ONG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. #1 HIP SUPPORTS 6-0-0 JACKS WITH -NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. 145X8 W3X8 = V13XB = r\ w 144X6 HS416=_ ,0 mill APPPF- _I, jjjjj� ¢ 6-0-7 I .5X4442.5X4= V14X6= W3X14 (B3) W2. 5X4 z w w 2 I�-0 UX14 (B3) U 5' Tui L•l 16-5-9 _I, 5-6-0 _ FIE CQS..�iI�1 N ¢ 6-0-7 I I28-0-0 Over 2 Supportsi4l,,WNG ®PAN R=2294 W=3.5' R=2294 W=3,5' PLT TVP. Hi h Strength,VJave TPI -95 R Design Criteria: TPI STD 19.Ob2 CA/ -/l/ -I- - F Scale =.25" Ft. 16.0 P S F R E F R427--43662 _ "WARNING' TRUSSES REQUIRE EITREME CARE IN FABRICATION, HANDLING, SNIPPING. IIISTALLING AND BRACING. REFER TO NI9-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE 5.3 9). FOR SAFETY PRACTICES PA IOR 10 O TIC L L AT TC. DL 15.0 PSF DATE 01/02/01 � C\7 INSTITUTE. 5OR 0.0 OFRIO OR., SUITE 200, MADISON. YI PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SNAIL HAVE PROPERLY ATTACHED CHORD SMALL HAVE A PROPERLI ATTACHED RIGID CEILING. W �F ff(. �'� DL 7 0 P S F D R W CAUSR 01002003 �V STRUCTURAL PANELS, BOTTOM `•IHPORTAMT" FURNISH A COPY OF THIS DESIGN TD THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED ' RESPONSIBLE FOR ANY DEVIATION FROM iNIS DESIGN; ANY FAILURE TO .4 BC . LVT/CVJC V PRODUCTS. INC. SMALL NOT BE ILD TILE 70.USSES In CONFORMANCE WITH TPI: OR FABR I[ATIN6, IIANDL1nG, SNIPPING, INSTALLING AND 45 r "� BC LL 0.0 PSF Z BU ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS YITN APPLICABLE PROVISIONS OF NOS (NATIONAL DESI6R PUBLISHED BY THE AMERICAN FORE Si ANO PAPER ASSOCIATION) AND TP1. ALPINE EIS. �l.�ili1l Lip TOT . L D . 3 8.0 PSF S E O N - 23563 SPECIFICATION CONNECTORS ARE MADE OF 20GA ASTM A657 GR40 GALLA. STEEL, EI CEPT AS NOTED. APPLY CONNECTORS TO EACH FAC OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ENGI NEE �` D U R - 1.2 5 FROM MD DRAWINGS l60 A-2. TME SEAL ON TH ISDRAWING INDICATES ACCEPTANCE OF PROFESSIONAL THIS Alpine En eared PTOdUCIS,InC. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SNOIIN. THE SUITABILITY AND USE OF THIS P Sacr enlo,CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE NESPOIISlB( LITY OF TME BUILDING DESIGNER. OF ON 1.1995 SECTION 2. V M w� K Y .FAC SPACING 24. 0 " un—aw,-micclnn ranch - tS 28' CODIn I TOP CHORD 2x4 OF -L #1 ` BOT CHORD 2x4 DF -L #1 IrA WEBS 2x4 DF -L Standard c'- ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. rn 0 z E— C-3 0 x cL.. Q W - C>4 W W c.z W4X4(A2) 5 ' z w W z ULjo 14-0-0 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF SC LIVE LOAD PER.UBC. W4X4 ca C= C=) fV N z d R=1152 W=3.5• Y�Irrz 1 14-0-0 _!jU F fE Mlml v e vrra �PR (A t� �' 8-0-0 Over 2 Supports " �W01�`� ®'EPAkr t�'AwN- R=1152P VE D PLT TYP. Wave TPI -95 R Design Criteria: TPI STD 19.Ob2 CA - 1 - F Scale =.25" Ft. ��WARN ItIG `• TRUSSES REOU IRE EXTREME CARE IN FABRICATION. NAt10LING, SMIPP IN6. INSTALLIO6 ANO C TC LL 16.0 PSF REF R427--43663 TE IISTIIUTE . REFER SB) DOONOFR IO DR. SU ITE 200 INSTALLING NAOISORAND NBRACsj�;9) PUFORSSAFfTY PRACTICES SBy TPI U PRI ASS ATO rEss`� TC DL 15.0 PSF DATE 01/02/01 PERFORNIN6 THESE FUNCTIONS. UNLESS OTXERYISE JHOItATEO, TOP CHORD SHAH HAVE PROP ERLT AT ACHED -N STRUCTURAL PANELS, BOTT ON CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILIIIG. •'IMPORTANT•' FURNISH A COPT Oi TNIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED' �O1� BC DL 7.0 PSF DR V1 CAUSR427 01002004 PRODUCTS, INC. SXAII NOT BE RESPONSIBLE F00. ANT DEVIATION IRON TNIS DESIGN; AN FAILURE TO A� 45 BC LL O.0 PSF CA -ENG LVT/CWC BUILD TXE TRUSSES 1N CoNf OR NAN CE MITN TPI; OR FABRICATING, HAROLIMG. SHIPPING. INSTALLING AND OC ALPINE BRACING OF TRUSSES. THIS DESIGN COXFOAMS KITH APPLICABLE PflOYlSiONS OF NOS (XAilOtlAl DESIGN * TOT.LD. 38.0 PSF SEAN 50234 SPECIFICATION PUBLISHED BY TME AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CORNECTORS ARE MADE Of 2OGA ASTM AIS) GR AO GALV. STEEL. fICEPT AS NOT[0. APPLY CONNECTORS TO EACH FACE OF TRUSS• AND UHL ESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER N�� DRAWINGS 160 A.Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIOHAI ENGINFCRING CN:�' V D U R .FAC . 1.25 FROM M AlpineEO oC(CdP'TD�IICts,111G. RESPOBSIBILITY SOLELY FOR THE TRUSS COHPONENT DESIGN SHUYN. THE 0UIIABIL[TY ACID USE OF THIS ``a�'� SPACING 24.0" SNaDgDICDID, CA Products, CONP/REI FOR ANY PARTICULAR BUILDING JS iNE RESPONSIBILITY OF iXE BUILDING DESIGNER, PER ANSI/TPI 1.1995 SECTION 2. t -�--�.... nAnrh - T6 36' TSC DRAG GE ) c -P CHORD 2x4 DF -L,#1 C—T CHORD 2x4 DF -L #1 d.. *WEB S 2X4 DF -L Standard t Slider 2x6 DF -L #2: BLOCK LENGTH - 3.215' I�1TES DESIGNED FOR GREEN LUMBER PER NDS -97 TA91E'7 LA -A C—, THE MAXIMUM HORIZONTAL REACTION IS 1613# *• z )TE: THIS TRUSS IS DESIGNED TO SUPPORT 12" OUTLOOKERS AND STUCCO (10 PSF) ON ONE FACE. REFER TO DETAILS CD122 OR CD123 FOR GABLE REQUIREMENTS. I E� U A O =4 A W a W W z W2.5X4(A1) w w z a. II_ -S-00 ¢ 18-0-0 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS S DIMENSIONS) SUBMITTED BY TRUSS MFR. SEE DWG GA898117 FOR ADDITIONAL REQUIREMENTS. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. • ,r-"w,4-%hW&AS 44,DD PLF.ALAaJ:QE-090......., THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DI0H1t TARII CONNECTIONS ARE TO BE -DESIGNED BY ENGINEER OF RECORD. W3X6 -9-6 I 17-5-12 34-9-8 Over 1 Supports p� R-127 W-34-9-8 RD -+/-46 PLF OVER 34-9-8 SHEAR WALL Note: All Plates Are W1.5X4 Except As Shown. Desila Criteria: TPI ST o� PLT TYP. Wave TPI -95 R CT •-11ARN1mg— TRUSSES 1E0U11E EITIEME CARE IM fAOR KATION, tl+UIDIING. SMIq BHI, INSTALLING AND CT IRACIMG. REFER TO VII -930 (HANDLING INSTALLIAI AILD IMCING). PUBLISHED YT TPI (TRUSS PLATE 1ASTITYTE. 503 0.0101110 DR.. SUITE 200, MDISON. WI $3719). FOR SAFETY PRACTICES PRIOR TO 'ItSTRUCTURAL ►AEIIfFOBOTIORSCNUORDESN IlINA1ESA ►AADDPERLTOATTACHED ALGID CE [LING. . Top Coolto SMALL HAVE FIOP[lLT ATTACHED ^IRPORTANT-- fIRAISR A COPT OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE 116INEIRED ---. PRODUCTS. INC. SMALL NOT BE RESFOASIILE FOR AMT DEVIATION FROM THIS DESIGI: ART FAILURE TO :7 BUILD THE T10SSES I1 COMfORMMCE YITY TPI: OR FABRICATING. NAIIDLING. SNIPPING, IASTALlIH6 AND z ALPINE BRACING OF TARSSES. "IS DESIRE COIfORRS WITH APPLICABLE PROVISIONS OF MDS (NATIONAL DESIGN SvttiFlunol POOUSR[D OY INC ABE&ICAA FOREST ANO PAPER ASSOCIATION) AMD TPI. ALP IME CONNECTOR$Of TAMADE . Of 06AMILASTIN A613 OTIIC1W15E4lOCAT[D OC THIS IOfSlog. pOSITIOA CONNECTOR 5NPER �f TO GRAY IIGf 160 A -I. THE SIAL OA THIS DRAY116 IMDICATIS ACCEPTANCE Of PROFESSIONAL EN6IREERIMG IEf101SI11LITT SOL LIF FOR THE TRUSS COMPONENT OESIOH Shown. THE SOITABILITI MO USE OF TM(S N im fte cmd ho&Kl% Inc. conroNEAT FOR ANT PAITIC,0LAA BIILOIRO IS THE IESPONSIBILITT Of THE SOILOING OESIGNEA. PER SR[AIDmto, CA 93828 ARSI/TPI R-1995 SECTION 1. < ADCs DEPA EF 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" Scale —.1875"/Ft• REF R427--20155 DATE 11/01/99 DRW CAUSR427 99305011 CA -ENG AEB/CWC SEON - 21576 FROM MD E m , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS S DIMENSIONS) SUBMITTED BY TRUSS MFR. (D[r1936v-mission rancn --P-CHORD 20 OF -L #1 T CHORD 20 DF -L #1 . C-•�v WEBS 2x4 OF -L Standard, t Slider 2x6 DF -L #2: BLOCK LENGTH 3.215' .ATES DESIGNED FOR GREEN LUMBER.PER NDS -97 TABLE 7.3.3. . Lf'7 r o• z ' W2.5X4 0 W2.5X4 0 W3X6 0 cn A 0 c>c 3 W2.5X4 A , W P4 w W1.5X4 a1 z z W3X10(F1) Ta W W6X6 - CALCULATED HORIZONTAL DEFLECTION Is v.zD- DUE TO LIVE LOAD AND 0.37' DUE TO DEAD LOAD. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W2.5X4 e —I 5.5 W2.5X4 Zz T 7 W6X12 s W3X6 s -- W2.5X4 a 3 W1.5X4 11 =d20 -Ir 0-0 W4X4(E3) s W3X8 (E3) 01 1 -s -o Q 18 0-0 1763912 J��OIE IY �P/4f'T:, 17-5-12 34-9-8 Over 2 Supports 1 R-1308 W-5.5' App %to # w R-1424 W-5.5' Lr T:D o� PLT TYP. Wave TPI -95 RErgg Design Criteria: MLS-7AD C71 •D6AA0.CI0.G.6 ICICR TO N1B•91 IR(DANDLING ( L IOSTAL t� ABAID Bll CI16).l� UOLISNLDN IT WE • IN(TNUSS PLATED INSTITUTE. SB3 D'ONOFRIO 00.., SUITE 200. NAOISOI. VI $7711). F00. SAF ETT PRACTICES ATTACPR]DkKED TO LEI/ORM116 THESE /UNCTIONS. 10.11 SS OTHERWISE INDICATED. TOP CHORD $HALL NAT[ PROPERIV ATTACYED STNUCTu0.AL PA11[LS, BOTTOM CNDRO SMALL NAT[ A PNOPC0.LV ATTACHED RIGID CEILING. ••IMPORTAIFT•• FURNISH A COPT OF THIS DISICI TO THE INSTALLATION CONTRACTOR. ALPINE FIL,REETO PIOPORTADUCTS. INC. SNAIL NOT BE RESPONSIBLE FOl AIT DEVIATION FROM TNI$ DESIGN: ANT FAlL00.E TO '.� IOILD THE TRUSSES 11 CONFDIMANCE M1TN TF1: OR fAB0.ICAT116, NAIDIINCI SHIPPING, (NATIOINSTAI.NAL AND z A L P I N E BRACING Of TNUSSES. THIS DESIGN COIFOIRS YITM APPLICABLE PROVISION$ OF NOS (NATIO/Al 0[SIGR SPECIFICATION PONLISHED By THE AMESICAN FOREST ADD PAPER ASSOCIATION) AND Tf1. ALPINE COINECTONS ARE RAOF OF 20" ASTM A613 6A40 GAIT. STF[l. UC(Pi AS NOTED ONPLT CONNECTORS TO I EACH FACE OF TIUSS. AND UNLESS OTNERIISE LOCATED ON THIS DESIGN. POSITION CSSIONAL I PER t_—_,.,�,I RRAMINCII ILITT•SDLELT FORTHE STNE R SSEAL 03 I COIDON[NT DESIGN 9 GRAVING T$Ron. ES PTATML SU17ABILITY ALX1D USEIOFLTH I$ AlpineCA 9�S li '� COUCH 1T1'1lfAANSECT10ICULAR BUILDING IS Tet RESPONSIBILITT Of THE BUILDING DESIGNER. PER CA - 1 - - - F Scale —.1875' Ft. 1 ESS/p, TC LL 16.0 PSF REF R427--20150 �.y TC DL 15.0 PSF DATE 10/29/99 .e BC DL 7.0 PSF DRW CAUSR421 99302005 r BC LL 0.0 PSF CA -ENG AEB/CWC IF T07.LD. 38.0 PSF SEAN - 25641 DUR.FAC. SPACING 1.25 24.0' FROM MD (mr1936v-mtsslon ranch - t10 36' drag tmsc (TOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 DF -L #1 :B1 2x6 DF -L #2: C-) WEBS 2x4 OF -L Standard :W5, W6, W8 2x4 DF -L #1: M :Lt Slider.2x4 DF -L #1: BLOCK LENGTH — 4.822' p—PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. (TRUSS TRANSFERS 195.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE -TO BE DESIGNED BY d'ENGINEER OF RECORD. o z W6X8 = W1.5X4 01 W12X14 W 2 . 5 X 4 418 W5 5.5 r— (A) (A). H Id 5X14 V Q 412X4 A W2X4 1r-- (A) ( ) ( ) 3 B1 3-7-0 W6 w 0-10-12 W2.SX4 a 1-11.5X4 III w / �11OX10(E3) = W4X4III z W3XB (E3) III WEIX12 = w , w z THIS DWG PREPARED FROM COMPUTER INPUT (LOADS E DIMENSIONS) SUBMITTED BY TRUSS MFR. NEGATIVE REACTION(S) OF -2385# MAX. (SEE BELOW) REOUIRES UPLIFT CONNECTION. ** THE MAXIMUM HORIZONTAL REACTION IS 7071'# ** (A) CONTINUOUS l ATERAL BRACING EOUALLY SPACED ON MEMBER. DEFLECTION PIEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC: 142.5X4 = W1.5X4 III 412.5X4(A1) W3X6 = -x-10 III-,= \, � E •J 1-5�- aj 1"tE C31.IN1 " fE 16-9-8 _I_ 18-0-0 14-7-8 T 20-2-0 I NG DEPAB R1 • I 34-9-8 Over 2 Supports R=3275/-2385 W=3.5- ¢ Rh=7071/-7071 R=265/-38 PLF W=20-2-0 GV PLT TYP. Wave TPI -95 R Design Criteria: TPI STD 19.4a CA - 1 = F Scale =.1875" Ft. ••YARNING'• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO NIB -91 (HANDLING INSTALLING AND 8RACIUG), PUBl15HE0 BY TDI (TRUSS PLATE [NSiITU TE. 583 O'ONOFRIO OR SUITE 200, MADISON, MI53779). FOR p^n T C. L L 16 .0 P S F REF R427--64458 C\T SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTfOHS UNLESS OTNERNISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED ad47' W. `�(' TC DL 15 0 P S F DATE 03/28/01 STRUCTURAL PANELS, BOrTON CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. {3' t, q9� . Cp ..IMPORTANT-- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED A BC DL 7. D PSF DRLJ CAUSR427 01087002 C\I PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANT DEVIATION FROM TM IS DESIGN; ANY FAILURE TO BUILD TME IM A L PINE TRUSSES COHFORMANC[ YI TH iP I; OR FABRICATING, NANOLING, SNIPPING, INSTALLING AND BRACING OF TRUSSES. THIS OESI6N COMFORHS WITH APPLICABLE PROVISIONS Of NOS DESIGN W OC r r BC ILL 0.0 PSF CA -ENG L V T/ C W C Q (NATIONAL SPECIFICATION PUBLISHED BY THE AMERICAN rOREST AND PAPER ASSOCIAT108) AND iPI. ALPINE 63621 T 0 T . L D . 38.0 PSF S E O N - - 53829 CONNECTORS ARE MADE OF T06A ASTM A653 GR10 GALY, STEEL. EY CEPi AS NOTED. AP PLT CDIINE CTORS TO * *' [A73pi.. Engineered Products, Inc. Sacrmnen1D, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERNISE LOCATED ON Th IS DESIGN, POSITION COhNEC TORS PER DR ANIN65 160 A-E. THE SEAL ON THIS DR AY ING INDICATES ACCEPTANCE OF PROFESSION AL EHGINEERIHG RE PO Ell TT SOI FIY FOR iMF TRUSS COHPONEMT DESIGN SM04N. THE SUI7ADIl1IT ANO USE OF TRIS ANSIOOfl1/TP TIF7995HSECTIO NCTLAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER r•�, @ w yA,.� D U R .FAC . 1.25 F ROM MD SPACING 24. 0 " (mr19315v-mission ranch - Tll 36' COMN ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. I ITOP CHORD 2x4 DF -L $1 DEFLECTION MEETS L/240.00 LIVE AND.L/180.00 TOTAL LOAD. BOT CHORD 2x4 DF -L #1 c—� -:WEBS 2x4 DF -L Standard 10 PSF BC LIVE LOAD PER UBC. N PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7,3.3. (TRUSS SUPPORTS 2401#_MECH UNIT; SUPPORTED BY TC AT ANY LOCATION;; XT o ' z W5X6 H v Q 0 x ri. z 0-5-12 z W4X6(IS I) W3X6 = ; c� z w w W2.5X4 W3X8 (B1) kh- 17-8-6 I 18-0-0 I �>i� �•(,;� $ t'' 35-8-6 Over 2 Supports +:;�•K 3AWING R=1445 W=3.5" llf� ¢ R-1535 W=3.5' r_ N AF1PR0Vt,r,_,b —• PLT TVP. Wave TPI -95 RDesign Criteria: TPI STD 19.4a CA - 1 - F Scale =.1875" Ft. ''WARNING•• TRUSSES REQUIRE EXTREME CARE ID FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. NET TC O ER TO HIB -91 (NANOLTNG INSTALLING AND BRAC51N PUBLISHED BY TPI (TRUSS PLATE IMSFITUTE. SBS 0 OR., SUITE 200, HAD 11 NI 53)i9). FOR OFE LL 16 .0 PSF REF R427--64457 Clj N SAFETY PRACTICES PRIORAITAC ETo UNCTION PERF 00.MIgG THESE FUNCTIONS. UNLESS OTHERWISE (MDI CATEO, TOP [MORD SNAIL HAVE PROPERLY ATTACHED I) W. !E� TC DL 15.0 PSF DATE 03/28/01 STRUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. ••IMPORTANT•' 7P `yj FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SMALL 8 A �. BC DL 7.0 PSF ORb! GAUSR42J 01087001 C\T NOT BE RESPONSIBLE FOR ANY DEVIATION FRO" THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CO RL rn ALPINE MFORMADCE YITII TP t: OR FABA ICAIIIIG, MAN0lIN6, SNIPPING, INSTALLING AM0 BRACING TRUSSES. 15 r 9 �y OF THIS DESIGN CONFORHS WITH APPLICABL( PROVISIONS OF NOS (NATIONAL DESIGN BC LL 0.0 PSF CA ENG LUT/Cb1C d SPECITICAT1011 PUBLISHED BY THE AMERtCAM FORIST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO TOT. LO. 38.0 PSF SEQN - 53832 EACH FAC E OF 7A USS. AND UNLESS OTNERWIS£ LOCATED ON THIS DESIGN, POSITION CONHECI'ORS PER DRAWINGS 160 A'I' 74E S(At ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY 4 V CIY[1. S D U R 1.25 FR0M MD Alpine FlIg111CCECd Products, Inc. S0IELT FOR THE TRUSS COMPONENT DESIGN SNDWN, TME SUITABILITY AND USE DF THIS .FAC . SQQa111 io. CA 95828 COMPONENT FOR ANY PARTICULAR BUIL 01 NG IS THERESPONSIBILITY OF THE BUILD IMG DESIGNER, PCR C ANSI/TPI 1-1995 SECTION 2. Y SPACING 2 4 . Q " kh- T» 19* rnMN TOP CHORD 2x4 DF -L $1 BOT CHORD 2x4 DF -L #1 co WEBS 2x4 DF -L Standard ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7..3.3. COD o z W2.5X4 VI3X6 H W1.5X4 5.5 1� C= Ix a. ca _ w x w W2.5X4 = z c� W3X8(B1) Es W3X6 z . w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. DEFLECTION MEETS L1240.00 LIVE AND L/180.00 IUTAL LUAU. 10 PSF BC LIVE LOAD PER UBC. WSX6 W2.5X4 W3X6 —1 5.5 W3X8 = W3X6- we -"4= W3XB(B1) = 8-0-0 2 1 5 VOU VIE —' 18-0-0 18-0-0 �1 }s6�� Er -/j (� 36-0-0 Over 2 Supports (R`=1456 W=3.5" R=1456 W=3.5'0 V,=r��r VA co .a. PLT TYP. Wave TPI 95 R Design Criteria: TPI STD C=) ••YARNING' • TRUSSES REQUIRE EITRCMC CARE Ill FABRICATION. MANDLIMG, SHIPPING. INSTALLING AND 0 BRACING. REFER TO 8111.91 (HAMDLIH6 INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE N INSTITUTE, SBR 0'0X0, RIO DR.. SUITE 201). MADISON. N1 5]719), FOR SAFETY PRACTICES PRIORATTACHED TO PERFORMIIIG iXESE FUNCTIONS. UMLE SS OTHERtlt SE INDICATED. TOP CNORO SIIAIL HAVE PROPERLY A7TACXFO nj !E AXE PANELS. BOTTOM CHORD SMALL NAPE A PROP ERLY ATTACHED RIGID CELL IflG. •'IMPORTANT`• FUR [SHOA COPY OF THlS DESIGN TO THE INSTAR AT 1011 CONTRACTOR. ALPINE AILURENGINEE REO PROOUC75. INC. SMALL NOT BE RESPOMS10 Lf FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO Z BUILD THE TRUSSES IH CONFORMANCE WITH TPI: OR FABRICATING. "ANDIIMG. SNIPPING, INSTALLING AND ALPINE BRAC IMG OF TRUSSES. THIS DESIGN CONFORMS YI7M APPLICABLE PROVIiI. OF NUS (NATIONAL DESIGN .� SPECIFICATION PUBLISHED BY iNE AMERICAN FOREST AMD PAPER ASSOCIATION) AHD TPS- ALP R CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CORNECT00.S TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON iH15 DESIGN, POSITION CONRECTORS PER • DRAWINGS 150 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Al isle En ceECd ProdYGts, InG. RESPONSIBILITY SOLELY I U TME TRUSS COMPOHE NT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS P S. amrnto, CA 95828 AX 5PORE1/TP1T1F1995M SfCT10N�2`AR BUIIO DOG IS iNE RESPONSIB ILITT OF TME BU ILOING DESIGNER, PER 1 19.Ob2 CA - 1 - TC LL 16.0 PSF W. !F TC DL 15.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF EqL 6200I * -- TOT. LD. 38.0 PSF CfYI1. 3' DUR.FAC. 1.25 I SPACING 24.0" Scale =.1875"/Ft. REF R427--43664 DATE 01/02./01 TRW CAOSR427 01002005 CA -ENG LVT/CWC SEON - 50238 FROM MD 0 t (MR1:I.76V-,1ss1on ranch - T13 ) TOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 DF -L #1 ] WEBS 2x4 DF -L Standard THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD.. 10 PSF BC LIVE LOAD PER UBC. LATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. n.: rn rn c- rn o W4X4 la w c>~ C-3 vie .Z)A,+ = 11bX4= z 142X6(A1) c.5 ' z - w z 1It s O a 1_ 11-0-0 _I_ 11-0-0 4!2X6 (A1) = 1lt J I 22-0-0 Over 2 Supports R=924 W=3.5" R=924 1.1=3.5" f►3 " b �ycl:l.�1V� LJ'��9`��'•i i �'i/I�"Fti.-� P Lr-� • CARE PLT TYP. Wave TPI -95 R Design Criteria: TPI STD 19. CA - 1 - - - F Scale =.25" Ft. •B0.ACIx6NG TRUSSES ,RfOUIRE U1 (HANDLING IMS1;AL111 GA AND B0.ACIN6)NANPUB PUBLISHED BY TPI INSTALLING PLATE QQ,pFESS/O,EF� TC LL 16.0 PSF REF R427--43742 O INSTITUTE, SB] O'ONOFRIO DR., SUITE 200. MADISON, NI S3719), FOR SAFETY PRACTICES PRIOR TO TIC DL 15.0 PSF DATE 01/03/01 O PERFORMING THESE FUNCTIONS. UNLESS OTX ERNISE INOICA7ED. TOP CN00.0 SMALL HAVE PROPERLY ATTACHED N STRUCTURAL PANEL S, BOLTON CN00.0 SNAIL xAvf A DA DPE0.lT ATTACHED RIG [D CEILING. "IMPORTANT" FURNISH A COPY Of THIS DE516M TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED � 101 BC DL 7.0 PSF DRt'1 CAUSR421 01003002 C"') PRODUCTS. INC. SNAIL NOT 8E .111ONSIBIE FOR ANY OEV IATION FR ON TxiS DESIGN; AMY FAflU0.E TO W Z^ r BUILD TILE 1RUSSFS IN CONFO0.MAntf NITN TPI; 00. FAB0.ICATItlG, HANDLING. SNIPPING, INSTALLING AND OL U 5 r � g C L L 0.0 PSF CA -ENG / C 4!C A L P I N E BRACING OF TRUSSES. THIS OE51611 CONFORMS 1111. APPLICABLE P0.0r ISIOXS OF NDS (NATIONAL DESIG0 PA N -Q CONNECTO0.SIARE PMAOESOF 20GATASTMNA65]AG0.AOR6AlrAItSTEEIEREICEDtIASI MOTEDND TAPPLTACONNECTORS TO * s* TOT. LD. 38.0 P S F S E O N - 50263 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS OESI6N, POSITION CONNECTORS PE0. DRAWINGS 160 ". THE SE AION THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING N• V D U R .FAC . 1.25 FR0M SS Alpine Engineered Products; Inc. RESDONS[81LITY SOLELY FOR TILE TRUSS COMPONENT DESIGN SNON N'. THE SUITABILITY AND USE OF THIS OFC �t $OCrameut0, CA 95828 COMPONENT f00. ANY PAR TICUI AR BUILDING IS THE RESPONSIBILITY OF THE BUILDING Of SIfiNEfl. PER K 4 V' SPACING 24.0- ANSI/TPI 1.1995 SECTI OtI 2. BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds CARE -FREE POOLS P O BOX 8689 CHICO, CA 95927 (530)345-4639 CARE -FREE POOLS P O BOX 8689 CHICO, CA 95927 (530)345-4639 Building Garage Remdl/Addn Other Porch/Patio Total I FEE INFORMATION - - DBEH Building Review Fee $75.70 DBMSC Swim Pool -Master Plan Co $467.42 LICENSED CONTRACTOR'S DECLARATION Contractor (Name) State Contractors License No. / Class / Expires CARE -FREE POOLS 380826 / C53 / 08/31/2007 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full f and effect. (� /� e X , 1)�.f /q 11XA 04/18/2007 Contractor's Signature Date I WORKERS' COMPENSATION DECLARATION I I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: ❑I 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 WORKER'S 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; Cartier: STATE FUND Policy Number: 618-0000183 Exp. Dale:07/01/2007 (This section need not be competed if the permitis or ons a hundred dollars ($100) or less.) ❑I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those X� 1�� 04/18/2007 Signature Date WARNING: FAILURE TO SECURE WORKERS' 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 INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I 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. (3097 civ. code) Lender's Address City State Zip Balance Due: $0.00 Receipt No: B2449 OWNER/ BUILDER DECLARATION .. I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Cade: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: ❑I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of the property, who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proof that he or she did not build or improve for the purpose of sale.). ❑I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: The Contractor's License Law dows not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractor's License Law.). ❑ 1 AM EXEMPT under Section B. & P.C. for this Owner's Signature 04/18/2007 Date I hereby 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, rules, regulations, and State laws relating to building construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte County to enter the above mentioned property for inspection purposes. I hereby certify that I am the party owner or am authorized to act on the property owner's behalf. 04/18/2007 Owner F/_LPon6ctor OR. Agent for Owner Agent for Contractor I FILE COPY PROJECT INFORMATION Site Address: 2181 WHITE AVE Owner: Permit No: B07-0674 APN: 038-180-037 HAWKINS, SIMS & KATIE Permit type: MISCELLANEOUS 2181 WHITE AVE Issued Date: 04/18/2007 By KEJ Subtype: Private Pool DURHAM, CA 95938 Expiration Date: 04/17/2008 Description: NEW POOL, GUNNITE (530) 345-3180 Occupancy: Zoning: A-20 CARE -FREE POOLS P O BOX 8689 CHICO, CA 95927 (530)345-4639 CARE -FREE POOLS P O BOX 8689 CHICO, CA 95927 (530)345-4639 Building Garage Remdl/Addn Other Porch/Patio Total I FEE INFORMATION - - DBEH Building Review Fee $75.70 DBMSC Swim Pool -Master Plan Co $467.42 LICENSED CONTRACTOR'S DECLARATION Contractor (Name) State Contractors License No. / Class / Expires CARE -FREE POOLS 380826 / C53 / 08/31/2007 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full f and effect. (� /� e X , 1)�.f /q 11XA 04/18/2007 Contractor's Signature Date I WORKERS' COMPENSATION DECLARATION I I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: ❑I 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 WORKER'S 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; Cartier: STATE FUND Policy Number: 618-0000183 Exp. Dale:07/01/2007 (This section need not be competed if the permitis or ons a hundred dollars ($100) or less.) ❑I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those X� 1�� 04/18/2007 Signature Date WARNING: FAILURE TO SECURE WORKERS' 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 INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I 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. (3097 civ. code) Lender's Address City State Zip Balance Due: $0.00 Receipt No: B2449 OWNER/ BUILDER DECLARATION .. I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Cade: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: ❑I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of the property, who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proof that he or she did not build or improve for the purpose of sale.). ❑I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: The Contractor's License Law dows not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractor's License Law.). ❑ 1 AM EXEMPT under Section B. & P.C. for this Owner's Signature 04/18/2007 Date I hereby 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, rules, regulations, and State laws relating to building construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte County to enter the above mentioned property for inspection purposes. I hereby certify that I am the party owner or am authorized to act on the property owner's behalf. 04/18/2007 Owner F/_LPon6ctor OR. Agent for Owner Agent for Contractor I FILE COPY BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICATION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" OWNER INFORMATION Last NameFirst Name Name ` Address , f �r D 2 - . City .�U2 W 8? State •Cly' City Phone 34,�r 3 ` States Fax E-mail 1a _'1163 APPLICANT INFORMATION CONTRACTOR Name Name Address City Address W 8? State City . States Zip a Phone 1a _'1163 Fax y —o % 9 a - E -mail - Lic. #,3 Class 6-3 APPLICANT INFORMATION ARCHITECT/ENGINEER Name Address D Y Address City City Zp �S State Zip Phone Book , Fax E-mail Planner State License Number APPLICANT INFORMATION Name J Property Address . 0718 ZU�f re 0'c�rJQNc�iM Address D Y StG pq City State Zp �S Phone 3 a- 463 Fax E-mail Book , APPLICANT SIGNATURE X For office use only: Zoning Property Address . 0718 ZU�f re 0'c�rJQNc�iM Flood Zone Cross Street SRA Yes No Occ. Type Const. Subdivision Name Map Book , Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS PERMIT 61- 6� 'A BP : BIN N PROJECT'LOCATION AP# 3 v — (J:2 . Property Address . 0718 ZU�f re 0'c�rJQNc�iM Cit Cross Street WORKER'S COMPENSATION - Policy Number 9 Q 3 Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name f M - Address Description r Scope of Work: jVCfCU Affgano 0'7-o o L3 Sq FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year, after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received by: Amount: Bldg SRA Receipt #: Sheriff SMIP Other Date:l 2--6 r? 5/311 Z Total SUBMITTAL & PERMIT REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxes! ❑ 4. Energy compliance design and supporting documentation in duplicate. ❑ 5. Statement of Intent for Non -heated and AIC for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) Installation manual, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Building Permit Application Without Required Clearances Form ❑ 12. Hazardous Material Form (for Commercial Buildings only). Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Legal description from current recorded grant deed, ❑ Copy of M.H. Title, Title transfer, or MCO. ❑ 12. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, please contact a Permit Assistant at (530) 538-7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the.person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMS\BUILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 8-12-05 Butte County Department of Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 75965 (530) 538-7266 Telephone (530) 538-7171 Fax www.buttecounty.net/dds )1) ��� National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACRE 1 Reference Number: B07-0674 Location: 2181 WHITE AVE Parcel Number: 038-180-037 Owner Name: HAWKINS, SIMS & KATIE Description: NEW POOL, GUNNITE Date: 04/02/2007 By: TMP Sub Type: Private Pool Phone: (530) 345-3180 By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the state of California Regional Water Quality Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for.this project that disturbes one acre or more of land may result in revocation of grading and/or other permits or other santions provided by law. Signed: 2-1,e Title: FILE Date: 04/02/2007 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 75965 (530) 538-7601 Telephone (530) 538-7785 Fax www.buttecounty.net/dds NOTICE TO BUILDERS Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: 0 Make sure your application is complete. 0 Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications (not yet issued) must be requested within two years from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge of $54.99 to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http://municit)alcodes.lexisnexis.com/codesibutteco/ Reference Number: B07-0674 Location: 2181 WHITE AVE Parcel Number: 038-180-037 Owner Name: HAWKINS, SIMS & KATIE Description: NEW POOL, GUNNITE Date: 04/02/2007 Phone: (530) 345-3180 21�� Signature of Property Owner: 22,&Date: 04/02/2007 FILE AFTER RECORDING RETURN TO: Butte County Public Works LAND DEVELOPMENT DMSION 7 County Center Drive Oroville, CA 95965 LANDS BEING MERGED: f IIII III III I IIII I II IIII III II III II II 20010-001,4,474 Recorded I REC FEE 16.00 Records OfficialRecords I CONFORM .� CountOf BUTTE CANDACE J. GRUBBS I Recorder I ROSEMARY DICKSON I Assistant I Fay 12:02PM 21 -Apr -2000 I Page 1 of 4 CERTIFICATE OF MERGER AP NUMBER(S) A8 — 18 - a't SUBDMSION / PARCEL MAP: A N LON TR ACT Sub 1)1 V t S t U) BOOK P o F M PAGE BLOCK LOT(S)_ )OP -00M O'F LTrs 3N + 35 BOOK PAGE BLOCK LOTS) As of the. date of recordation, . ; ; those lands noted above are merged to create o2 parcel(s) of land as described in Exhibit(s) A & B attached hereto. MIKE CRUMP Director of Public Works APRIL 19, 2000 DATE OWNERS' CONSENT TO MERGER NATHAN P. HORN and KATHEKNE E. HORN, husband and wife as ioint tenants as owners of all that real property to be merged, do hereby consent and agree to the merger of such lands into that / those parcel(s) as described in Exhibit(s) A & B attached hereto. ALL SIGNA7ZIRESMUSTBENoTARIZED• S NATURE. AM' T/��aA P, l-/oir,v SIGNATURE Hoizf✓ LD 1530 (1/98) /- DATE l - moo -(ob DATE CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of 041 -Ar fit CA' - County of A�k k_o On per; Lersonally known to me – OR – ❑ proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) ' ayebscribed to the in instrument and acknowledge to me that W he xecuted the same in her heir uthorized capacity les), and that by i�isftae their ignature(s) on the instrument the person(s), LESLIE A. FORTIER or the a Ity upon behalf of which the person(s) acted, Commission ;# 1170803 Z executed the instrument. i -m Notary Public - California > Z Butte County myComm. Wires Jan 24,2002 WITNES my hand and official seal. j: IIt- 7) e Signature of Noi OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached DoAument Title or Type of Document: -6c Ctj, o7'" Mev-clf Ili Document Date: �,rb 1 C>G Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: e Individual Corporate Officer Title(s): Partner — ❑ Limited O General Attorney -in -Fact Trustee Guardian or Conservator Other: Signer Is Representing: RIGHT THUMBPRINT OF SIGNER Signer's Name: A i Individual Corporate Officer Title(s): Partner — ❑ Limited ❑ General Attorney -in -Fact Trustee Guardian or Conservator Other: Signer Is Representing: RIGHT THUMBPRINT OF SIGNER .. of thumb here 0 1994 National Notary Association - 8236 Remmet Ave., P.O. Box 7184 - Canoga Park, CA 91309-7184 Prod. No. 5907 Reorder: Call Toll -Free 1-800.876-6827 DESCRIPTION PARCEL 1 Portions of Lots 34 and 35 as shown on that certain map entitled, "MAP OF HANLON TRACT, Subdivision No. 2", which map was recorded in the office of the Recorder of the County of Butte, State of California; on February 5, 1915, in Book 8 of Maps, at page 1, more particularly described as follows: - COMMENCING at the Northwest corner of said Lot 34 and running thence South a distance of 25.00 feet to a point on the Southerly right of way line of White Drive and the TRUE POINT OF BEGINNING of the herein described parcel of land; Thence North 89°5754" East, along said said Southerly right of way line, a distance of 936.21 feet; Thence, leaving said Southerly right of way line, South 15'21'15" East a distance of 20.08 feet; Thence South 0'19'55" West a distance of 888.65 feet to a point on the Southerly line of said Lot 34; Thence South 8915754" West, along said Southerly line, a distance of 936.38 feet to the Southwest corner of said Lot 34, being also the Southeast corner of said Lot 35; Thence continuing South 8905754" West, along the Southerly line of said Lot 35, a distance of 642.76 feet; Thence, leaving said Southerly line, North a distance of 690.20 feet; Thence North 8905754" East a distance of 300.00 feet; Thence North a distance of 217.80 feet to a point on said Southerly right of way line of White Drive; Thence North 89°57'54" East, along said Southerly right of way line, a distance of 342.76 feet to the true point of beginning and containing 31.47 acres, more or less. EXHIBIT A i� DESCRIPTION PARCEL 2 A portions of Lot 35 as shown on that certain map entitled, "MAP OF HANLON TRACT, Subdivision No. 2", which map was recorded in the office of the Recorder of the County of Butte, State of California, on February 5, 1915, in Book 8 of Maps, at page 1, more particularly described as follows: COMMENCING at the Northeast corner of said Lot 35 and running thence South a distance of 25.00 feet to a point on the Southerly right of way line of White Drive; Thence South 89°57'54" West, along said Southerly right of way line, a distance of 242.76 feet to the TRUE POINT OF BEGINNING of the herein described parcel of land; Thence. continuing South 89°57'54" West, along said Southerly right of way line, a distance of 400.00 feet; Thence, leaving said Southerly right of way line, South a distance of 165.00 feet; Thence North 8915754" East a distance of 400.00 feet; Thence North a distance of 165.00 feet to the true point of beginning and containing 1.52 acres, more or less. Note: No residential development allowed on the westerly three hundred feet of this property. EXHIBIT B END OF DOCUMENT ow Department County J. Michael Crump, Director Warner C. Phillips. Assistant Director May 24, 2000 Terry Alldredge P.O. Box 57 Richvale, CA 95974 f Public Works o f B u t t e Re: Certificate of Merger, AP 038-180-027 & 039 Dear Mr. Alldredge: LAND DEVELOPMENT DIVISION 7 County Center Drive Oroville, CA 95965 (530) 538-7266 (FAX) 538-7683 Enclosed please find a certified copy of the Certificate of Merger that was issued by the Butte County Department of Public Works and recorded on April 21, 2000, under Serial Number 2000-0014474, in the office of the Butte County Recorder. If you have any questions concerning this matter, please contact this office at (530) 538-7266, Monday through Friday, 8:00 a.m. to 4:00 p.m. Sincerely, Stuart Edell Manager, Land Development Division SE/kp Enclosure cc: ` Building Division Environmental Health Dept. Feeney Engineering AFTER RECORDING RETURN TO: Butte County Public Works LAND DEVELOPMENT DIVISION 7 County Center Drive Oroville, CA 95965 LANDS BEING MERGED: NII III III I IIII I II Illi lii If III If II 2000-001 4474 Recorded I REC FEE 16.00 Official Records - 'I -CONFORM .00 CoWE f CANDACEEUU-TJ.--GRUBBS . 1 ._ . Recorder I ROSEMARY DICKSON Assistant 11 Fay 12:0PPM 21 -Apr -2000 I Page 1 of 4 CERTIFICATE OF MERGER AP NUMBERS) SUBDMSION / PARCEL MAP: A N LOV4 TR ACT SV8l) I V I S l o?J Qoa - BOOK S o r hA#.P PAGE BLOCK LOTS) ROR-n0M OF Ldrr-S 314 +35 BOOK PAGE BLOCK_LOT(S) As of the. date of recordation, . those lands noted above are merged to create a parcel(s) of land as described in Exhibit(s) A & B attached hereto. '& - "�' – _j APRIL 19, 2000 MIKE CRUMP DATE Director of Public Works OWNERS' CONSENT TO MERGER NATHAN P. HORN and KATHERINE E. HORN husband and wife as 'oint tenants as owners of all that real property to be merged, do hereby consent and agree to the merger of such lands into that/ those parcel(s) as described in Exhibit(s) A & B attached hereto. ALLALL SIGNATURESMUSTBENoTA�ZED., SIGNATURE lo/2 a/ SIGNATURE /l< 4rnc�zi.vL, G . He LD 1530 (1/98) DA JrE l Zo -00 DATE CALIFORNIA ALL-PURPOtt ACKNOWLEDGMENT State of 0,14-Lirlot(k County of ' 4A .Q �; On L. before me, ��>�'• tins(; Date Name and TrI a of 1Otr�er (Ie.p., 'Jane Ooe, NotaryPubll personally appeared ��GhU1r1 n VV n cl \(( f". Names) of Signer(s) I— rsonaliy known to me - OR - ❑ proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) ' are bscribed to the - in instrument and acknowledge to me that be/ hey xecuted the same in ' her heir uthorized capacityles), and that by A IF hk their ignature(s) on the instrument the person(s), LESLIE A. FORTIER or the a ity upon behalf of which the person(s) acted, 1 .Commission # 1170803 = executed the instrument. - - -e Notary Public - California Butte county WITNESS m hand and official seal. my Comm. Expires Jon 24, 2002 � Y \ Signature of Na OPTIONAL Though the information below is not required bylaw, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Dument Title or Type of Document: 7S, HAlcaj.& t 'J Document Date: i �� I Vy Number of Pages: Signer(s) Other Than Named Above: Capacity(les) Claimed by Signer(s) Signer's Name: ❑ Individual ❑ Corporate Officer Title(s): ❑ Partner — ❑ Limited ❑ General ❑ Attomey-in-Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: RIGHT THUf:16PRINT OF SIGNER TOP of thumb here Signer's Name: v a 0 0 0❑ 0 Individual Corporate Officer lkit- Title(s): Partner — U Limited n General Attomey-in-Fact Trustee Guardian or Conservator Other: Signer Is Representing: RIGHT THUN48PRINT OF SIGNER 49 1994 Nabonal Notary Association - 8236 Remmet Ave., P.O. Box 7184 - Canoga Park, CA 91309-7184 Prod. No. 5907 Reorder. Call 76!Wree 1400-878.6827 DESCRIPTION cid PARCEL] ` yrs• _ _ -- Portions of Lots 34 and 35 as shown on that certain map entitled, "MAP OF HANLpM TRACT, Subdivision No. 2", which map was recorded in the office of the Recorder of the County of Butte, State of California, on February 5, 1915, in Book 8 of Maps, at page 1, more particularly described as follows: COMMENCING at the Northwest corner of said Lot 34 and running thence South a distance of 25.00 feet to a point on the Southerly right of way line of White Drive and the TRUE POINT OF BEGINNING of the herein described parcel of land; Thence North 89°5754" East, along said said Southerly right of way line, a distance of 936.21 feet; - -- -- Thence, leaving said Southerly right of way line, South 15°21'15" East a distance of 20.08 feet; Thence South 0°19'55" West a distance of 888.65 feet to a point on the Southerly line of said Lot 34; Thence South 8915T54" West, along said Southerly line, a distance of 936.38 feet to the Southwest corner of said Lot 34, being also the Southeast corner of said Lot 35; Thence continuing South 89°5754" West, along the Southerly line of said Lot 35, a distance of 642.76 feet; Thence, leaving said Southerly line, North a distance of 690.20 feet; Thence North 89°5754" East a distance of 300.00 feet; Thence North a distance of 217.80 feet to a point on said Southerly right of way line of White Drive; Thence North 89°5754" East, along said Southerly right of way tine, a distance of 342.76 feet to the true point of beginning and containing 31.47 acres, more or less. • F ESS/p 1.91 sf�l �-V,LL EXHIBIT A CLERK J C � O d U ;'�;; X DESCRIPTION PARCEL 2 A portions of Lot 35 as shown on that certain map entitled, "MAP OF HANLON TRACT, Subdivision No. 2", which map was recorded in the office of the Recorder of the County of Butte, State of California, on February 5, 1915, in Book 8 of Maps, at page 1, more particularly described as follows: COMMENCING at the Northeast corner of said Lot 35 and running thence South a distance of 25.00 feet to a point on the Southerly right of way line of White Drive; Thence South 89°57'54" West, along said Southerly right of way line, a distance of 242.76 feet to the TRUE POINT OF BEGINNING of the herein described parcel of land; Thence continuing South 89°57'54" West, along said Southerly right of way line, a distance of 400.00 feet; Thence, leaving said Southerly right of way line, South a distance of 165.00 feet; Thence North 89°57'54" East a distance of 400.00 feet; Thence North a distance of 165.00 feet to the true point of beginning and containing 1.52 acres, more or less. Note: No residential development allowed on the westerly three hundred feet of this property. DATE MAY 18 2000 This is to certify that if bearing the purple seal of this office, this is a true copy of the document filed with the Butte County Recorder's Office Candace J. Grubbs Butte County Clerk-Reoorder BY — Deputy EXHIBIT B END OF DOCUMENT Department C o u n t y J. Michael Crump, Director Warner C. Phillips, Assistant Director May 30, 2001 Terry Alldredge P.O. Box 57. Richvale, CA 95974 Re: Certificate of Merger AP1038-180-027 & 031 Dear Mr. Alldredge: f Public Works o f B u t t e LAND DEVELOPMENT DIVISION 7 County Center Drive Oroville, CA 95965 (530) 538-7266 (FAX) 538-7683 Enclosed please find the Certificate of Merger that was issued by the Butte County Department of Public Works and recorded on May 4,2001, under Serial Number 2001-0018522, in the office of the Butte County Recorder. If you have any questions concerning this matter, please contact this office at (530) 538-7266, Monday through Friday, 8:00 a.m. to 4:00 p.m. Sincerely, Stuart Edell Manager, Land Development Division SE/kp Enclosure cc: /Building Division Environmental Health Dept. Feeney Engineering Y 200 1 —00 1 8522 Recorded i REC FEE .SON COMPLETE THIS INFORMATION: Official Records CONFORM .06 RECORDING REQUESTED BY: County Or I BUTTE I CANDACE J. GRUBBS I Recorder I AND WHEN RECORDED RETURN TO: ROSEMARY DICKSON i Assistant I Fay Butte County Public Works 11a15AM 04 -May -2011 I Page i of E Land Development Division 7 County Center Dr. Oroville, CA 95965 THIS SPACE FOR RECORDS USE ONLY Certificate of Merger Document Title(s) This document is being recorded at no fee to correct an error in the legal description made by Butte County Land Development in that Certificate of Merger recorded April 21, 2000 as Serial no. 2000-14474 of Butte County Official Records THIS PAGE ADDED TO PROVIDE ADEQUATE SPACE FOR RECORDING INFORMATION (Additional recording fee applies) L AFTER RECORDING RETURN TO: Butte County Public Works LAND DEVELOPMENT DIVISION 7 County Center Drive Oroville, CA 95965 CERTIFICATE OF MERGER LANDS BEING MERGED: AP NUMBER(S) 38-18-27 38-18-31 SUBDIVISION / PARCEL MAP: BOOK 8 of maps PAGE 1 BLOCK-LOT(S)portion of lots 34&35 BOOK PAGE BLOCK LOTS) As of the date of recordation, ' those lands noted above are merged to create 2 parcel(s) of land as described in Exhibit(s) A&B attached hereto. this document is being'recorded to correct the legal in document recorded ;ZZ- /I(- 1, 2000 as serial no. 2000-14474 of butte county official records 'r-/z/D MIKE CRUMP DATE Director of Public Works OWNERS` CONSENT TO MERGER 7ERRY 0, ANO /'1Lrl0d/ ANO Nathan P horn and Katherine E. Horn, husband and wife, as joint tenants, as owners of all that real property to be merged, do hereby consent and agree to" the merger of such lands into that / those parcel(s) as described in Exhibit(s) A&B attached hereto. ALL SIGNATURES MUST BE NOTARIZED. SIGNATURE Nathan P. Horn SIGNATURE Katherine E. Horn D:\Land Development\Application Fomtis\Certif. Of MaW-LD 1530 (2/99) DATE q DATE Lao q- /9-ol A - "4 CW, signature RY D. ALLDREDGE date �M-dboG�- signature MELODI ALLDREDGE 4 date Dated APRIL:`19 2001 - STATE OF CALIFORNIA )SS. COUNTY OF BUTTE } before me, On APRTI 19y �OD1 .. •. LINDA J..W00D000K comm. # 1228837 LINDA j. WG09681SK NOTARY NOTARY PUBLIC -CALIFORNIA ca COUNTY OF BUTTE W personally appeared TFRRY n /]I 1—[)R -€BO€ APQ Comm. EApiros July 15, 2003 MELODI ALLDREDGE personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signa- tures) 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 (This area for official notarial seal) L NDA J. WOODCOCK Dated 4-25-01 STATE OF CALIFORNIA )SS.- LINDA J. WOODCOCK COUNTY of BUTTE } CO)COMM. # 1228837 On 4-25-01 before, me, , NOTARYCOUR Y OF BUTTE u Comm. Expires July 15, 2003 w LINDA 'J. WOODCOCK NOTARY. personally appeared NATHAN P HORN AND' KATHERINE E. HORN personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signa- tures) 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. 1 Signature This area for official notarial seal) LINDA ODCOCK DESCRIPTION PARCEL 1 Portions of Lots 34 and 35 as. shown on that certain map entitled, "MAP OF HANLON TRACT, Subdivision No. 2", which'nap was recorded in the office of the Recorder of the County of Butte, State of California, on February 5, 1915, in Book 8 of Maps, at page 1, more particularly described as follows: COMMENCING at the Northwest corner of said Lot 34 and running thence South a distance,of 25.00 feet to a point on the Southerly right of way line of White Drive and the TRUE POINT OF BEGINNING of the herein described parcel of land; Thence North 8905754" East, along said Southerly right of way line, a distance of 936.21 feet; Thence, leaving said Southerly right of way line, South 15°21'15" East a distance of 20.08 feet; Thence South 0019'55" West a distance of 888.65 feet to a point on the Southerly line of said Lot 34; Thence South 89°57'54" West, along said Southerly line, a distance of 936.38 feet to the Southwest corner of said Lot 34, being also the Southeast corner of said Lot 35; Thence continuing South 8905754" West, along the Southerly line of said Lot 35, a distance of 642.76 feet; Thence, leaving said Southerly line, North a distance of 743.00 feet; Thence North 89°57'54" East a distance of 400.00 feet; Thence North a distance of. 165.00 feet to a point on said Southerly right of way line of White Drive; Thence North 89°5754" East, along said Southerly right of way line, a distance of 242.76 feet to the true point of beginning and containing 31.46 acres, more or less. DESCRIPTION PARCEL 2 A portions of Lot 35 as shown on that certain map entitled, "MAP OF HANLON TRACT, Subdivision No. 2", which map was recorded in the office of the Recorder of the County of Butte, State of California, on February 5, 1915, in Book 8 of Maps, at page 1, more particularly described as follows: COMMENCING at the Northeast corner of said Lot 35 and running thence South a distance of 25.00 feet to a point on the Southerly right of way line of White Drive; Thence South 89°57'54" West, along said Southerly right of way line, a distance of 242.76 feet to the TRUE POINT OF BEGINNING of the herein described parcel of land; Thence continuing South 89°57'54" West, along said Southerly right of way line, a distance. of 400.00 feet; Thence,. leaving said Southerly right of way line, South a distance of 165.00 feet; Thence North 89°57'54". East a distance of 400.00 feet; Thence North a distance of 165.00 feet to the true point of beginning and containing 1.52 . acres, more or less. Note: No residential development allowed on the westerly three hundred feet of this property. P.O.B. PARCEL 2 M-FrE —N 81a' _ 400.00' w 242.76 o. PARCEL 2 0`00 e 1.50 AC o0 - .o N 89'57'54' E 0 0 400.00' z P.O. C. —NE CORNER LOT 35 NW CORNER LOT 34 1578 _ DRIVE. 936.21 • 5 15'21't 5' E — P. 0. B. 20.08' PARCEL 1. 1 T �� o . 38-18-05PAR EL 1 o 38-18-27 31.4E AC 13.34 AC (DEED REF. 94-036192) L --- LEGEND P.O.C. POINT OF COMMENCEMENT P.O.B. POINT OF BEGINNING N 89'57.54" E go cc cc LOT J% -38-18-31 19.57 AC w 38-18-32 (DEED REF. 95-001187) .n 0 0 z 936,38' 1579.14' SCALE: 1" = 300' PORTIONS OF LOTS 34 & 35 OF THE MAP OF HANLON TRACT, SUBDIVISION NO. 2 BOOK 8 OF MAPS, PAGE 1 RECORDS OF BUTTE COUNTY, CALIFORNIA :4 [il :ll't.Q-; E,' TITLE AFTER RECORDING RETURN TO: Butte County Public Works . WAND DEVELOPMENT DIVISION 7 County Center Drive Oroville, CA 95965 C) TEL:650 8;. 8;,3 P viii C C)P Y of DOCuueat Recorded 04 -Nay -2001 2001-9818522 Hao not been compared rith original BUTTE COUNTY RECORDER /d tn'q k) / o / CEMEICATE OE MERGED !.ANDS BIJ M AP NUMBER(S) 38-28-27 38-18-31 SUBDIVISION / PARCEL MAP: - BOOK 8 of m$ps PAGE 1 BLOCK-LOT(S)Dortlon of lots 34&35 _ BOOK PAGE BLOCK LOTS) As of the date of recordation, those lands noted above are merged to create ? parcel(s) of land as described in Exhibit(s) A&B attached hereto. this document is being recorded to correct the legal in dccument.recorded aprll 21, 2000 as serial no. 2000-14474 of butte county official records MIKE CRUMP Director of Public Works DATE Nathan P horn and Katherine E. Horn, husband and wife, as joint tenants, as owners of all that real property to be merged, do hereby consent and agree to the merger of such lands into that J those parcel(s) as descxlbed in Exhibits) AU attached hereto. All SASVI7URES MUST BE NOTARIZED.• SIGNATURE Nathan P. Horn SIGNATURE Katherine E. Horn DALA a DefttWnen0Appik7zgon rornsTelar. Of Mager -LO 1530 (2/99) DATE S - DATE }11Y., - 4' 0 i�li \) C'., ; MID IVIIILLEY TITLE 89,1 1853 °. 1j0; 1%1P A signature RY D. Al_LDREDGE 1 signature ELODI ALLDREDGE Dated APRIL 19 2001 STATE OF CALIFORNIA ISS. COUNTY OF R1 JJJF ah before me. — —IIN9A-a .-WG98EaeK--raeTA-RY . — personally appeared C -40 MELOOI ALLOREUGE personally knc.vn to me (or proveC tome on the MIS of satisfactory evidence) to 40 the parson(s) MIS,@ nama(S) is/are scbscribed to the within Instrument and ecKnowledged to me that hershefthey ezeouted the same In his/herltheir authorzed oapacity(les), and that by his/her/their s'gna- ture(s) on the Instrument the person(s) or the entity upon behalf of whidh he peison(s) acted, exectiled the instrument - WITNESS my hand and official seal. Signature L NDA J_. WOODCOCK 7ated 4--2501 STATE OF CALIFORNIA UTT E )SS } COUNTY OF On — — before ma, LINDA J WOODUCK NOTARY personally appeared NATHAN P HORN AND KATHERINE E. HORN perianaq known to me (or proved tome on the baels of satisfactory svidenoe)'o to the person(s) whose name(s) is)ara sabsi;d0ed to the within instrument and acknowiedgod to me that he/shefthey executed the same In hislherrlhelr authorized capacity(ies), end that by hisrherlihair signs- turo(c) on the Instrument the persona) or the entity upon behalf of which the person (s) acted, executed the instrument. WITNESS my hand and official seal. Signature ` -LINA ODCOCK q-- 19 - o 1 date Ig -4 / dale r..6 1 A § e • si snr.e ' sna ^� LINDA J. WOaDGOCK t COMM. 311228837 NOTARY FQRNIA COUNTY OF BUTTE Comm. Expired duly 15, 2003 (This area for official notarial seal) LINDA J. WOODCOCK 03 COMM. 1i 1228837 flGTARY PUBLIC-wu I(���RMIA COl1MY OF ptme . Comm. Ir" Jtily 15, 2003 (This area for official notarial seal) X1111:\) G% !'IIIA VALLEY TITLE TEL X30 893 1853 P. Oi.'i y DESCRIPTION PARCEL 1 Portions of Lots 34 and 35 as shown on that certain map entitled, "MAP OF HANLON TRACT, Subdi0sion No. 2", which map was recorded in the office of the Recorder of the County of Butte, State of California, or. February 5. 1915, in Book 8 of Maps, at page 1, more particularly described as follows: COMMENCING at the Northwest corner of said Lot 34 and running thence South a distance of 25.00 feet to a point on the Southerly right of way line of White Drive and the TRUE POINT OF BEGINNING of the herein described parcel of land; Thence North 89057'54" East, along said Southerly right of way line, a distance of 936.21 feet; Thence, leaving said Southerly right of way line, South 15021115" East a distance of 20.08 feet; 'thence South 0019'55" West it distance of 888.65 feet to a point on the Southerly line of said Lot 34; Thence South 89°57'54" West, along said Southerly line, a distance of 936.38 feet to the Southwest comer of said Lot 34, being also the Southeast corner of said Lot 35; Thence continuing South 8905754" West, along the Southerly line of said Lot 35, a distance o!"642.76 feet; Thence, leaving said Southerly line, North a distance of 743.00 feet; Thence North 89°5754" East a distance of 400.00 feet; cc North a distance of 165.00 feet to a point on said Southerly right of way line of Drive; ce North 89°57'54" East, along said Southerly right of way line, a distance of 242.76 D the true point of beginning and containing 31.46 acres, more or less. EXHIBIT A tiz�31; `Qi r 4 01 'iiil0\! 0 r _' "1 it'll1) VALLEY TITLE TEL 330 893 1833 P, G03 DESCRIPTION PARCEL 2 A portions of Lot 35 as shown on .that certain map entitled, ".MAN' OF HANLON TRACT, Subdivision No. 2", which map was recorded in the office of the Recorder of the County of Butte, State of California, on February 5, 1915, in Book 8 of Maps, at page 1, more particularly described as follows: COMMi✓N'C1NG at the Northeast comer of said Lot 35 and running thence South a distance of 25.00 feet to a point on the Southerly right of way line of White Drive; "Thence South 89115754" West, along said Southerly right of way line, a distance of 242.76 feet to the TRUE'POINT OF BE01rNNING of the herein described patcel of land; Thence continuing South 89°5754" West, along said Southerly right of way line, a distance of 400.00 feet; Thence, leaving said Southerly right of way line, South a distance of 165.00 feet; Thence North 89°5754" East a distance of 400.00 feet; Thence North a distance of 165.00 feet to the true point of beginning and containing 1.52 acres, more or less. ` Note: No residential development allowed on the westerly three hundred feet of this properly. , EXI-1:IBIT B P.O.B. 151 PARCEL 2 IlEmIA- y, 4DD.DD' PARCEL 2 0 0 1.5D AC 8 47• 404DG P.O. C. NE CDRN R LOT 35 NW CORNER LOT 34 1376. 7"—� — 935.21' S 1521'15' E P. o. 13. 2a. os PARCEL 1 1 r r r - 1D • 38-19-27 PARML 1 14.57 AC • 13.34 Al 31. AC (DEED FT. rr--DD1t87) {[1EFD KEE, go-?34�9ZF i i -- -. ba 2 -Tf,' 14 LEGEND P.D.C. PONY OP O MMENCEUMT P.D.B. POW DF BEMNNiNG 1� SCALE: 1' }[.y PORTIONS OF LOTS 34 & 35 OF THE MAP OF HANLON TRACT, SUBDIVISION NO. 2 BOOK 8 OF MAPS, PAGE 1 RECORDS OF BUTTE COUNTY, CALIFORNIA k NOTES RESIDENTIAL 038-180-027 01-0853 " I ALDRIDGE, TERRY a 12, ! WHITE DR., DURHAM CONTR: N VLLY BLDG SYSTMS ; STEEL GARAGE 40 X40 J t ' �J� •iLc SPECIAL CONDITIONS _ CHECKED _ BY RA FLOOD CERTIFICATE REQ. �IRE SPRINKLERS REQ. PECIAL INSPECTION ITEMS ' s VERIFY / USE PERMIT CONDITIONS I SUB-STANDARD HOUSING LETTER --P looCl cert41c�e tfurem Carn. CL4- r1 r,e,ld \Ae-ldlyl- JOB FINALED (Date) Signature % = OK 0 = Not OK - = Not Applicable = Not Ready w MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s o ' g Requirements -Setbacks -Easements 1. Zoning Requirements -Setbacks -Easements Soils -Size -Depth -Spacing -Connectors -Steel 2. Soils; Special MH Support Sketch Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 3. Sewer; Location -Test -Fall -C/O -Concrete Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Frg-Bracing 4. Water; Location -Test -Easement Needed (Sketch) Alum. Awn.; Column - nnections-Splice-Decal-Enclosures 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Carports; Windows -Doors 6. Gas; Location -Test -Wrap;/ /" L'ft. / P Nat. or / /"L"ft./ /LPG Electric 7. Well Clearance & Disconnect .; Sills-Anchors-Studs-Rttrs-Trusses iding; Nailing -Veneer -Stucco -Mesh 8. Utility Clearance . Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Date Card B-1 Date Card B-1 Date Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 5- Cil 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 1. 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. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 12. Permanent Foundation Onlv: License Decal Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVER , C RPORTS GARAGES (Plans) OK except #'s 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining o ' g Requirements -Setbacks -Easements Elec.; Receptacles and Lighting, Distance-GFI ae-footings; Soils -Size -Depth -Spacing -Connectors -Steel 6. 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Frg-Bracing r �l 5. Alum. Awn.; Column - nnections-Splice-Decal-Enclosures Plumb.; Cir. Test -Water Supply Test 6. Carports; Windows -Doors 7. Electric 8. .; Sills-Anchors-Studs-Rttrs-Trusses iding; Nailing -Veneer -Stucco -Mesh Date Card B-1 Date Card B-1 . Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date n -Q Card B-1 Date Card B-1 SDate 5- Cil Card B-1 Date Card B-1 Date FINAL (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- Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J = OK C;� er1 ►2e �or-�- 0 = Not OK l�� t l M15 ' - = Not Applicable v RESIDENTIAL (: = Not Ready Date Date Underfloor (Plans) OK except #'s FRAMING (Continued) 1. Zoning -Setbacks -Easements -Flood -Slope Hangers -Post Caps -Anchors -Connectors 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth Cling. Joist-Rftr. Ties-Purlin-Roff Brac.-Truss-Shting. -Rfng. 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ P' Ftg. Depth Fireplace Ties or Type A Flue -Fireplace Throat Clearance 4. Ftg., Porches & Decks; Soils -Steel-/ P' Ftg. Depth Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 5. Stemwalls, Main; Steel-Blockouts-Wrapped Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 6. Stemwalls, Garage; Steel-Blockouts-Wrapped Garage Fire Protection Framing 6a. Hold Downs and Special Anchors Property Line Firewall & Openings 7. Slab, Steel -Wrapped Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 8. Piers -Fireplace Ftg.-Steel Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test . Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test Siding -Nailing Veneer 11. Water Pipe; Test -Anchors -Regulator -Service Test Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 12. Electric Underground Glazing Area -Glass Protection -Skylights -Plastic 13. Plenums & Ducts; Clearance -Material -Support -Ins. Shear Walls; Nailing -Bolts 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies Brace Interior/Exterior Wall Panels 15. Access & Ventilation Insulation -Walls -Ceilings 16. Insulation infiltration -Walls -Windows Date Date Card B-1 Date Card B-1 Date Date Card B-1 Date Card B-1 Date Date PLUMBING (Permit) OK except #'s FINAL (Plans) OK except #'s 17. Water Htr.; Vent -Access -Combustion Air Baffle Ext. Steps -Door & Sidelight Protection -Landings 18. Water Pipe; Test & Anchor -Nail Protection Smoke Detector 19 D.W.V.; Test Fittings & Anchor -Nail Protection Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 20. Shower Pan; Test, First Floor -Tub Access Bedroom Exiting 21. Test Tub & Shower, Second Floor -Tub Access G.F.I. & Bath Fixtures & Tub Access -Spa 22. Gas Pipe; Sixe & Anchors Elec. Trim & Subpanel, Breaker Sizes & Labels 69. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s Kit. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance 23. Fixture & Transformer Clearance -Ins. Protection Elec. Outlets & Receptacles at Kit. Counter 24. Elec. Receptacles Spacing -Lights & Switches at Doors Garage Fire Door; Swing -Landing -Closure 25. Size Boxes & No. of Conductors Stapled A.C. Duct in Garage -Damper 26. Romex Installed Close to Edge of Studs & C.J. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 27. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water Plb., Elec. & Mech. Equip. Listed for Location 28. 2 Appliance Circuits in Kitchen & Conductor Size GFI Elec. Receptacles in Garage (F.F.I.)-Romex Protection 29. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or At Insulation -Foam -Looked in Attic 30. Range Circle / / ga Cu or AI -Oven Circ. / / ga Cu or At Insulated Neutral O Yes O No Guard Rails & Deck Construction -Post Caps 31. Service -Riser Conductors & Ground Main Disconnect Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth 32. Equip. Clearances Panels-Motors-Mech. Equip. Clearance Looked under Floor O Yes 33. Clothes Closet Light -Shower Light -Spa Light Following Instld./Drive J Yes J NoMalks J Yes J No/Planters J Yes J No 34. Smoke Detector Stucco Brown -Finish 84. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s Exterior Elec. Trim, G.F.I. Receptacle -Underground 35. A.C. Ducts Insulation & Support Ventilation Throughout House 36. Vent Fan, Exhaust above insulation Glass Protection 37. Condensate Drain & Overflow, Size & Grade Corrections from Previous Inspections 38. Furnace -Vent Access -Comb. Air -Return Air Vent 115 outlet Gas Test -Meters Tagged, Gas -Electric 39. Attic Access & Platform if Furnace in Attic Water & Sewer Connected -C/O to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates 94. Date Card B-1 Date Card B-1 Date Date Card B-1 Date Card B-1 Date Date FRAMING (Permit) OK except #'s Card B-1 Date Card B-1 40. Sills Proper Materials & Anchors Card B-1 Date Card B-1 41. Walls Studs -Nailing Spacing & Braces -Plates -Sound 42, Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 45. Headers & Beams -Size & Bearing jingle & Duplex) Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Cling. Joist-Rftr. Ties-Purlin-Roff Brac.-Truss-Shting. -Rfng. 48. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 51. Garage Fire Protection Framing 52. Property Line Firewall & Openings 53. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic 59. Shear Walls; Nailing -Bolts 60. Brace Interior/Exterior Wall Panels 61. Insulation -Walls -Ceilings 62. infiltration -Walls -Windows \ Date Card B-1 Date Card B-1 Date Card B-1 Date Card 3-1 Date FINAL (Plans) OK except #'s 63. Ext. Steps -Door & Sidelight Protection -Landings 64. Smoke Detector 65. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 66. Bedroom Exiting 67. G.F.I. & Bath Fixtures & Tub Access -Spa 68. Elec. Trim & Subpanel, Breaker Sizes & Labels 69. Stairs & Rails 70. Fireplace or Stove, Clearance -Hearth 71. Elec. Outlets at Wood Panel, Int. & Ext. 72. Kit. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance 73. Elec. Outlets & Receptacles at Kit. Counter 74. Garage Fire Door; Swing -Landing -Closure 75. A.C. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 77. Plb., Elec. & Mech. Equip. Listed for Location 78. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 79. Insulation -Foam -Looked in Attic 80. Guard Rails & Deck Construction -Post Caps 81. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor O Yes 82. Following Instld./Drive J Yes J NoMalks J Yes J No/Planters J Yes J No 83. Stucco Brown -Finish 84. A.C. Unit Disconnect, Electrical -Plumbing 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86. Water Well, Disconnect, Electrical, Plumbing 87. Exterior Elec. Trim, G.F.I. Receptacle -Underground 88. Ventilation Throughout House 89. Glass Protection 90. Corrections from Previous Inspections 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -C/O to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates 94. Address Posted 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 7 County Center Drive - Oroville, California 95965 - Telephone (530) 538-7541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT « / ag5 ASSESSOR PARCEL NUMBER " 038-180-027 ZONING A 20 BUILDING PERMIT OWNER ALDRIDGE TERRY TELEPHONE SO. FT. OCC. BUILDING VALUATION 1600 U 28 800.00 . OWNERS MAILING ADDRESS PO BOX 4447 CHICO CA 95927 CONTRACTOR'S NAME NORTH VALLEY BUILDING SYSTEMS TELEPHONE 345-7296 CONTRACTORS MAIUNG ADDRESS 11 THREE SEVENS LN. CHICO , CA 95973 CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ 28 800.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 278.00 ARCHITECT OR ENGINEERS MAILING ADDRESS 40282 HW 41 ST 8 OAKHURST, CA 93644 Plan Checking Fee $ 180.70 BUILDING ADD ESS Energy Plan Checking Fee $ $ PERMIT FEE $ 478.70 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Feel 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK NewX❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NEW STEEL GARAGE 6 ' Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home ISI GI W Q2o.00 PERMIT FEE t ELECTRICAL PERMIT Filing Fee 20.00 UE Main Service 200A OR LESS 23.00 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.I 2 f199 � CL License Class Lic. No. Ti 1 `TTT OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors 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. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service YOGA TO 1000A 46.00 NEW CONST. DWELLING OCCUR OR ADDNS. ( a ACC. BLDs. SO 3.5¢FT; �µR61DT MULTI. OUTLET 97,50 POWER APPARATUS 8 SINGLE OUTLET CIR. Ex. Occup. OUTLET OR FIXTURES BAS 0 ';50 Ex. Occup..OFIX�� AES ) EA. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S WORKERS' COMPENSATION DECLARATION 1 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 �a policy number are: Carrier T�{-T (J MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FES $ Policy Number Q7a —Q Ur1f+* �sa I (The above sections need not be completed 0 the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 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' 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 to _ Signatu of Applicant - ❑ Owner ontractor f:Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in hei ht. IBCA/11 Mobile Home Installation Fee $ Energy Inspection Fee $ OCC U CONST. TYPE TOTAL FEE $ VN 478.7 HAZ. "' D. FEES IMP — g FLOOD AE CDF PARCELPD X X HD VI ISSUEcompensation I This permit is hereby issued under of the B tte County Code and/or indicate above for which fees have &44/ PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. Date D e Receipt No. 3159al a�W17® WHITE-D.D.S.-B.D. CANARY -A ESSOR PINK-IVETECTOR GO ENROD-AP LICANT ..-...-T..--•.•w-r..r.--•-•--••...r-"'„"'�'m�Mq�'-�'a�^r+'�ur��•�isasi�ia�ii►�w�.��.+�,"!`v�T�f?��►< '�'�7�j'����`3'r-�..r. T COUNTV t) BUTTE - DEPARTMENT OF -DEVELOPMENT SERVICES - BUILDING DIVISION r 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 1. PERMIT APPLICATION DATA SHEET OWNER: A Al ASSESSOR PARCEj, NUMBER: — 0 0 " O Proposed Building Use:' Building Inspector: Date: Q At time of permit applica ion, 14as advised the following data must be submitted prior to pern4 procefising and/or issuance: Date Received By 111. All iiems have been submitted .------------------------------------------------------------------------------------- ❑2. Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ ❑ 3. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- ❑4. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans.-------- E15. ------- ❑5. Engineered truss details and layout in duplicate (required prior to plan review) No -faxes! ------------------ 0 6. Energy Design Compliance and supporting documentation. ---------------------------------------------------- ❑ 7. Statement of Intent for Non -Heated and A/C Buildings.--------------------------------------------------------- ❑ 8. Hazardous Material Form.------------------------------------------------------------------------------------------ Manufactured Hom�e%datahand installation instructions including Tie Down Specifications.------------------ eesof $ Q r V O ------------------------------------------------------------------------------------- 11. Impact fees as shown on the attached schedule. ----------------------------------------------------------------- W3. .California Department of Forestry plan approval/fee .---------------------------- ---------------------------- �-�f_Zp_ - -(E )__b_ ad==M --_ Flood elevation certificate. -- ----- ---- - - - - -------------- Sanitation and plot plan approval l Z Health Department. ------------------------------------------- ❑ 15. City of Chico plumbing permit. ----------------------------------------------------------------------------------- ❑ 16 lot plan and business license approval from the City of Biggs. ---------------------------------------------- ` 7 Tanning approval for (A) Use: (B) Parking: -------------------------- 011 8. Contact'Land Development about ❑ Improvements, El Drainage, ❑ Legal Parcel. -I /Z/0 f ❑ 19. Encroachment Permit for driveway (construction approval prior to occupancy). ❑20. Pre -inspection for required. Request to Building Inspector on 021. Contractor's license information. (Number, Name Style, Classification). 022. Workers' Compensation carrier and policy number. ----------------------- ❑23. Owner -Builder Verification (Given to owner ❑, Mailed to owner ❑). - 024. Letter of signature authorization. -------------------------------------------------------------------------------- ecorded copy of Agricultural Acknowledgment Statemne�rnt-----,------------ 71 ---- — -- ---------------- 6. Letter of intent on building use. 027.'Manufactured Home utility clearance. --------------------------------------------------------------------------- ❑ 28. _Existing violations and/or expired permits. ---------------------------------------------------------------------- ❑2 ':a❑433tA OGrantT�p✓1eed, P M.H. Title, ❑ Check o . D $--------------- ;•k^ t _ _:� f 191AQ ^1 n AA n n . Cl_ n •. A'7 Wh you issue threrpermit follows ❑ Mail to owner rJ Telephone 3 t' - ICT; � and hold for pickup at to contractor. office ❑ Deliver with inenentnr i.. Applicant: , Q Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution Date: By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other -Date: By: 1. Index permit application for the above items numbered: ❑ Plan Check List 2. Addition items equired: � Contractor owner, was advised of the above required daNby Rfhorie, ❑ mmp , ❑ Building Division counter, byDate: - ?_C)Contractor, designer, owner, was advised of the above required data by ❑' hone, ®'mail, E)Building Division counter, byNDate: -Z -8 Contractor, owner, was advised of the above required data by phone, ❑ mail, b Building Division counter, byDate: YG e Contractor, designer, owner nad ed of the above req}d data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Plans reviewed by: Date: Plans approved by: Date: (O. O l Sets of plans on holA m ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division. r { F TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance E. H. USE ONLY Plot Plan Attached Roar Plan A Sant to B. / 6 ) -<Ij YS 15 Owner Location AP# Plan Approved for: Sewage Disposal k.�— Water Supply: Public Private Well Clearance for dwelling. Other Hold final for: Final clearance O.K. for: NOTE: Environmental Health Specialist Date 8/96 A" Curry Group Inc. August 14, 2001 CG i: 01-1005.72 North Valley Building Systems Mr. Andy Wood No. I I Three Sevens Lane Chico, California 95973 RE: High -Strength Bolting Special Inspection Terry Aldridge'Building 2181 White Drive Durham, California Dear Mr. Wood: 6724 Lockheed Drive. Suite 4 Redding, CA 96002 530-223-1277 530-223-1442 FAX www.Gin'iyCraup.coni On August 13, 2001, a CurryGroup representative observed tensioning of 5/8 -inch ASTM A325 high- strength bolts at the project site. Bolts and nuts were identified per the AISC Manual of Steel Construction. Tensioning was by the calibrated wrench method. Our representative calibrated the erectors tensioning procedures using three -bolt assemblages for each bolt length and diameter in our Skidmore Wilhelm Tension calibrator. Following calibration, our representative verified that tensioning was completed at each tension connection. Based on the calibration tests and our observations, to the best of our knowledge, the work was completed in accordance with the approved plans and specifications. Tensioning at the observed connections meet the minimum tension requirements of the Uniform Building Code. We have employed generally accepted inspection and testing procedures. However, we do not undertake the guarantee of construction nor do we relieve the contractor of his primary. responsibility to produce a completed project conforming to the project plans and specifications. No warranty is expressed or implied. If you have any questions regarding this information, please -contact Cliff Curry or myself at (530) 223- 1277 at your convenience. Regards, CURRYGROUP, INC. Eric L. Sisneros Project Manager CGi: Copyright 2001 CG01 L252 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires July 31, 2002 ELEVATION CERTIFICATE Important: Read the instructions on pages 1 - 7. SECTION A - PROPERTY OWNER INFORMATION For insurance Company. Use:: Policy. Number, BUILDING OWNER'S NAME BUILDIN STREt;T ADDRESS (I cudi Ap .. Unit. Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company: NAIC Number. 11�� CITYyr{ STATE C A ZIP CODE L I� T J PROPERTY DESCRIPTION ( anq Block Numbers, Tax Parcel Number, I Descnptan, etc.) A �tZi10� 0 f1P�' �5=,— I`4'iOy G1� ('�=f- Ike( c,aie11S Sr�l �C00 -1)()i !� aim niur_ I ME ,- o :a r. u.,..--a,ko„rnI AdrlU:nn Accessory. etc. Use Comments section if necessary.) LATITUDEILONGITUDE (OPTIONAL) HORIZONTAL M: SOURCE: LI GPS (Type): ( ##' - ##' - ##.#SC or ##.#####*) I—I NAD 1927 L-1 NAD 1983 1-1 USGS Quad Map 1-1 Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B NFIP, OMMUNCNAME COM �I�NITY N R 82. OUNTY NAM B3. STATE >U 1 L(CA Of 1 B4. MAP AND PANEL B5. UFFIX 06. FIRM INDEX 87. FIRM PANEL 58. FLOOD B9. BASE FLOOD ELEVATION(S) NUMBER DATE EFFECTIVE/R I[SED DATE 7 NE(S) (Zone use deeptbottlooding) ZLI Woo `t t B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In B9. 1_1 FIS Profile JN FIRM L_j Community Determined [_I Other (Describe): 611. Indicate the elevation datum used for the BFE in B9: X1 NGVD 1929 �_J NAVD 1988 L_1 Other (Describe): B12. Is** building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? (_J Yes (_I No Designation Date: SECTION C ._BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based o6`�Constrtx tion.Drawings' j•_IBuilding Under Construction' L_IFinished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number _J.*._ (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations —Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, ARAE, AR/A1-A30, ARIAH, AR/AO Complete Items C3aA below according.to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for.the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Continents area of Section D or Section G. as appropriate, to document the datum conversion. Datum NL7VQZn ConverstoW &UA — Elevation reference mark used f��15 Does the elevatio reference mark used appear on the FIRM? j Yes No 0 a) Top of bottom floor (including basement or enclosure) I ft.(m) o O b) Top of next higher floor — ft.(M) a o Q�qF ESS/0 0 c) Bottom of lowest horizontal structural member (V zones only) mm) 2' c�0 0 d) Attached garage (top of slab) ft(m) Eo cc,� Fy�Fy� JJ O e) lowest elevation of machinery and/or equipment � � � � � servicing the building G R(m) E g u� N0. 72rr 0 I) lowest adjacent grade (LAG) fL(m) z N C= i 3 )� O g) Highest adjacent grade (HAG) e • fL(m) o I } 0 h) No. of permanent openings. (flood vents) within 1 -ft. above adjacent rade ti/ A � `�Iq� CIVIL 0 .i) Total area of all permanent openings (flood vents) in C3h sq. in- (sq. cm) F Q� SECTION D - SURVEYOR ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A. B. and C on fts certificate represents my besi efforts to interpret the data available. . I understand'that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. TITLEV k mrw rrnm� / �� n � %' �Lr ri ru- V+ PPUA Prom R1_11 Al Ir, QQ CFG p : 1=RCF CIr1F Pnp r'rr>NT*t IGTI(1N pFpl 1 IMPORTANT: In these spaces, copy the corresponding information from Section A. BUILtDING STREET ADDRESS (Including Apt., UniL`Suite. and/or Bldg. No.) OR P.O. ROUTE AND BOX NO For Insurance Company Use: Policy. Number CIN STATE q� ,ZIPS CODE I Cbmparry NAIL Number SECTION D - SURVEYOR ENGINEER OR ARCHITECT CERTIFICATION (CONTINUED) COPY both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS 1-1 Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO and ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E3. K be 0evation Certificate is intended for use as supporting information for a LOMA or LOMR-F Section C must be completed. E1. Building Diagram Number ' (Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is 1-L-1 fL(m) J--1_1in.(cm) L-1 above or below (check one) the highest adjacent grade. E3. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the communitys floodplain management ordinance? I-1 Yes �-1 No 1--1 Unknown. The local official must certify this information in Section G SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The Property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or cOmmunitygssued BFE) or Zone AO must sign here. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS 1-1 Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A. B. C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. L-1 The inbTnadon in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. Ll A community official completed Section E for a building located in Zone A (without a FEMA4ssued or community -issued BFE) or Zone A0. G3. Ll The following information (Items G4 -G9) is provided for community floodplain management purposes. G7. This permd'has been issued for. I-1 New Construction I-1 Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _ ft.(m) Datum: G9. BFE Of (in Zone AO) depth of flooding at the building site is: _ ft.(m) Datum: LOCAL OFFICIALS NAME TITLE COMMUNITY NAME TELEPHONE A SIGNATURE DATE ® �� COMMENTS 110VG EWPAk,-txAr~a PP&AA Form R`1-11 At Ir: QQ ments PF=PI Ar`.FC At I Pi?PNA(*)l I.0 Fr)mrlN.0 8pr 26 01 03:10p Crandall Engineering C I i Crandall Engineering 40282 Highway 49, Suite 8 Oakhurst, CA 93644 Phone: (559) 642-4844 Fax: (559) 642-4884 Filo Hunt, Plans Examiner Department of Development 5ervice5 7 County Center Drive OrOville, Ca. 95965-3397 5ubject: Aldridge Garage. Dear Mr. hunt: www.crandallengineering.com April 2G, 2001 As we diseussed on the telephone, the foundation design for the4-Alar�dge Garage was jI- based on preliminary reactions provided by Dutler Manufacturing Company for their building no 07210. 1 have since reviewed the final reactions shown on the drawings submitted for permit and while the final reactions are larger than the preliminary reactions, the original design is adequate for this building. Please call me if you have further questions on this matter. 51ncerely, I Andy Crandall, P.E. ti cc: nubs 01022 ©�—a853 MMG DEPARTMN APPPOVE 4/2 7/o/ ?g Post-ir Fax Note 7671 Date�� # of To From YG Co.[Dept. co. G , Phone k it!- ' 7-1 Phone n Fax It Fax F7 L6EF Crandall Engineering 40282 Highway 41, Suite 8 Oakhurst, CA 93644 Phone: (559) 642-4844 Fax: (559) 642-4884 Filo Hunt, Plan5 Examiner Department of Development 5ervlce5 0v�� 7 County Center Drive Oroville, Ca. 95965-3397 5ubject: Aldridcge Garage. Dear Mr. Hunt: www.crandallengineering.com April 2G, 2001 A5 we di5cu55ed on the telephone, the foundation de5ign for the Aldridcge Garage was based on preliminary reactions provided by Butler Manufacturing Company for their building no 072 10. 1 have 5ince reviewed the final reaction5 shown on the drawincg5 5ubmitted for permit and while the final reactions are larger than the preliminary reactions, the original design 15 adecivate for this budding. Please call me if you have further ciue5tion5 on th15 matter. 51ncerely, • J. Andy Crandall, P.E. cc: nvb5 01022 ' iv •qY MANUFACTURER: Butler Manufacturing BUILDING NO: D01-07210 BUILDING LINES: Ling 2 FeAO-7 ONS Yid Nor MATM CLIENT: NVBS, -t tile- VeEAG'R bN5 CA -L -C-' * LOCATION: Butte Co., CA� v K U T LAR, - 17t S�vSS� .w� REACTIONS: A10Y C tZ" qh t;L q l2j to l - I*?- W 1 t,%- vievl ivy LINE A PK.e V l 21: R . H `V H V DL 0.57 1.38 'CL �pFESS/ Q LL . 2.07 4.80 CR,gN� WLL -2.94 -3.29 ���o��p,. .. WLR 0:18 -231 3 34 IP IS Exp - EQ -0.41 -0.24 SLL• 1.04 •3.67 CIVIL taQ SLR 1.04 1..13 EWP -0.42 .2.80 OF CAt-\FpQ� EWS , -0.42' -2.0• CR1 �l J- LL.. 100% STRESS LEVEL K MAXIMUM 2.64 6.1 0.00 0. MINIMUM 0.57 1.38 0.00 0.00 L1�1l�IN�E�CO�G�- �� • 133% STRESS LEVEL MAXIMUM 0.75 1.14 0.00 0.00 MINIMUM -2.37 -1.91 0.00 0.00 MATERIALS AND ALLOWABLE STRESSES: SOIL: BASE BEARING CAP: 1.0 KSF WIDTH INCREASE: 0% PER FOOT IN EXCESS OF V DEPTH INCREASE: 0% PER FOOT IN EXCESS OF V CONCRETE: F'c = 2.5 KSI @ 28 DAYS WT = 0.15 a KCF REINFORCING: Fs = 20 `' \ . KSI DESIGN CONSTANTS: N = 10 J = 0.9' (ASSUMED FOR APPROXIMATE MR CALCULATIONS) RF1 but IIt CU. URtT MDOOC DEPARTNY s 0DPnVFn `COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: •FOOTING WT = Wf = 0.150 KLF SLAB WT = Ws = 0.106 'KLF • TOTAL WT = Wf + Ws = 0.256 PERIMETER Mr= 133% x Fs x TOP As x (d - 2") x j / 12 = 4.00 K -FT EFFECTIVE PERIMETER L = SQRT (2 x Mr / WT) = 5.59 FT FOR,2-SIDES - TOTAL WT = 2 x L x TOTAL WT = 2.86 K RIGID F1111t TTI ;:�' k +s _a oil 02, d= K ME' gmlam'r'vJk rtv ga t v �c VI BT;OAOF g3r I OT' _iOVr T1011. ,A 06 WEIGHT: FOOTING' 1.58 K SLAB AT FOOTING = 0.32 • OVERBURDEN @ 120 PCF = 0.00 SLAB: SLAB THICKNESS: T _ 4 INCHES 2.86 SLAB.REINFORCIIi WWM @ . 6 IN. O.C. As = 0.028 SQ. IN. / FT. WEIGHT OF SLAB TO RESIST UPLIFT: SLAB Mr' _ 133% x Fs x As x T/2.x Ji = 0.112 K- FT LEFT + .: 0 _1.91 SLAB WT = 0.050 KSF _ r EFFECTIVE SLAB WIDTH _ SQRT(2 x Mr / WT 2.12 FT EFFECTIVE SLAB WEIGHT = WIDTH x Wt = 0.106 K /LF BEARING: ` AREA,= 7.00 SQ. FT. `COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: •FOOTING WT = Wf = 0.150 KLF SLAB WT = Ws = 0.106 'KLF • TOTAL WT = Wf + Ws = 0.256 PERIMETER Mr= 133% x Fs x TOP As x (d - 2") x j / 12 = 4.00 K -FT EFFECTIVE PERIMETER L = SQRT (2 x Mr / WT) = 5.59 FT FOR,2-SIDES - TOTAL WT = 2 x L x TOTAL WT = 2.86 K RIGID F1111t TTI ;:�' k +s _a oil 02, d= K ME' RF2 c . gmlam'r'vJk rtv ga t v �c VI BT;OAOF g3r I OT' _iOVr T1011. ,A 06 WEIGHT: FOOTING' 1.58 K SLAB AT FOOTING = 0.32 • OVERBURDEN @ 120 PCF = 0.00 PERIMETER FOOTING AND SLAB = 2.86 `TOTAL DEAD. WEIGHT = 4.75 K UPLIFT: SIDE � 100% 133% GOVERN LEFT + .: 0 _1.91 1.91OK _ r RIGHT 0 0 0 : OK '. n BEARING: ` AREA,= 7.00 SQ. FT. INCREASE IN BEARING FOR WIDTH = 0% r INCREASE IN BEARING FOR DEPTH = 0% ALLOWABLE SOIL PRESSURE _ 1.00 KSF @100% Y KSF @ 133% ' LOADS: . SIDE .100% 133% SP @ 100% SP @ 133° LEFT 6.18 1.14 0.88 KSF 0.16 RIGHT 0 0 0.00 KSF 0.00 r _ OK@�LfQKM �K @�R'T�� . • .� OK ��RT y fi r j V RF2 c . BENDING STRESSES IN CONCRETE AND REINFORCING: CANTILEVER FOOTING LENGTH = U2 = POSITIVE MOMENT = SP x W x L^2/2 = P = 0.14% K= 0.1690 fs = 3.3 KSI FS = fc= 55 PSI fc= 1.50 FT 2.32 K -FT @ 100% J= 0.9437 ."o I` s I ECK1125 NEGATIVE MOMENT DUE TO PERMITER FTG = 2.15 K -FT MOMENT DUE TO FOOTING WT = 0.59 K -FT TOTAL NEG. MOMENT = 2.74 K -FT P = 0.14% K= 0.1690 J = 0.9437 / I's = 3.9 KSI FS = 20 fc = 65 PSI fc = 1125 OK HAIRPIN ANGLE AT TO SIDEWALL = 45 DEG TENSION TO SLAB: SIDE 100% 133% GOVERNS LEFT 2.64 0.75 2.64 RIGHT 0 0 1 0.00 REQ'D As = 0.19 SQ IN TOTAL = 0.09 SQ IN/LEG STEEL: #4 TOTAL OF 1 —> As = 0.20 OK REQ'D SPREAD FOR SLAB TO TIE FRAMES = 4.7 FEET TOTAL REQUIRED HAIRPIN LENGTH = 6.67 FEET - 1 RF3 Gzl:1'I al'o�- ANCHOR BOLT STRENGTH DESIGN CALCULATION PER UBC 2624 Fc = 2500 PSI LAMBDA = 1.0 (NORMAL WT CONCRETE) PHI.= -0.65 ' FS = 60 KSI (A-307 BOLTS) APPROXIMATE LOAD FACTORS DEAD LOAD + LIVE LOAD FACTOR <=1.7X2=' 3.4 'DEAD LOAD + WIND LOAD FACTOR -.75 X 1.4 X 2 = ,DIAMETER0 r75;XfflINCHES ,; M �Ijp ,iye^rk� N} fir' 'FULL AREA X0442 Q {USED IN 1 ROOT AREA�x �`0 302 F'UR�STE'EL '2AMS R rtY." 2.1 F®;RC® STRENGTHS @REaTE STRENGTH) � k � ' � � I N®�B®LTSi�'�1�`' �` R®WS ®F STEEL: Ps = 16.3 K / BOLT = �''� :2���,� 32.6 BOL�TrS�� •-� 2 � , KIPS TOTAL ' Vs = 13.6 K / BOLT = 27.2 " CONCRETE: As = 312.5 See Sheet 9 OK At = PITCH "x GAGE = 0.0 SQ 1N PHI Pc = - 28.4 KIPS PHI x Vc = 11.5 KIPS/BOLT = 23.0 KIPS TOTAL LOADING COMBINATIONS: LEFT SIDE MAXIMUM, AT 100% MAX TENSION = 0.00 KIPS X LF = 0.00 ./ MAX SHEAR = 2.64 KIPS X LF = 8.98 OK COMBINED CONCRETE = 0.23 R OK COMB!NED STEEL = 0.11 LEFT SIDE MAXIMUM AT 133% / 'MAX TENSION= 1.91 KIPS X LF = 4.01 OK0; 3/ MAX.SHEAR = 2.137, KIPS X LF = 4.98 COMBINE[) CONCRETE= COMBINED STEEL 0.10 = 0.05 OKe BRACE BAY AT 133% MAX TENSION= 1.80' KIPS X LF = 3.78 OK MAX SHEAR = 3.40 KIPS X LF = 7.14 ,} O ; r COMBINED CONCRETE= COMBINED 0.18..� ry / STEEL= 0.08 OK4 V Crandall Engineering SHEET: j Ofd 49197 Road 429 Oakhurst, CA 93644 JOB NO: STEEL BUILDING FOUNDATION DESIGN - POST & BEAM ENDWALL MANUFACTURER: BUTLER MANUFACTURING CO. BUILDING NO: D01-072101 BUILDING GRID: GRID LINES 1 & 3 CLIENT: NORTH VALLEY BUILDING SYSTEMS LOCATION: BUTTE CO., CA CORNER 1.0 KSF WIDTH INSCREASE: 0% PER FOOT IN EXCESS OF 1' DEPTH INCREASE: 0% PER FOOT IN EXCESS OF 1' CONCRETE: F'c = 2.5 KSI @ 28 DAYS WT = 0.15 KCF REINFORCING: Fs = 20 MAX: 0.00 2.40µ�L(A.t� J= 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) 0.0 0.00 MIN: 0.00 0.00 0. .00 INTERIOR MAX: '0.00 4.80 0.00 0 0 0,00 .00 0. 00 0. 0 MIN: 0.00 0.00 0.00 000 .00 0.00 0 0 .00 0. 0 133% STRESS LEVEL CORNER MAX: 0.50 0.00 ER 0.00 MIN: -0.50 -0.70 0.0 0.00 INTERIOR MAX: 0.00 0.00 1.10 0.0 0 0 .00 0. .00 0. MIN: 0.00 -1.40. -1.10 0.00 0.0 0.00 0. 0 0.00 MATERIALS AND ALLOWABLE STRESSES: SOIL: BASE BEARING CAP: 1.0 KSF WIDTH INSCREASE: 0% PER FOOT IN EXCESS OF 1' DEPTH INCREASE: 0% PER FOOT IN EXCESS OF 1' CONCRETE: F'c = 2.5 KSI @ 28 DAYS WT = 0.15 KCF REINFORCING: Fs = 20 KSI - DESIGN CONSTAI N= 10 J= 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) EW1 SLAB: SLAB THICKNESS: T = 4 INCHES SLAB REINFORCING: WWM SPACING 6 IN. O.C. As = 0.028 SQ. IN. WEIGHT OF SLAB TO RESIST UPLIFT: SLAB Mr = 133% x Fs x As x T/2 x J/12 = 0.112 K- FT SLAB Wl 0.050 KSF EFFECTIVE SLAB WIDTH = SQRT(2 x Mr / WT) = 2.12 FT EFFECTIVE SLAB WEIGHT = WIDTH x Wt = 0.106 K /LF C� �U YYALL!�VVIIIVII� � Yi' � ; t REINFORCING ` . TOP #4 ° TOTAL OF'' 19 TOP AsY= 0 20; SQ`IN) 4 2 • f ", _ t.p BOTTOM' #4 TOTAL OF .' '� 1d BOT•As.= &2a sns7N« UPLIFT: COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: FOOTING WT = Wf 0.225 KLF SLAB WT = Ws = TOTAL WT = Wf + Ws 0.331 ENDWALL Mr = 133% x FsxTOP Asx(d-2")xj/12= EFFECTIVE ENDWALL L = SQRT ( 2 x Mr / WT) _ FOR 2 -SIDES - TOTAL WT = 2 x L x TOTAL WT = BEARING: SOIL PRESSURE INCREASE FOR WIDTH = 0% INCREASE FOR DEPTH = 0% ALLOWABLE = 1.00 KSF @100% OR EFFECTIVE LENGTH OF FOOTING FROM POST BASE 100% STRESS LEVEL Mr = BOTTOM As x Fs x j x (D-3')/12 = W=SPxB/12 = L= SQRT(2xMr/W) _ MAX VERTICAL LOAD = 2 x L x W_ 0.106 KLF 133% STRESS LEVEL Mr = 1.33 x BOTTOM As x Fs x j x (D-3')/12 = W = 1.3333 x SP x B/12 = L= SQRT(2xMr/W) = MAX VERTICAL LOAD = 2 x L x W= TIES TO SLAB 6.40 K -FT 6.22 FT 4.12 K 1.33 KSF @ 133% 4.50 K -FT 1.00 KLF 3.00 FT EACH SIDE 6.00 K 6.00 K -FT 1.33 KLF 3.00 FT EACH SIDE 8.00 K 100% 1 133% 1 GOVERNS H @ CORNERS 1 0.001 0.501 0.50 @ 133°0 FOR 90° CORNER BAR REQUIRED As = 0.019 SQ: IN. FOR #4 TOTAL OF 1 —> As = 0.20 OK' 100% 133% GOVERNS -Z @ INTERIOR 0.001 1.101 1.10 @133°0 FOR 450 HAIRPIN REQUIRED As = 0.029 SQ. IN. FOR #4 TOTAL OF 1 —> As = 0.20 OK REQ'D SPREAD FOR SLAB STEEL = TOTAL REQUIRED HAIRPIN LENGTH = 1.5 FEET 2.08 FEET �C) A\1 �/� EW 2 ANCHOR BOLT STRENGTH DESIGN CALCULATION PER UBC 1925 • Fc = 2500 PSI X= 1.0 (NORMAL WT CONCRETE) � = 0.65 Fs = 60 KSI (A-307 BOLTS) APPROXIMATE LOAD FACTORS KIPS DEAD LOAD + LIVE LOAD KIPS/BOLT = FACTOR <= 1.7 X 2 = 3.4 DEAD LOAD + WIND LOAD COMBINED STEEL = FACTOR —.75 X 1.4 X 2.1 CORNER COLUMNS DIAMETER -� 075INCHES - ORCONCRE FULLAREA!=0 442' ' SQA IN (USED FTE STRENGTH) RQOT AREA" 0 3021 SV INS (USED FOR'STEEL STRENGTH)) N�Qr BOLT$';= 1 1ROWSOF 2 a30LTS? 2 TOTAL-. EMBEDMENT {_ '6i iNCHESt` GAGE'= 4' INC,,HES: EDGE DIST =' -- , fi: . • ITCH=;, p;, STEEL: Pss = 16.3 K / BOLT = Vss = 13.6 K / BOLT = CONCRETE: 1.8 KIPS X LF = 3.78 As= 159.9 SQ. IN. At = 0.0 3.4 KIPS X LF = 7.14 PC= 14.6 KIPS VC= 11.5 KIPS/BOLT = LOADING COMBINATIONS: 100% STRESS LEVEL COMBINED STEEL = MAX TENSION = 0.00 K MAX SHEAR = 0.00 K COMBINED CONCRETE = COMBINED STEEL = 133% STRESS LEVEL MAX TENSION = 0.70 K MAX SHEAR = 0.5 K COMBINED CONCRETE = COMBINED STEEL = 32.6 KIPS TOTAL 27.2 " 23.0 KIPS TOTAL IPS X LF = 0 'OK^ - IPS X LF = 0.00 ' ° OK 0.000 O 0.000 pK, ' V IPS X LF = 1.47 OK' IPS X LF = 1.70 1 0.024 QKb 0.006 Ott BRACE BAY AT 133% MAX TENSION = 1.8 KIPS X LF = 3.78 MAX SHEAR = 3.4 KIPS X LF = 7.14 OK COMBINED CONCRETE = 0.252 -PK, COMBINED STEEL = 0.082 OW EW3 INTERIOR COLUMNS STEEL: Pss = 16.3 K / BOLT = 32.6 KIPS TOTAL Vss = 13.6 K /BOLT= 27.2 " CONCRETE: As = 444.2 SQ. IN. FOR EDGE DIST >= EMBEDMENT At = 0.0 SQ IN PC= 40.4 KIPS VC= 11.5 KIPS/BOLT = 23.0 KIPS TOTAL LOADING COMBINATIONS: 100% STRESS LEVEL MAX TENSION = 0.00 KIPS X LF = 0 OK MAX SHEAR = 0.00 KIPS X LF = 0.00 OK COMBINED CONCRETE= 0.000 wo�, COMBINED STEEL = 0.000 133% STRESS LEVEL MAX TENSION= 1.40 KIPS X LF = 2.94 OK MAX SHEAR = 1.10 KIPS X LF = 3.74 OX 1 COMBINED CONCRETE = 0.049 11 ,QFC• COMBINED STEEL = 0.027 0 .. . BRACE BAY AT 133% MAX TENSION = 0. PS X LF = 0 QiC 1 MAX SHEAR = .00 IPS X LF — .0 0' COMBINED CO C E = 00 0 COMBINED STEEL = 0.000 K EW4 CLO 4— Lo L;C- :2 IN June 1, 2001 Terry Alldredge F.O. Box 4447 Chico, CA 95927 Dear Mr. Alldredge: _ LAND OF NATURAL WEALTH .AND BEAUTY DIRECTOR'S OFFICE DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 53877601 FAX: (530) 538-7785 www.buttecounty.net Thank you for providing me with survey results for the above property. Based on the information you have submitted, we would accept an Elevation Certificate for the property that reflects the survey results. From my review, it appears the Elevation Certificate should reflect a minimum elevation of 135.20+ to reflect the contours as shown in the survey. Please submit the Elevation Certificate with the appropriate engineer's stamp. Please also include the surveyor stamp on the sketch of survey. If you have any questions regarding the above, please let me know. �- Since \ om Bufor Interim Director -Development Services TB.jb cc: Board of Supervisors Mike Crump, Director, Public Works Stuart Edell, Land Development Mike Vieira, Building Division Robert Feeney 9 !1 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE O.M.B. No. 3067-0077 Expires July 31, 2002 Important: Read the instructions on pages 1 - 7. SECTION A - PROPERTY OWNER INFORMATION FFo7;1nsurano9.Company-U BUILDING OWNER'S NAME umber• TE rz2 Y AI l D9,6_t)GE --- BUILDING STREET ADDRESS (Including Apt.. Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. CITY STATE PKQP1_;KA DES QM,PTION (Lot and Block Numbers, I ax rarcel Numoer, Legal uescn Lon, ekc.l oZTIOti oP AP/J' 03 s -) 80 _021 BUILDING USE lea- Residendal. Non-residential. Addition, Accessory, etc. Use Comments settlors if necessary.) ( Wr -1W - wir or A* HORIZONTAL DATUM: j_I NAD 1927 L-! NAD 1983 Company: NAIC' Number ZIP SOURCE: L-1 GPS (Type): u USGS Quad Map (_i Other. SECTION 8 - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME b COMMUNITY NUMBER 1 82. COUNTY NAME B3. STATE 84. MAP AND PANEL 135. SUFFIX 1 66. FIRM INDEX 87. FIRM PANEL B8. FLOW 101. nAat rLWu tl1vA710N(S) NUMBER DATE EFFECTWE/REVISED DATE ZONE(S) (Zone AO, use depth of flooding) 310. Indicate the source of the Base Flood •Elevation (BFE) data or base flood depth entered in B9. L.–I FIS Pldle L„J FIRM L__I Community Detemlined . J._J Other (Describe): 311. IrKfi=e the devation datum used for the BFE in 139:*�4 NGVD 1929 �_J NAVD 1988 (_J Other (Describe): 312 Is the building located Ina Coastal Banier Resources System (CBRS) area or Otherwise Proteded Area (OPA)? L_1Yes ' I No Designafw Date: SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevaBons are based on: J_JCorlstnucbon Drawings' J.._IBuildng Under Construction' Finished Constructioh -A new Elevation Certificate will be required when construction of the building is complete. C2 Building Diagram Number _L— (Select the building diagram most similar to the building for which this certificate is being completed - see Pages 6 and T. If no diagram accurately represents the bulling, provide a sketch or photograph.) 3. Elevations -Zones Al -A30, AE. AH, A (with BFE). VE, V1430, V (with BFE), AR, AR/A, ARAE, AR/A1-A30, AR/AH. AR/AO Complete Items C3a4 below according.to the building diagram specified in ftem C2 State the datum used. If the datum is different from the datum used for the BFE in Section B, convert ft datum to that used for.the BFE Show field measurements and datum conversion calculation. 1Jse the space provided or the Canvnerns area of Section D or Section G. as appropriate. to document the dation conversion. Datum by V t -s 29 CorwersionlCorr iments � -- Elevation rekreroe marts used 2 M SS' Does the elevation reference marts used appear on the FIRM? (_) Yes L—J No O a) Top of bottom flo" Qrx*jding basement or enclosure) 13-1- tL(m) if Q�OFESSj� O b) Top of next higher floor N/A — fl(m) 10 N O C) Bottom of lowest horizontal structural member (V zones orgy) & _ fL(m) 6% • d) Attached garage (top of slab) tj 1A fl (m) e O e) Lowest elevation of machinery and/or equipment servicing the building ! 3 S 2,4 M(m) Q f) Lowest adjacent grade (LAG) 13 `/ QtS ft -(m) Z D g) Highest adjacent grade (HAG) l 3 y J� fL(m) a �� � Q h) No. of permanent openings. (flood vents) within 1 R above adjacent grade �+/ A I lac . Ccll y{I(I �\ O :� Total algia of all permanent openings (flood vents) in C3h sq. in. (sq. cm) CAL1��� SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION : This ce tkation is to be signed and sealed by a land surveyor, engineer. or architect authorized by law to certify elevation information. I c00Y that ft iNbrm idon in Sections A, 8, and C on this cerdficate represents my best: efforts to interpret ft data available. 1 Un( sWW'diat any false statement may be punishable by fine or imprisonment under 18 U.S. Code. Section 1001. CERTIFIER'S NAMEp �^ UCENSE NUMBER okepj S T &:16 L Ey TTTLECOMPANY NAME C tEAG/nnt</uN c ADDRESS .,�._ _ CITY STATE „ _ ZIP CODE SIGNATURE /OWL I h_1 o— _ n / DATE kU20 /r-) I I tLtrt•rvNt 5w —'R5 () —o 51U 9 = UA F,vm Rt %, A r QQ CFG R t7CF gins= r:np r .r1NT1NI IA nntj RFpt Ar'1=C Al I pQF1 ni I.0 ;=nf-nr wLl, IMPORTANT: In these spaces, copy the corresponding information from Section A. I For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt.. Unit. Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. I. Policy. Number CITY STATE _ _ _ ZIP CODE 1, CompanyNAIC SECTION D - SURVEYOR, ENGINEER. OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenttcompany, and (3) building owner. COMMENTS I I Check here if attachments SECTION E- BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO and ZONE A Wrm-OUT BFE) For Zone AO and Zone A (witfwut BFE), complete items E1 through E3. If Bre Elevation Certificate is intended for use as supporting information for a LOMA or LOMB -F, Seabn C must be completed. E1. Btildug Diagram Number ' (Select the building diagram most similar to the building for which this certificate is being completed – see pages 6 and 7. if no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is 1I_I ft(m) I l lin.(cm) L_1 above or u below (check one) the highest adjacent grade. E3. For Zoite AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? I—I Yes (—I No 1--j Unlmown. The local official must certify this information in Section G SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owners authorized representative who completes Sections A. B. and E for Zone A (without a FEMA4ssued or oortrnunitytswed BFE) or Zone AO must sign here. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIWS NAME ADDRESS CITY STATE ZIP CODE SKoNATURE DATE TELEPHONE COMMENTS I I Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local d5cW who is authorized by law or ordinance to adniirtister the cortmunity's floodplain management ordinance can complete SecdonsA. B. C (or E). and G of this Elevation Certificate. Complete the applicable items) and sign below. G1- u The irftM8d rt in Section C was taken from other docunvxttatiort that has been signed and embossed by a licensed .surveyor. engineer, or architect who is authorized by state or local law to cer* elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2- (—I A concur unity official completed Section E for a building located in Zone A (without a FEMA -issued or community4ssued BFE) or Zone AO. G3. L-A The following information (Items G4 -G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This pelmithas been issued for. I—I New Construction L-1 Substantial Improvement G& Elevation of as -britt lowest floor (including basement) of the !wilding is: _ fL(m) Datum: G9. SFE ar (n Zone AO) depth of flooding at the bullring site is: _ ft.(m) Datum: LOCAL OFRCtAL, S NAME TITLE COMMUNRY NAME TELEPHONE SDATE COMMENTS I I Check here if attachments PPUA F.vm Rt 11 At In QQ RFPI Ar^FC AI I PPFVIrU M Fr Wnr M<', APPLIED TESTING CONSULTANTS MATERIALS ENGINEERING Nuclear Densitv Testina Renort Per ASTM 1557 TESTING AND INSPECTION Report Seq. No. 1 client•. Terry Aldridge - Page: 1 of 1 Address: P.O. Box 57 Date: 4/16/01 City, State: Richvale, CA 95974 Tech: M. Haydon Attn: Terry Aldridge Project: Aldrldge,Residence, 2167 White Drive, Durham (AP#038-180-027 Soil Description: Imported Brown Silty Sandy Gravel Gauge # CALIBRATION DATA: Density Std.: Moisture Std.: Density Xi : Moisture Xi Compaction Equipment: Req'd % Compaction Curve No.: T-1 Max Dry Density: 131.3 Opt. Moist. Content: 9.0 90% Test # Test Depth Location: Building Pad Subgrade Elev. Wel Density H2O Density Dry Density Moisture Conten) % Comp. Results 1 8" House Pad, E. Side FSG 131.1 7.8 123.3 6.3 94% PASS 2 8" House Pad, Center FSG 132.51 8.6 124.0 6.9 95% PASS 3 8" House Pad, SW Corner FSG 129.1 7.0 122.1 5.7 93% PASS 4 8" Shop Pad. NE Corner FSG 129.0 7.9 121.1 6.5 93% PASS 5 8" -Shop Pad. SW Corner FSG Q7.81 8.3 119.4 7.0 91% PASS REPORT_: Arrived at jobsite at 1630 hrs. to perform compaction testing of the House Pad and the adjacent Shop Pad. Performed 5 nuclear density tests at random locations, as Indicated above. A sample of the imported material was obtained and returned to the laboratory for a moisture density curve. At the completion of the curve, all 5 test results met or exceeded the 90% relative compaction requirement. It is our judgement that both building pads constructed at the above staled project location were properly moisture conditioned and compacted to all applicable Butte County Standards. Copies to: Reviewed by: �. Y 3060 Thorntree Drive, Ste. 10 • Chico, CA 95973 • Telephone: (530) 891-6625 • Facsimile: (530) 891-4243 Srd 6Z4 -Sg4G r �J • r• 40PLAN REVIEW RESPOW FORM In order to expedite the inview of your plans, please complete the following InfolMon, and return this form with your this form is not complete. as to all conation Items. we will cot be able to accept your Ice -submittal for review. ram must be response to every item requested In our plan correction letter. M By others" is act considered a valid response. pplease�a cate response to each item and the location where the Information can be found on the pbtWcalcs. ATTACH THIS FORM TO A COPY OF YOUR PLAN Rriuw Lrrm AND RlTURN WITH REVISED AND ORIGINAL pug� OWNERS NAME DATE: ef r Ky ALD 2. ► DC-&. SESSORS PARCEL NUMBER 015B-I1�0-0�� RESPONSE FOR PLAN CHECK LETTER DATED: PLAN CHECK ITEM M -PAR T .Z COMMENTS: z✓ APP- Al �51%C, I /l,15C- ESPONSE BY: ANDLI Cr/�NDALL- ( /4AQDA L 11�--' v o1 -053 LOCATION ON PLANS/CALCS: --- JHCEc FtoC�IJ �C��/�TIC�VV CCS- -'--). A CoMe/NCTICK-) <-Fort P12n�1 I lir- Il I lR''nty cc)rrnClC)C —FH -I-- `7r\D. PLAN CHECK REM 0 RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: ENTS: PLAN CHECK ITEM 0 NTS: RESPONSE BY: TION ON P LOCATION ON PLANS/CALCS: TION ON PLANS/CALCS: COUNTY OF BUTTE - DEPARTMENT OF DEVELOP FNT SERVICES OWNER'S STA_*ENT OF USE - DETACHED AC SSORY BUILDING PN. ONE: BUILDING PMT. # OSS3 OWNER: -..,Tr-rzrzv ALbel DG,11E PHONE: MAIL ADDRESS: I I 0 D q0n %o n1 n -.R_ SITE ADDRESS: PROPOSED USE: LU1447E iC)Q\JF_ - Du2.1+A+---k, CA.G59IR9, PLEASE ANSWER QUESTIONS 1-20. PLEASE EXPLAIN YES ANSWERS (2-18) IN THE SPACE PROVIDED ON PRECEDE EACH COMMENT WITH RELATED QUESTION !1) THE REVERSE OF THIS FORM, (PLEASE GENERAL INFORMATION: 1. Is there a primary dwelling on the property? X 2. Is the structure already built, under construction, or under notice of code violation?X Yes: Yes: No: No: 3. Will items produced in this building be offered for sale? Yes: No: 4. Will the public have access to this building? 5. Will any advertising, on or off site, be associated with the use of this building? Yes: Yes: No: No: y --.C1- 6. Will this building be occupied at any time as a sleeping quarters? 7. Will this building be occupied at any time as an eating area? Yes: No: 8.. Will this building be occupied at any time as a.cooking area? Yes: Yes: No: k 9. Will this building be occupied at any time as a living area? Yes: No: No: — SITE CONDITIONS: 10. Is the structure foundation within T of septic tank or leach lines? Yes: No: 11. Is any portion of the proposed structure located closer than 20' to your front property line? Yes: No: 12. Do you plan to add a driveway or modify existing access to a county maintained road? Yes: No: 13. Will the proposed structure encroach within any recorded easement? Yes: No: CONSTRUCTION FEATURES: 14. Will this building have insulated floor, walls, or ceiling? 15. Will- this building be heated or cooled? 16. Will this building have a water closet/toilet? 17. Will this building have a sink? 18. Will this building have a water heater? 19. What type of floor covering will the building have?� 20. What type of wall covering will the building have? A M Aj Yes: No: Yes: No: X_ Yes: _ — No: Yes: No: Yes: No: ADDITIONAL INFORMATION: I hearby affirm under penalty of perjury the above infromation is true and correct. I understand that any changes to the use, or character of use, of this building will require permit permitting authority. 1 understand that Real Estate Disclosure laws require disclosure of this information If or when offered for sale. FOR DEPARTMENTAL USE REVIEWED BY: COMMENTS: DATE OWNER'S SIGNATURE DATE DATE: April 24, 2001 Terry Aldridge P.O. Box 4447 Chico, Ca 95927 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Parcel Number: 038-180-027 Building Permit Number: 01-0853 This office reviewed building plans for the permit application referenced above. The plans examiner's comments are listed in Part I below. Please respond in writing to each comment in Part -I by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Indicate which detail, specification or calculation shows the requested information. Additional response information is included on the response form. Your complete and clear response will expedite the recheck and approval of this project. If more than one party is responsible for plans, all party's must respond on the PLAN REVIEW RESPONSE FORM. PART -I Provide additional information and/or make revisions to plans, specifications and calculations as follows: 0 Your flood elevation certificate indicates that this structure will be raised off of natural grade a minimum of 1.8 feet to a maximum of 2 feet. How is this to be accomplished. If fill is to be imported for this project, please provide a compaction report that has been reviewed by your foundation designer. If foundation is to be raised, provide construction details which show how this is to be accomplished. Review of the building plans by the Butte County Building Division engineer has not been completed at this time. Any additional comments from the engineer will be addressed in separate correspondence. Plan check will continue upon receipt of all of the above items. Additional comments may be generated from your response above where the plan documents were incomplete, inconsistent or not adequate to depict code compliance.. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between 1:00 P.M. and 4:00 P.M., Monday through Fridays. The items identified below must be submitted prior to permit issuan1pThese items were noted at the time of permit application on the PERMIT APPLICATION DATA SHEET. 1. Provide clearance from Environmental Health Department. 2. Balance of fees is $278.00 1�. Planning and land Development Departments have not yet cleared this project for issuance. Please fill out and return the enclosed "Detached Accessory Building" form. Sincerely, Martha Whitney Plans Examiner cc: North Valley Building Systems Crandall Engineering PRS' - " P I CV PRr ECT PROCESSING I " .,ORD Ki'llmr �6M F.TreTT'll"I N -no o c( 9—c o -Z -;20 oc-a t/K caryc -0 v uat LeA',L� f'- 5. Z2. 0 1 14, F) BUTLER . April 10, 2001 Butler Manufacturing Company 7440 Doe Avenue P.O. Box 1590 Visalid, CA 93279-1590 (559) 651-5369 Andy Wood North Valley Building Systems Chico, CA 95973 To Whom It May Concern: 40'x40'x12' LRF.1:-I '!ferry Aldridge Durham, CA 95938 BMC No. 04-072101-1 Builder No: 01-23 Please accept this letter as our certification that the Butler Mfg. Co. (an AISC Class MB Certified Fabricator) components of the subject building, when ordered in accordance with Butler standards, will be designed in accordance with the 1989 Edition of the AISC Specification for the Design, Fabrication and Erection of Structural Steel and the 1986 Edition of the AISI Specification for the Design of Cold -Formed Steel Structural Members. The basic loads of the subject building meet or exceed the County Climatic Data as published in the 1986 Edition of the MBMA Low Rise Building Systems Manual. Loads applied to the subject building will be in accordance with the 1997 edition of the Uniform Building Code. The subject building will be designed to carry a basic roof live load of 20 pounds per square foot, with an Importance Factor of 1.0, and'a collateral load of 0.0 pounds per square foot, in addition to the dead load of the structure. Components are designed, for reduced roof live loads in accordance with Section 1607.5 and 1607.6 of the Uniform Building Code. Roof live load for each component is based on the following schedule: Tributary Loaded Area (Sq. Ft.) Design Live Load (p.s.f.) 0 to 200 20 psf 200 to 600 16 psf Greater than 600 12 psf The building will be designed for a basic wind speed of 80 M.P.H., exposure factor `B", with an Importance Factor of 1.0. Applied in accordance with Chapter 16 -Division III of the Uniform Building Code. The building will be designed as "enclosed" for wind design. The building will be designed for Seismic Zone 3 in accordance with Chapter 16 -Division IV of the Uniform Building Code with an Importance Factor of 1.0. The soil profile type is So. Load combinations will be in accordance with Section 1612.3.2 of the Uniform Building Code. The Butler Components, when properly' erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the above loading requirements without exceeding the allowable working stress. The design of this building for wind loads assumes that doors not supplied by Butler are designed to sustain the same wind pressures and suctions as the walls in which they are installed. This certification does not cover field modifications or design of materials not furnished by Butler Manufacturing Company. , Components for the. building will be produced in one or more of Butler Manufacturing Company's facilities located in Annville, PA, Birmingham, AL, Galesburg, IL, Laurinburg, NC, San Marcos, TX, and Visalia, CA. All listed facilities are Category MB certified by the American Institute of Steel Construction. or Tally *Go, onald O. Project Engineer 01-0265-3 BUTTE EOtM t T ft"LDNG DEPARTMM APPROV D 4/z6�q • s • 0 CUSTOMER: TERRY ALDRIDGE LOCATION: DURHAM, CA 95938 BUILDER: NORTH VALLEY BUILDING SYSTEMS BUILDING SIZE UNIT 1: 40'x40'x12' LRF 1 :12 BMC ORDER NO.: 04-072101-1 BUILDER ORDER NO: 01-23 DESIGNER: CMSORIANO DATE: 4/10/01 TABLE OF CONTENTS UNIT 1 DESIGN CRITERIA: D1 SPECIFICATIONS: 1 ROOF SECONDARIES: 5 ' WALL SECONDARIES: 15 ENDWALL STRUCTURALS: 19 LONGITUDINAL BRACING:, 23 WALL PANEL: 25 ROOF PANEL: 26 FRAME DESIGN: F1 FRAME CONNECTIONS: S1 DATE: 04/11/01 D E S I G N C R I T E R I A R E P O R T PD1200DDC TIME: 08:16 AM PAGE E71 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 40' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 (COLUMN SHAPE) (COLUMN KNEE) (COLUMN OFFSET) (GIRT DEPTH) ------------------------------------------------------------------------------------------------------------------------------------ LSW: TAPERED RSW: TAPERED LSW: HORIZONTAL RSW: HORIZONTAL LSW: 8" RSW: 8" LSW: 8" RSW: 8" --------------------------------------------------------------------- 1.' DESIGN SPECIFICATIONS 1.1 All structural mill sections or welded -up plate sections are designed in accordance with the 1989 edition of the AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. . 1.2 All cold -formed structural members are designed in accordance with the 1986 edition of the AISI SPECIFICATION FOR THE DESIGN.OF COLD -FORMED STEEL STRUCTURAL MEMBERS. 1.3 All welding shall be done in accordance with the AMERICAN WELDING SOCIETY CODE FOR BUILDING CONSTRUCTION. 2. •MATERIAL SPECIFICATIONS (Minimum Fy and Fu in ksi) Built-up Sections matl <=1" thick and <=12" wide'.. Fy = 55. Built-up Sections matl >1" thick or >12" wide .. Fy = 50. Wide flange Sections (unless noted) ............... Fy = 36. Cold -formed Members up to .120 thickness .......... Fy = 60. over .120 thickness .......... Fy = 55. Galvanized Material .......... Fy = 42. Brace Rods up to 3/4" diameter .................... Fu = 80. over 3/4" diameter .................... Fu = 70. Roof Cover BRII 28 Gage ................... Fy = 80. Wall Cover SHWAL 26 Gage ................... Fy = 50. --------------------------------------------------------------------- --------------------------------------------------------- 3. SPECIFIED DESIGN LOADS AND BUILDING CODE 3.1 BUILDING CODE: The 1997 edition of the "Uniform Building Code" by the International Conference of Building Officials (ICBO). 3.2 DESIGN LOADS Terrain Cat/Wind Exp B Dead Load 2.2 + Frame Weight Roof Live Load 20 psf Exposure of Roof Fully Exposed Roof Thermal Condition Normal Collateral Load 0 psf Wind Speed 80 mph Seismic Zone 3 Snow Importance Factor 1.000 Wind Importance Factor 1.000 Seismic Importance Factor 1.000 Min County Ground Snow 0 psf Building Use Category 4 (GENERAL USE) DATE: 04/11/01 D E S I G N C R I T E R I A R E P O R T PD1200DDC TIME: 08:16 AM PAGE 2 ------------------------=----------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 40' 0" 40' 0" .121 4" 20 PSF 80 MPH UBC 97 1.000:12 .(COLUMN SHAPE) (COLUMN KNEE) (COLUMN OFFSET) (GIRT DEPTH) --------=--------------------------------------------------------------------------------------------------------------------------- LSW: TAPERED RSW: TAPERED LSW: HORIZONTAL RSW: HORIZONTAL LSW: 8" RSW: 8" LSW: 8" RSW: 8" ---------------------------------------------------------------------------------------------------------------------------------- ACTUAL_DESIGN LOADS LIVE LOAD INTERMEDIATE FRAME ENDWALL STRUCTURALS ROOF STRUCTURALS 25.0 .psf; FRAMES: 1 20.0 psf FEW 20.0 psf BAYS: 1, 2 20.0 psf REW COLLATERAL LOAD INTERMEDIATE FRAME none WIND SPEED INTERMEDIATE FRAME 80.00 mph FRAMES: 1 x ENDWALL STRUCTURALS none ENDWALL SIDEWALL STRUCTURALS STRUCTURALS BRACING 80.00 mph FEW 80.00 mph RSW 80 mph 80.00 mph REW 80.00 mph LSW ROOF STRUCTURALS none ROOF STRUCTURALS 80.00 mph BAYS: 1, 2 WIND COEFFICIENT (* INDICATES OVERRIDE) PRESSURE SUCTION UPLIFT All girts 0.900 -0.900 B&P EW Roof Beams -1.100 "C" EW Posts 0.800 -0.700 Roof Structurals -1.000 Bracing 0.800 -0.500 ---------------------------------------------------------------------------------------------------------------------------------- 1 DESCRIPTION 1.1 GENERAL The primary structural system consists of rigid frames designed as clear span or with interior columns as a modular rigid frame. The end frames consist of "C" Section simple beams and posts or an H -Section modular rigid frame. Purlins and eave struts spanning between the frames support the roof panels. The,wall panels span from the base to the eave and may be supported at the intermediate points by girts spanning between the frames. 1.2 RIGID FRAMES The rigid frames consist of tapered or straight welded -up plate section exterior columns and roof beams with bolted splices. For modular frames, interior columns are straight sections. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.3 END FRAMES Endwall framing has two options: (1) Light gage "C" section members composed of endwall posts and endwall roof beams. The members are fabricated from 60 ksi minimum yield material except that material greater than 0.120" thick is 55 ksi minimum yield. (2) H -Section roof beams and posts designed as a modular rigid frame. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.4 SECONDARY FRAMING The secondary framing consists of purlins, girts, and eave struts cold -formed from 60 ksi minimum yield material. Purlins and girts are Z-shaped members and eave struts are C-shaped. 2 DESIGN SPECIFICATIONS All structural mill sections or welded -up plate sections are designed in accordance with the AISC SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. All cold -formed structural members are designed in accordance with the AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. DATE: 04/11/01 D E S I G N D A T A R E P; O R T PD1200DSN TIME: 08:16 AM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 1, ------------------------=----------J-----------------------------------=------------------------------------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------ # 1 BLDG DESCRIPTION LRF 40' 0" 40' 011_ 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 1 DESCRIPTION 1.1 GENERAL The primary structural system consists of rigid frames designed as clear span or with interior columns as a modular rigid frame. The end frames consist of "C" Section simple beams and posts or an H -Section modular rigid frame. Purlins and eave struts spanning between the frames support the roof panels. The,wall panels span from the base to the eave and may be supported at the intermediate points by girts spanning between the frames. 1.2 RIGID FRAMES The rigid frames consist of tapered or straight welded -up plate section exterior columns and roof beams with bolted splices. For modular frames, interior columns are straight sections. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.3 END FRAMES Endwall framing has two options: (1) Light gage "C" section members composed of endwall posts and endwall roof beams. The members are fabricated from 60 ksi minimum yield material except that material greater than 0.120" thick is 55 ksi minimum yield. (2) H -Section roof beams and posts designed as a modular rigid frame. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.4 SECONDARY FRAMING The secondary framing consists of purlins, girts, and eave struts cold -formed from 60 ksi minimum yield material. Purlins and girts are Z-shaped members and eave struts are C-shaped. 2 DESIGN SPECIFICATIONS All structural mill sections or welded -up plate sections are designed in accordance with the AISC SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. All cold -formed structural members are designed in accordance with the AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. • DATE: 04/11/01 . D E S I G•N D A T A R E P O R T PD120ODSN TIME: 08:16 AM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE ' 2 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO -(TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------ # 1 -BLDG DESCRIPTION LRF 40' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 3 METHOD OF ANALYSIS 3.1 RIGID FRAMES The rigid frame is designed using the stiffness analysis method column bases. Modular frames with interior columns are indeterminate reaction analysis for this frame uses the energy changing sections of the frame, summations are obtained by adding the frame coefficients of these sections. • 3.2 ENDWALL FRAMING The frame is designed with pinned connections at `the designed with pinned connections at the column top. The method considering 'bending only. To account for the dividing the frame into a number of individual sections and Endwall framing has two options. Option 1 consists of light gage "C" section endwall roof beams designed as simple span, simple span with cantilever, or two span continuous supported by endwall posts designed as pinned end members. Option 2 consists of H -Section roof beams and posts designed as modular rigid frames with or without endwall bracing. 3.2.1 Light Gage "C" Section Option 3.2.1.1 Endwall Posts Endwall posts will be designed as pinned end members (simple span) to resist the moment and shear caused by wind load from the tributary wall area; the axial load caused by the vertical forces (dead load, live load, uplift) from the tributary roof area; and the bending moment caused by the eccentricity of the vertical forces (roof beam attached to the endwall post flange). All roof and wall loads will be considered uniformly distributed. Except for the addition of the moment caused by the roof beam eccentricity, endwall posts will be assumed to be loaded through the shear center. The posts will be considered adequately braced against torsional-flexuraly buckling by the panels and girts. Girt locations will be considered inner and outer flange brace points. Moments and forces will be determined in accordance with the above specifications and procedures. 3.2.1.2 Endwall Roof Beams Endwall roof beams will be designed as simple span, simple span with cantilever, or two span continuous members. All connections will be considered to provide pinned end support. The roof beams will be designed to resist the shear and moment caused by the dead load, live load, and wind uplift applied to the tributary roof area. The endwall panel weight (1.1 psf x eave height) will be deducted from the applied uplift load. The purlin clips will brace the top and bottom flange of all roof beams. Allowable moment capacity will be computed in accordance with the AISI Specification. Moments and forces will be determined in accordance with the above specifications and procedures. 3.2.2 H -Section Option The rigid frame endwall consists of straight welded -up plate section corner columns, endwall posts, and roof beams with bolted splices. The minimum yield of the steel used for flanges and webs is 55 ksi. Endwall posts are designed as pinned end members (simple span) to resist the moment and shear caused by the wind load on the endwall and axial load caused by the vertical forces from the roof. Some frames will also be•designed with rod bracing attached at the base and top of the endwall post to act in conjunction with the rigid frame action of the frame to resist the force caused by the wind load on the sidewalls. • • • DATE: 04/11/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 08:16 AM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 3 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 072101. BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 'BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE- ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------ # 1 BLDG DESCRIPTION LRF 40' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 3.3 SECONDARY FRAMING 3.3.1 Purlins, Eave Struts, And Girts Purlins and girts may be designed as simple span or continuous beams., Eave struts are designed as simple span beams. All members are designed using the stiffness analysis method. The purlins and eave struts are designed for the shear and moment caused by live load or uplift on the tributary roof area and the axial load caused by wind on the tributary endwall area. The girts are designed for the shear and moment caused by wind pressure or suction applied to the tributary wall area. All loads are assumed uniformly distributed, but tapered and concentrated loads can be input and considered in the design. The section is optimized for either allowable forces, moments, or live load deflection in accordance with the above listed specifications and procedures. 3.3.2 Roof Panels Panels will be designed as continuous span members uniformly distributed. 3.3.3 Wall Panels All live or snow loads and wind pressure or suction are assumed Panels will be designed as simple span (no girts) or continuous span (with girts) members. The panels will be designed assuming a uniformly distributed wind pressure or suction. Maximum panel spans will be developed in accordance with the above specifications and procedures. 3.4 WIND BRACING The standard wind bracing is provided by using brace rods. Alternate wall bracing can be provided by using portal frames, wind posts, or panel diaphragms. Brace rods will be designed as tension members in accordance with the applicable provisions of RISC. Rods 0.75 inch in diameter and less will have a minimum 80 ksi ultimate tensile strength. Rods larger than 0.75 inch in diameter will have a minimum 70 ksi ultimate tensile strength. Bracing design based on panel diaphragm action will require a lineal footage of full height panels determined by eave height and wind loading. 3.4.1 Roof And Sidewall Bracing The standard wind bracing to be provided in all buildings is a parallel chord Pratt truss in the roof and "X" diagonal"rod members in the wall. The rod loads are computed by summing the windward and leeward endwall post reactions which act between the ridge of the building and the strut whose load the brace rod is transferring down the roof. If more than one braced bay exists, it is assumed that the accumulated wind load is distributed equally to each braced bay. Hence the sum computed above is divided by the number of braced bays. The rod load is determined by dividing the strut load by the cosine of the angle between the strut and the brace rod. The braced bay sidewall reactions are the horizontal and vertical resolution of the load in the sidewall rods. 3.4.2 Endwall Bracing The endwall bracing for the "C" Section endwall will be designed to resist a concentrated load at the top of the corner post equal to the wind load times the tributary sidewall area. The endwall bracing for the H -Section endwall will be designed to act in conjunction with the rigid frame action of the, frame to resist the forces caused by the wind load on the sidewalls. DATE: 04/11/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 08:16 AM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 4' ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------=----------------- # 1 BLDG DESCRIPTION LRF 40' 0" 40' 0" 12' 4" •20 PSF 80 MPH UBC 97 1.000:12 3.4.1 Roof And Sidewall Bracing The standard wind bracing to be provided in all buildings is a parallel chord Pratt truss in the roof and "X" diagonal"rod members in the wall. The rod loads are computed by summing the windward and leeward endwall post reactions which act between the ridge of the building and the strut whose load the brace rod is transferring down the roof. If more than one braced bay exists, it is assumed that the accumulated wind load is distributed equally to each braced bay. Hence the sum computed above is divided by the number of braced bays. The rod load is determined by dividing the strut load by the cosine of the angle between the strut and the brace rod. The braced bay sidewall reactions are the horizontal and vertical resolution of the load in the sidewall rods. 3.4.2 Endwall Bracing The endwall bracing for the "C" Section endwall will be designed to resist a concentrated load at the top of the corner post equal to the wind load times the tributary sidewall area. The endwall bracing for the H -Section endwall will be designed to act in conjunction with the rigid frame action of the, frame to resist the forces caused by the wind load on the sidewalls. • DATE: 04/11/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 08:16 AM 1-02-01 ROOF STRUCTURALS LEFT SIDEWALL EAVE STRUTS PAGE 5 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 40' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 ------------------------------------------------------------------------------7----------------------------------------------------- SPANS AND UNIFORM LOADS( FT & PSF) +----------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +-----=----------------------------------------------------+ 1 19.50 1.99 1:2 0.0 20.0 0.0 0.0 2 19.50 1.99 1.2 0.0 20.0 0.0 0.0. NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +---------------------------------------------------------------------------------------------------------------+ 1 10.50 TOP 2 9.00 TOP NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN -K) ------------------- _-----------+-----------------------------------------+ 1 DL + LL -0.02 0.06 -0.02 -0.06 2 DL + WL (S) 0.00 0.00 0.00 0.00 SECTION PROPERTIES (ACTUAL FURNISHED PART) +----------------------------------------------------------------------------------------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +----------------------------------------------------------------------------------------------------------------+ 1 0540505 239-4 8.00 0.096 0.060 60.00 3.50 0.31 1.38 1.61 15.98 2.94 2 0540505 239-4 8.00 0.096 0.060 60.00 3.50 0.31 1.38 1.61 15.98 2.94 NOTES: MINTHK = MINIMUM DESIGN THICKNESS • • • DATE: 04/11/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 08:16 AM 1-02-01 ROOF STRUCTURALS LEFT SIDEWALL EAVE STRUTS PAGE 6 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ-NAME - TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 40' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 ----------=------------------------------------------------------------------------------------------------------------------------- DESIGN DATA SUMMARY ---------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** * COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +----------------------------------------------------------------------------------------------------------------------------------+ 1 0.0 0.4 10.3 0.043 1 9.7 25.9 132.6 0.00 '35.60 0.195 1 9.7 0.1 25.9 0.038 1 3.2 33.2 2 19.5 -0.4 10.3' 0.043 1 9.7 25.9 132.6 0.00 35.60 0.195' 1 9.7 -0.1 - 25.9. 0.038 1 0.5 33.2 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT ALLOW = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR' = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE = COMBINED STRESS RATIO AT CRITICAL MOMENT = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION OF CRITICAL SHEAR OF CRITICAL MOMENT OF MOMENT (* indicates overstress condition) F CRITICAL COMBINED SHEAR AND BENDING SHEAR AND BENDING (* indicates overstress condition) CHECK WITH CONTROLLING MOMENT DUE TO WIND NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN EAVE STRUT BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +---------------------------------------------------------------------------------------------------------------+ 1 10.50 TOP - 2 9.00 TOP NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES DATE: 04/11/01 D E S I G N D A T -A R E P O R T PD1200DSN TIME: 08:16 AM 1-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS PAGE 7 ---------------------------'---------------------------------------------------------------------------------=----------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF - 40' 0" 40' 0" ------------------------------------------------------------------------------------------------------------------------------------ 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 SPANS AND UNIFORM LOADS( FT & PSF) NO DESCRIPTION ---------------------------------------------- =------------+ (IN -K) (K) (IN-K) BAY SPAN LOAD UNIFORM LOADS +------------------------------+-----------------------------------------+ NUMBER WIDTH DL CLL LL WPRESS WSUCT +---------------;---------------------------------r---------+ 1 DL + LL -0.02 0.06 1 19.50 1.99 1.2 0.0 20.0 0.0 0.0. 2 19.50 1.99 1.2 0.0 20.0 0.0 0.0 2 DL + WL (S) 0.00 0.00 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN EAVE STRUT BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +---------------------------------------------------------------------------------------------------------------+ 1 10.50 TOP - 2 9.00 TOP NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + LL -0.02 0.06 -0.02 -0.06 2 DL + WL (S) 0.00 0.00 0.00 0.00 SECTION PROPERTIES (ACTUAL FURNISHED PART) +----------------------------------------------------------------------------------------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +----------------------------------------------------------------------------------------------------------------+ 1 0540505 239-4 8.00 0.096 0.060 60.00 3.50 0.31 1.38 1.61 15.98 2.94 2 0540505 239-4 8.00 0.096 0.060 60.00 3.50 0.31 1.38 1.61 15.98 2.94 NOTES: MINTHK = MINIMUM DESIGN THICKNESS • DATE: 04/11/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 08:16 AM 1-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS PAGE 8 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT- ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 40' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 ------------------------------------------------------------------------------------------------------------------------------------ DESIGN DATA SUMMARY +----------------------------------------------------------------------------------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** * COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA . ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +-----------------------------------------------------------------------------------------------------------------------------------+ 1 0.0 0.4 10.3 0.043 1 9.7 25.9 132.6 0.00 ' 35.60 0.195 1 9.7 0.1 25.9 0.038 1 0.3 33.2 2 19.5 -0.4 10.3 0.043 1 9.7 25.9 132.6 0.00 35.60 0.195 .1 9.7 -0.1 25.9 0.038 1 0.5 33.2 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT ALLOW = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT' = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF) +------------------------------------------------------------+ BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL DATE: 04/11/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 08:16 AM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 9 -----------------=------------------------------------------------------------------------------------------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION ------------------------------------------------------------------------------------------------------------------------------------ LRF 40' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 SPANS AND UNIFORM LOADS (FT & PSF) DL + LL +---------------------------- ---------------------------------------------------------+ -0.05 -0.15 BAY SPAN LOAD UNIFORM LOADS LAP PURLIN (S) 0.02 NUMBER WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE -------------------------- ------------------------------------------------------------+ 1 19.50 .5.00 ' 1.2 0.0 20.0 0.0 10.0 2.00 CONTINUOUS 2 19.50 5.00 1.2 0.0 20.0 0.0 10.0 2.00 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF) +------------------------------------------------------------+ BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL CLL LL t WPRESS WSUCT +------------------------------------------------------------+ FRONT EW 1 19.50 4.49 1.2 0.0 20.0 0.0 12.2 2 19.50 4.49 1.2 0.0 20.0 0.0 12.2 PURLIN BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +---------------------------------------------------------------------------------------------------------------+ 1 10.50 TOP 2 9.00 TOP NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + LL -0.05 0.15 -0.05 -0.15 2 DL + WL (S) 0.02 -0.06 0.02 0.06 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY +----------------------------------------------------------------------------------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** ** COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC AC,TVC ACTMC CSRC LD ACT ALLOW --------------------------------------------------------------------------------------+ 1 17.5 -1.1 2.4,_ 0.452 1 7.3 35.1 59.2 0.00 12.10 0.593 1 17.5 -1.1 -32.2 0.500 1 10.9 2 2.0 ' 1.1 2.4 0.452 1 12.2 35.1• 59.2 0.00 12.10 0.593 1 .2.0 1.1 -32.2 0.500 1 10.9 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT ALLOW e = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND C DATE: 04/11/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 08:16 AM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 10 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 072101 BUILDER -,NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) ` UNIT # 1 BLDG DESCRIPTION LRF 40' 0" 40' 0" ------------------------------------------------------------------------------------------------------------------------------------ 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) +-----------------------------------------------------------------------------------------=---------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) .,(IN) (KSI) (IN) (IN) (IN) (IN** 2) (IN**4) '(IN**4) -----------------------------------------------------------------+ 1 0530635 ' 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 2 0530635 263-4 .8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY +----------------------------------------------------------------------------------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** ** COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC AC,TVC ACTMC CSRC LD ACT ALLOW --------------------------------------------------------------------------------------+ 1 17.5 -1.1 2.4,_ 0.452 1 7.3 35.1 59.2 0.00 12.10 0.593 1 17.5 -1.1 -32.2 0.500 1 10.9 2 2.0 ' 1.1 2.4 0.452 1 12.2 35.1• 59.2 0.00 12.10 0.593 1 .2.0 1.1 -32.2 0.500 1 10.9 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT ALLOW e = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND -✓ DATE: 04/11/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 08:16 AM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 11 ----------------------- ORDER # 072101 -----------------------------------------------------------------------------------------=------------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG ------------=--------------------------------------------------------'--------------------------------------------------------------- DESCRIPTION LRF 40' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 DESIGN DATA SUMMARY - WEB CRIPPLING +-------------------------------------------------------------------------------------+ BAY START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING ***** NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD +-------------------------------------------------------------------------------------+ 1 S 0.8 CLIP 1 -0.1 59.2 0.80 CLIP 1 1 E 2.6 3.9 0.681 1 -61.3 118.4 2.60 3.90 0.890 1 2 S 2.6 3.9 0.681 1 -61.3 118.4 2.60 .3.90 . 0.890 1 1 _ 2 E -0.8 CLIP 1 -0.1 59.2 -0.80 CLIP 1 NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS) ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD'CHECK ACTM = CRITICAL MOMENT (IN -KIPS) ALLM =. ALLOWABLE MOMENT (IN -KIPS) • DATE: 04/11/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 08:16 AM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 12 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION -------------------------------------------------------------- LRF 40' 0" 40' 0" --------------------------------------------------------------------- 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 SPANS AND UNIFORM LOADS (FT & PSF) DL + LL -0.05 +-----------------------------------------------------------------------------.--------+ -0.05 -0.15 2 BAY SPAN LOAD UNIFORM LOADS LAP PURLIN -0.06 NUMBER WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE ----------- '---------------------------- =----------------------------------------------+ 1 19.50 5.00 1.2 0.0 20.0 0.0 10.0 2.00 CONTINUOUS 2 19.50 5.00 1.2 0.0 20.0 0.0 10.0 2.00 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF) END FORCES +------------------------------------------------------------+ +------------------------------+-----------------------------------------+ BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT -------------------------------------------------------------- MOMENT 1 19.50 4.49 1.2 0.0 20.0 0.0 12.2 2 19.50 4.49 1.2 0.0 • 20.0 0.0 12.2 PURLIN BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +---------------------------------------------------------------------------------------------------------------+ 1 10.50 TOP 2 9.00 TOP NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + LL -0.05 0.15 -0.05 -0.15 2 DL + WL (S) 0.02 -0.06 0.02 0.06 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY +----------------------------------------------------------------------------------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** ** COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +----------------------------------------------------------------------------------------------------------------------------------+ 1 17.5 -1.1 2.4 0.452 1 7.3 35.1 59.2 0.00 12.10 0.593 1 17.5 -1.1 -32.2 0.500 1 10.9 2 2.0 1.1 2.4 0.452 1 12.2 35.1 59.2 0.00 12.10 0.593 1 2.0 1.1 -32.2 0.500 1 10.9 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT ALLOW = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 04/11/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 08:16 AM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 13 --------------------------------------------------------------------=--------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 40' .0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) +---------------------------------------------------------------------------------------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) - (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +----=----------------------------------------------------------------------------------------------------------+ 1 0530635 263-4 -8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 t 2 0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86- 8.35 1.40 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY +----------------------------------------------------------------------------------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** ** COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +----------------------------------------------------------------------------------------------------------------------------------+ 1 17.5 -1.1 2.4 0.452 1 7.3 35.1 59.2 0.00 12.10 0.593 1 17.5 -1.1 -32.2 0.500 1 10.9 2 2.0 1.1 2.4 0.452 1 12.2 35.1 59.2 0.00 12.10 0.593 1 2.0 1.1 -32.2 0.500 1 10.9 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT ALLOW = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DESIGN DATA SUMMARY - WEB CRIPPLING +---------------------------------.----------------------------------------------------+ BAY START **** WEB CRIPPLING **** *-**** COMBINED CRIPPLING & BENDING ***** NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD +------------------------------------------------------------------------------------+ 1 S 0.8 CLIP 1 -0.1 59.2 0.80 CLIP 1 1 E. 2.6 3.9 0.681 1 -61.3 , 118.4 2.60 3:90 0.890 1 2 S 2.6 3.9 0.681 1 -61.3 •118.4 .2.60 3.90 0.890 1 2 E -0.8 CLIP 1 -0.1 59.2 -0.80 CLIP 1 NOTES: ACTP = ACTUAL WEB -CRIPPLING LOAD (KIPS) ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) s � • DATE: 04/11/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 08:16 AM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 14, ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 - BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE . ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH)- (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------ # 1 BLDG DESCRIPTION LRF 40' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 DESIGN DATA SUMMARY - WEB CRIPPLING +---------------------------------.----------------------------------------------------+ BAY START **** WEB CRIPPLING **** *-**** COMBINED CRIPPLING & BENDING ***** NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD +------------------------------------------------------------------------------------+ 1 S 0.8 CLIP 1 -0.1 59.2 0.80 CLIP 1 1 E. 2.6 3.9 0.681 1 -61.3 , 118.4 2.60 3:90 0.890 1 2 S 2.6 3.9 0.681 1 -61.3 •118.4 .2.60 3.90 0.890 1 2 E -0.8 CLIP 1 -0.1 59.2 -0.80 CLIP 1 NOTES: ACTP = ACTUAL WEB -CRIPPLING LOAD (KIPS) ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) --------------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 20.00 20.00 --------------------------------------------------------------------------------------------------- NO BRACES FOR THIS WALL NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION SECTION PROPERTIES (ACTUAL FURNISHED PART) PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) 0530635 Z 8.00 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 DATE: 04/11/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 08:16 AM 1-03-01 SIDEWALL STRUCTURALS LEFT SIDEWALL GIRTS PAGE 15 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia • COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------ # 1 BLDG DESCRIPTION LRF 40' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 SPAN AND UNIFORM LOADS (FT & PSF) .(WIND PRESURE = 9.0 PSF /.WIND SUCTION = 9.0 PSF) --------------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 20.00 20.00 --------------------------------------------------------------------------------------------------- LOAD WIDTH / LEFT LAP / RIGHT LAP , --------------------------------------------------------------------------------------------------- 7.50 5.67/0.0/2.0 5.67/2.0/0.0 GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) ) ------------------------------------------------------------------ GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 20.00 20.00 ------------------------ 7.50 ----------------------------------------- Z80/0530635 263-4 Z80/0530635 263 -4 - INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) --------------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 20.00 20.00 --------------------------------------------------------------------------------------------------- NO BRACES FOR THIS WALL NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION SECTION PROPERTIES (ACTUAL FURNISHED PART) PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) 0530635 Z 8.00 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 DATE: 04/11/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 08:16 AM 1-03-01 SIDEWALL STRUCTURALS LEFT SIDEWALL GIRTS PAGE 16 -----7------------------------------------------------------------------------------------------------------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 40' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 ------------------------------------------------------------------------------------------------------------------------------------ DESIGN DATA SUMMARY' (MAXIMUM CONDITIONS SHOWN) CONTINUOUS Z GIRTS +-----------------------------------------------------------------------------------------------------------------------------+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD.COND -------------------------------------------- :---------------------------------------------------------------------------------+ 1 17.5 -0.5 3.3 0:159 1 - 7.3 -16.5 55.2 0.299 2 17.5 -0.5 =15.1 0.062 1 2 2.0 0.5 3.3 0.159 1 12.2 . -16.5 55.2 0.299 2 2.0 0.5 -15.1 0.062 1 DATE: 04/11/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 08:16 AM 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS PAGE 17 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------ # 1 BLDG DESCRIPTION LRF 40' 0" _ 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 SPAN AND UNIFORM LOADS (FT & PSF) (WIND PRESURE = 9.0 PSF_/ WIND SUCTION = 9.0 PSF) ----------------------------=------------------- GIRT ELEVATION ---------------------------------------=----------- SECTION 1 SECTION 2 LENGTH(FT) 20.00 20.00 --------------------------------------------------------------------------------------------------- LOAD WIDTH / LEFT LAP / RIGHT LAP ----------------------------------------------'----------------------------------------------------- 7.50 5.67/0.0/0.0 5.67/0.0/0.0 GIRT LOCATIONS (TYPE/ PART NUMBER_- LENGTH(IN) ) ------------------------------------------------------------------ GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 20.00 20.00 ----=-------------------------------------------------------------- 7.50 Z80/0530635 239-4 Z80/0530635 239-4 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) --------------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 20.00, 20.00 --------------------------------------------------------------------------------------------------- NO BRACES FOR THIS WALL NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION- -------------------------------- 1 ESCRIPTION•+------------------------------+1 WIND PRESSURE 2 WIND SUCTION SECTION PROPERTIES (ACTUAL FURNISHED PART) PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) 0530635 Z 8.00 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 DATE: 04/11/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 08:16 AM 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS = PAGE 18 ----------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY ------------------------------------------------------------------------ MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME -'TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 40' 0" ------------------------------------------------------------------------------------------------------------------------------------ 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS +----------------------------------------=------------------------------------------------------------------------------------+ BAY/SECTION *********+** SHEAR ************ ***********'BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTVC • ACTMC CSRC LD COND +---------------------.-------------------------------------------------------------------------------------------------=------+ 1 4.5 -0.1 3.3 0.035 1 2.2 -1.5 39.5 0.039 2 4.5 -0.1 0.0 0.001 1 2 4.5 -0.1 3.3 0.035 1 2.2 -1.5 39.5 0.039 2- 4:5 -0.1 .0.0 0.001 1 m DATE: 04/11/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 08:16 AM 1-04-01 ENDWALL STRUCTURALS : FRONT ENDWALL GIRTS PAGE 19 ----------------------------------------- # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # '01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP -'Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------ # 1 BLDG DESCRIPTION LRF 40' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 SPAN AND UNIFORM LOADS (FT & PSF) (WIND PRESURE = 9.0 PSF / WIND SUCTION = 9.0 PSF) --------------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT). 20.00 20.00 --------------------------------------------------------------------------------------------------- LOAD WIDTH / LEFT LAP / RIGHT LAP ------------------------------------------'--------------------------------------------------------- 7.50 6.08/0.0/0.0 6.08/0.0/0.0, GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) ) --------------------------------------------------------------=--- GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 20.00 20.00 ---------- ------------- 7.50 ------------------------------------------- Z95/0550295 211-2 Z95/0550295 211-2 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) ------------------------------------------------------------------------------7-------------------- GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 20.00 20.00 -----------------------------------7--------------------------------------------------------------- NO BRACES FOR THIS WALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION SECTION PROPERTIES (ACTUAL FURNISHED PART) PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) 0550295 Z 9.50 0.060 60.00 2.75 0.25 1.06 1.00 13.47 1.98 • DATE:. 04/11/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 08:16 AM 1-04-01 ENDWALL STRUCTURALS FRONT ENDWALL GIRTS PAGE 20 ---------------------- -------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY{ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 40' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 ------------------------------------------------------------------------------------------------------------------------------------ DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS +--------------------------------=--------------------------------------------------------------------------------------------+ 'BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD GOND +-----------------------------------------------------------------------------------------------------------------------------+ 1 0.0 0.5' 2.7 0.202 ,1 10.0 -32.9 53.6 0.613 2 10.0 0.1 32.9 -0.094 1 2 20.0 -0.5 2.7 0.202 1 10.0 -32.8 53.6 0.613 2 10.0 0.1 32.8 0.094• 1 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) --------------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 20.00 20.00 --------------------------------------------------------------------------------------------------- NO BRACES FOR THIS WALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION SECTION PROPERTIES (ACTUAL FURNISHED PART) PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY NUMBER (IN) - (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) 0550295 Z 9.50 0.060 60.00 2.75 0.25 1.06 1.00 13.47 11.98 DATE: 04/11/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 08:16 AM 1-04-01 ENDWALL STRUCTURALS REAR ENDWALL GIRTS PAGE 21 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------ # 1 BLDG DESCRIPTION LRF 40' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 SPAN AND UNIFORM -LOADS (FT & PSF) (WIND PRESURE = 9.0 PSF / WIND SUCTION = 9.0 PSF) --------------------------------------------------------------------------------------------------- GIRT ELEVATION • SECTION 1 SECTION 2 LENGTH(FT) 20.00 20.00 ---------------------------------------------------------------------------------------------------- LOAD_WIDTH /-LEFT LAP / RIGHT LAP ------------ =------------------------- 7.50 ------------------------------------------------------------- 6.08/0.0/0.0 6.08/0.0/0.0 GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) ) ------------------------------------------------------------------ GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 20.00 20.00 ------------------------------------------------------------------ 7.50 Z95/0550295 211-2 Z95/0550295 211-2 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) --------------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 20.00 20.00 --------------------------------------------------------------------------------------------------- NO BRACES FOR THIS WALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION SECTION PROPERTIES (ACTUAL FURNISHED PART) PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY NUMBER (IN) - (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) 0550295 Z 9.50 0.060 60.00 2.75 0.25 1.06 1.00 13.47 11.98 • • • DATE: 04/11/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 08:16 AM 1-04-01 ENDWALL STRUCTURALS REAR ENDWALL GIRTS PAGE 22 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 40' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 -------------------------------------------------"--------=-------------------------- 7 ----------------------------------------------- DESIGN DATA SUMMARY (MAXIMUM.CONDITIONS SHOWN) SIMPLE Z GIRTS -----------------------------------------------------------------------------------------------------------+ BAY/SECTION ************ SHEAR ************• *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND -, XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD COND +------=-----------=---------------------------------------------------------------------------------------------=----- -- ---+ 1 0.0 0.5 2.7 0.202 1 10.0, -32.9 53.6 0.613 2 10.0 0.1 -32.9 0.094 1 2 20.0 -0.5 2.7 0.202 1 10.0 -32.8 53.6 0.613 2 - 10.0•, 0.1 32.8 0.094 1 DATE: 04/11/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 08:16 AM 1-05-01 LONGITUDINAL BRACING ROOF BRACING PAGE 23 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG ------------------------------------------------------------------------------------------------------------------------=----------- DESCRIPTION LRF 40' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 ROOF BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS INFORMATION ON THE BRACING SECTIONS STARTING WITH THE LEFT SIDEWALL STRUCTURE LINE AND THE FIRST BRACED BAY FROM THE FRONT ENDWALL. ANY DIRECTIONS INDICATED ASSUME YOU ARE LOOKING AT A PLAN VIEW OF THE ROOF BRACING WITH THE FRONT ENDWALL AT THE BOTTOM OF THE DRAWING. +------+-----+--------+-------+-------+--------+----------+------------+ ROD BAY DIST BAY RODROD 1CONNECTION PART DIR- NUM FROM LEN LOAD DIA DET NUMBER ECTION FROM EAVE FEW (FT) (FT) (KIPS) (IN) LEFTJRIGHT ! / ! 1 ! 0.00 ! 20.00 ! 3.79 ! 0.5000 !B001!B001 ! 544047 ! ! \ ! 1 ! 0.00 ! 20.00 ! 3.79 ! 0.5000 !B001!B001 ! 544047 ! ! / ! 1 ! 20.00 ! 20.00 ! 1.16 ! 0.5000 !B001!B001 ! 544047 ! ! \ ! 1 ! 20.00 ! 20.00 ! 1.16 ! 0.5000 !B001!B001 ! 544047 ! +------+-----+--------+-------+-------+--------+----+-----+-------=----+ LEFT SIDEWALL BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS INFORMATION ON THE SIDEWALL BRACE RODS STARTING WITH THE FIRST'BRACED BAY FROM THE FRONT ENDWALL. THE ROD DIR. INDICATES THE ROD DIRECTION AS VIEWED FROM -THE OUTSIDE. THE ROD DIR HAS 3 VALUES WHICH MAY BE X , \ , OR / . +------+-----+-------+-------+-------+--------+----------------+----------=-+-------------+-------------+ ROD BAY BAYBR NOM ROD ROD DATE: 04/11/01 REACTIONS D E S I G N D A T A R E P O R T PD120ODSN TIME: 08:16 AM 1-05-01 LONGITUDINAL BRACING WALL BRACING PAGE 24 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION ---------=-----------------------------------------------------------------------------------------------------------------=-------- LRF 40' 0" 40' 0" 12' 4" 20 PSF 80 MPH. UBC 97- 1.000:12 LEFT SIDEWALL BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS INFORMATION ON THE SIDEWALL BRACE RODS STARTING WITH THE FIRST'BRACED BAY FROM THE FRONT ENDWALL. THE ROD DIR. INDICATES THE ROD DIRECTION AS VIEWED FROM -THE OUTSIDE. THE ROD DIR HAS 3 VALUES WHICH MAY BE X , \ , OR / . +------+-----+-------+-------+-------+--------+----------------+----------=-+-------------+-------------+ ROD BAY BAYBR NOM ROD ROD CONNECTION PART REACTIONS REACTIONS DIR- NUM SIZE EAVE LOAD DIA DET NUMBER HORIZI VERT HORIZI VERT ECTION FROM HT ANCH (WIND) (SEISMIC) FEW (FT) (FT) (KIPS) (IN)` BASE TOP (BOLT (KIPS)I(KIPS) (KIPS),I(KIPS) --------------------------------------------------------------------------------------------------------- ! \ ! 1 ! 20.00 ! 12.33 ! 4.65 ! 0.5000 !B001! B001! N/R ! 0544047 ! 3.46! 1.84! 1.871 0.99! ! / ! 1 ! 20.00 ! 12.33 ! 4.65 ! 0.5000 !B001! B001! N/R ! 0544047 ! 3.46! 1.84! 1.87! 0.99! +-_----+-----+-------+-------+-------+--------+----+-----+-----+------------+------+------+------+------+ SijadowalF" Wall Sysfam - Pan -1 P."I DESIGN DATA Ca:oJ ate Se :tton �rp�eile5 io; S ajDWaIIT"" Vali }pane! rraterial5 USe the 1 a A! SJ It is iMI PO -ant to nDI_ t`al tale design ca,a retlec's fhe allDwa5le Values go j oitiDn of k,Sl daion o, the Danel alone. SertlDn i n. ouch ?anal Sem iDn PrODer-JI S for One FDDt Df Wirth I-znel I 1►`.a��rizl I uesign ni�kness {in.l {rsi) ry e,gnt I I{Fsi)I{r;Sq. � om�ression J[rs,oe I 'omp,Ie�,or,-,ns,oe L'D h=. J1�aI i/ }i I Leo J I o I 1.14 i X Ian -s) 11 lln. ) I LeoJUJ 1.4L . u U.4.j I I i i3iL .4JJ I �. 3=;n_ I of I uo iuJ I �'o 61 S = Suzbon on outsize Tay=- %/a1L'aS S`1DY,jn 'have been in;"eaced, i as allDwad byof ula =;IIDV:aJi= UnliD n ioa- Va)ues a'a'a '� •, p Sin , lila CDr Can :e Vy,il se -tion^ of thS.jiti0n Df ti'1e AiS;I desion,T,anL'al..:eferto uia �D7nIDaj S� arnln� jnfo, ,atiDn To; HddrlD;,al beta -!!S. Butlerib® II Roof System - Panels PANEL DESIGN DATA Calulated sectional properties for Butlerib011 roof system panel materials using 1986 edition of AISI design manual with 1989 Addendum and representative center section. 36" 1 12" 1 12" 1 12" 4112 3' 4 112" I 4 112" i _ 3" 4 112" I 4 112"_ 3" - 4 112"_ 71 Outside Face 1 ii2" It Section Through Panel Section Prooeriies for One root of Width Panel Design I Fy E Material Thick (in) (ksi) (ksi) Weight (#/FL) mpression on Outs ideCompression on Inside Sx (in3) I (in4) Sx (in3) 1 28 Ga. SL -el 0.0140 1 80 1295001 0.86 0.03288 0.04070 0.02710 0.02270 26 Ga. Steel 0.0170 801295001 1.14 0.04190 0.05153 0.03501 0.02870 124 Ga. Steel 0.0225 1 80" 129500 1.45 0.05981 0.07267 0.05135 0.04060 24 Ga. Steep 0.0225 150-1295001 1.45 0.06415 0.07716 0.05686 10.04340 122 Ga. Steel 0.0285 1 50 1295001 1.40 0.09770 TO.11370 0.07400 0.06170 0.032 Alum. 0.0320 121.5110000 055 0.09710 0.11530 0.08740 0.06630 -S = Suction on Outside face; . " ALZN Finish Only The above values are computed for the panel only in accordance with 1986 AISI. Suction values shown have been increased 1.33 as allowed by section A4.4 of the 1986 AISI Specification wig 1989 Addendum. All values shown are for continuous conditions of spans greater than 2. Weioht of Dane' i --.as been deducted from "P" values and added to "S" values. Pressure values must be limited to 150 psf as this can exceed normal system capacity. The suction values shown in the above allowable load table do not take into account panel deformation and fastener pullout Allowable Uniform Load (psf) Panel Material .-y (Vs. Span = 2.5' 1 Span = 3.0' Span = 4.0' P S P S P S Span= 5.0' P S Span= 527' P S 28 Ga. Steel 8D ( 104 11161 77 1 87 67 1 53 42 1 36 38 1 32 26 Ga. Steel 80 1 185 12851 135 12101 86 11401 55 1 90 1 49 81 24 Ga. Steel 80' 1 306 13591 218 12591 127 12001 81 1 128 1 72 1 116 24 Ga. Steel 50" 1 220 1 278 1 155 11991 87 111341 55 1 86 1 50 1 78 j 22 Ga. Steel 5,^,319. 390 313 12801 123 11541 1 i 8 ; 10i I 73 1 90 I 0.032,4um. 21 5 148 179 104 11321 45 1 72 1 32 1 52 1 28 1 47 Note: Leoend -? = Pressure on Outside face; ` Painted Finish Only -S = Suction on Outside face; . " ALZN Finish Only The above values are computed for the panel only in accordance with 1986 AISI. Suction values shown have been increased 1.33 as allowed by section A4.4 of the 1986 AISI Specification wig 1989 Addendum. All values shown are for continuous conditions of spans greater than 2. Weioht of Dane' i --.as been deducted from "P" values and added to "S" values. Pressure values must be limited to 150 psf as this can exceed normal system capacity. The suction values shown in the above allowable load table do not take into account panel deformation and fastener pullout FINAL FRAME D E S. I G N - CONTENTS DATE: 04/11/01 CADDS TIME: 08:24 AM ----------------------------------------------------------------------------------------------------------------------------------- F ,. P ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ----------------------------------------------------------------------------------------------------------------------------------- ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia. (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE/YEAR) (SLOPE) (UNIT) (FRAMELINES) PAGE NO. DESIGN FRAME # -------------------- 1 EWDS 40'-0". 12'-4" ------ 20 PSF ------------------------ 80 MPH UBC 97 1.00 ------ TO 12 1 ------------ FEW,REW -------- r1 DESIGN FRAME # 2 LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.00 TO 12 1 01 ... 22 F R A M E D E S I G N - G E N E R A L I'N F O R M A T I O N DATE: 04/11/01 CARDS TIME: 08:24 AM PAGE:F 2 ----------------------------------------------------------------------------------------------------------------------------------= ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM -------------------------------------------------------------------------------------------=--------------------------------------- FRAME # 1 • DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 -1.000 TO 12 LEFT SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES EAVE HEIGHT = 12.002 FT. 12.002 FT. 1 TO 2 = 20.000 FT MODULUS OF ELASTICITY = 29000 KSI FRAME HEIGHT = 11.333 FT. 11.333 FT. COL. CLEAR HT. = 10.469 FT. 10.469 FT. CMX = 0.850 SLOPE (P/12.) = 1.000 1.000 CMX(stepped column/no wind) = 0.950 SW R -BEAM OFFSET = 0.125 IN. 0.125 IN. CMY(pinned-in minor axis) = 0.600 DIST, TO RIDGE = 20.000 FT. 20.000 FT. CMY(fixed in minor axis) = 0.400 COLUMN OFFSET = 8.000 IN. 8.000 IN. GIRT DEPTH = 8.000 IN. 8.000 IN. ENDWALL PURLIN DEPTH = 8.000 IN. 8.000 IN. z FRAME OFFSET' = 6.000 IN. (PURLIN UNINSULATED) POST OFFSET = 1.000 IN. --------------------- JOINT DATA --------------------- ------------------------------ MEMBER DATA ---------------- ---------- JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM MEMBER' MOM. RELEASE K VALUES NUMBER FT FT X Y MZ Z MX NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 1.167 0.000 1 1 0 1 0 1 1- 2 0 0 1.50 1.00 2 1.167 10.929 0 0 0 1 0 2 2- 3 0 0 0.75 1.00 3 20.000 12.293 0 0 0 1 0 3 4- 3 Rotated 0 1 1.00 1.00 4 20.000 0.000 1 1 0 1 0 4 5- 3 0 0 0.75 1.00 5 38.833 10.929 0 0 0 1 0 5 6- 5 0 0 1.50 1.00 6 38.833 0.000 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) ( 1 = RELEASE 0 = NO RELEASE ) F R A M E D E S I G N - S E C O N D A R Y / B R A C E L O C A T I O N S DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 3 -------------------------------------------------------------'--------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia_ (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low sidewall in FEET. No support ID - B Base, G Girt, P Purlin, E Eave strut, O Other, O FL Outside flange only braced L Landmark 2000 truss purlin. O-IF Outside and Inside flange braced MAJOR - Major axis brace point indicator. ( YES or NO ) O-SF Outside braced and inside Single flange brace NOTE: BRACE FORCE is the required support force-Un kips) perpendicular to the flange COLUMN 1- 2 BRACE COLUMN 4- 3 BRACE COLUMN 6- 5 BRACE ROOFBEAM 2- 3 BRACE DIST ID BRACE MAJOR FORCE DIST ID BRACE. MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ACCUM ID BRACE FORCE 0.00 B O-IF YES 0.00 B O-IF YES 0.00 B O-IF YES 0.00 0.00 E O FL 7.50 G O-SF YES 7.50 G O-IF NO 7.50 G O-SF YES 3.98 3.98 P O-SF 10.47 O O-IF YES 11.59 O O-IF YES 10.47 O O-IF YES 8.98 8.98 P O FL 12.00 E O FL NO 13.67 E NO 12.00 E O FL NO 13.98 13.98 P O-SF 18.98 18.98 P O-SF ROOFBEAM 5- 3 BRACE DIST ACCUM ID BRACE FORCE" 0.00 0.00 E O FL 3.98 3.98 P O-SF 8.98 8.98 P O FL 13.98 13.98 P O-SF 18.98 18.98 P O-SF GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y . axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are - counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. i UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the_ global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load except that the moment is.in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). F R A M E D E S I G N - C O N V E N T I O N S DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 4 -------------------------------------------------------------------------------------------------------------------------7--------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y . axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are - counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. i UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the_ global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load except that the moment is.in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). BUILDING USE AND LOCATION STATE = CALIFORNIA COUNTY = BUTTE (INLAND) F R A M E D E S I G N - L O A D S U M M A R Y = B DATE: 04/11/01 BUILDING CODE = UBC - 1997 CADDS TIME: 08:24 AM = 2.220 PSF + FRAME DL COLLATERAL LOAD (CLL) = 0.000 PSF ROOF LIVE LOAD PAGE:F 5 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" ----------------------------------------------------------------------------------------------------------------------------------- 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 GENERAL BUILDING INFORMATION DESIGN BAY = 10.250 FT. TOTAL BUILDING LENGTH = 40.000 FT. PANELS• TYPE DESCRIPTION WEIGHT LEFT SIDEWALL SHWAL 26STL _ 1.12 PSF ROOF BRII 28STL 2.22 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL SHWAL 26STL • 1.12 PSF ENDWALL SHWAL 26STL 1.12 PSF BUILDING USE AND LOCATION STATE = CALIFORNIA COUNTY = BUTTE (INLAND) USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP = B APPLIED LOADINGS BUILDING CODE = UBC - 1997 DEAD LOAD (DL ) = 2.220 PSF + FRAME DL COLLATERAL LOAD (CLL) = 0.000 PSF ROOF LIVE LOAD (LL ) = 20.000 PSF Roof Exposure Thermal Condition COEFFICIENTS LEFT ROOF RIGHT ROOF = Fully Exposed Roof = Normal TRIBUTARY LOAD FACTOR 80.00$ 80.00% MIN COUNTY GROUND SNOW LOAD MIN County Rain on Snow LOAD _ NET ROOF LOAD COEFF (PSF) 1.00 16.00 1.00 16.00 = 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR 0.0 PSF 0 0 F R A M E D E S I G N - L 0 A D S U M M A R Y DATE: 04/11/01 CADDS- TIME: 08:24 AM PAGE:F 6 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT #- 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 UNBALANCED SNOW LOADS (SLL), (SLR) ROOF LIVE LOAD (LL ) = 20.000 PSF' COEFFICIENTS LEFT ROOF RIGHT ROOF WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE COEFFICIENTS LEFT SIDEWALL LEFT ROOF RIGHT ROOF RIGHT SIDEWALL TRIBUTARY LOAD FACTOR 80.00% 80.00% = 80.000 MPH ( 10.000 PSF) _ .80.000 MPH ( 10.000 PSF) = 80.000 MPH ( 10.000 PSF) = 1 ENCLOSED SIDEWALLS ROOF ENDWALL SIDEWALL CANOPY/OVERHANG ENDWALL CANOPY/OVERHANG WIND FROM LEFT (WLL) 0.800(PRESSURE) -0.700(SUCTION ) -0.700(SUCTION ) -0.500(SUCTION ) ENDWALL WIND PRESURE (EWP) -0.700(SUCTION ) -0.700(SUCTION ) 0.800(PRESSURE) -1.200(SUCTION ) -1.200(SUCTION ) LOAD NET ROOF LOAD COEFF (PSF) 1.00 16.00 1.00 16.00 MIN COUNTY WIND SPEED WIND FROM RIGHT (WLR) -0.500(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) 0.800(PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) -1.200(SUCTION ) -0.700(SUCTION ) 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 t F RAM E D E S I G N - L O A D S U M MAR Y DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 7 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" ----------------------------------------------------------------------------------------------------------------------------------- 12'-411. 20 PSF 80 MPH UBC 97 1.000 TO 12 SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0,000% Seismic W - LEFT ROOF = 4.220 PSF Seismic W - RIGHT ROOF = 4.220 PSF SEISMIC ZONE = 3 R FACTOR = 4.500 MIN CTY SEISMIC ZONE = 3 I FACTOR = 1.000 Na LATERAL FACTOR" = 1.000 STORY DRIFT LIMIT = _ 0.025 SOIL PROFILE _ "D OMEGAO DEFLECT AMPLIF FACTOR = 2.800 Nv FACTOR = 1.000 Ct FACTOR = 0.035 T FACTOR = 0.230 Ca FACTOR = 0.360 Cv FACTOR - 0.540 p FACTOR = 1.000 NET SEISMIC FACTOR = 0.200 • F R A M E D E S I G N - L O A D C O M B I N A T I O N S DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 8 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----- SYSTEM FRAME # 1 --------------------- DESCRIPTION ---------- ---- EWDS ------ ---- 40'-0" ---------- 12'-4" ---------- 20 ----- PSF 80 MPH -------------- UBC ---------- 97 1.000 TO 12 -------------------------------- LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE STR LAT LONG CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + LL 1.000 N N N Std Des 100.00 DL 100.00 LL 2 DL + WLL 1.333 N N N Std Des 100.00 DL 100.00 WLL 3 DL + WLR 1.333 N N N Std Des 100.00 DL 100.00 WLR 4 DL + EQL/1.4 1.333 N N N Std Des 100.00 DL 72.00 EQ 5 DL + EQR/1.4 1.333 N N N Std Des 100.00 DL -72.00 EQ 6 PDL+0.70PL+2.80EQL 1.700 Y N N Axial C 100.00 DL 70.00 LL 280.00 EQ 7 PDL+0.70PL+2.80EQR - 1.700 Y N N Axial C 100.00 DL 70.00 LL -280.00 EQ 8 0.85PDL + 2.80EQL 1.700 Y N N Axial T 85.00 DL 280.00 EQ 9 0.85PDL + 2.80EQR 1.700 Y N N Axial T 85.00 DL -280.00 EQ 10 DL +2.80EQL 1.700 Y N N Conns 100.00 DL 280.00 EQ 11 DL +2.80EQR 1.700 Y N N Conns 100.00 DL -280.00 EQ 12 DL + EWP 1.333 N N N Std Des- 100.00 DL 100.00 EWP 13 DL + EWS 1.333 N N N Std Des 100.00 DL 100.00 EWS 14 ERKL 1.333 N N N Std Des 100.00 EQL •F R A M E D E S I G N - A P P L I E D L O A D S DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 9 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION DL 2 2 - 3 UNIF 0.00 20.00 0.000 K/FT -0.023 K/FT 0.000 K/FT DL 4 5 - 3 'UNIF 20.00 40.00 0.000 K/FT -0.023 K/FT 0.000 K/FT LOAD CASE (LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION LL 2 2 - 3 UNIF 0.00 20.00 0.000 K/FT -0.164 K/FT 0.000 K/FT LL 4 5 - 3 UNIF 20.00 40.00 0.000 K/FT -0.164 K/FT 0.000 K/FT LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION WLL 1 1 - 2 UNIF 0.00 12.00 0.082 K/FT 0.000 K/FT 0.000 K/FT WLL 2 2 - 3 UNIF 0.00 20.00 -0.072 K/FT 0.072 K/FT 0.000 K/FT WLL 4 5 - 3 UNIF 20.00 40.00 0.072 K/FT 0.072 K/FT 0.000 K/FT WLL 5 6 - 5 UNIF 0.00 12.00 0.051 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION WLR 1 1 - 2 UNIF 0.00 12.00 -0.051 K/FT 0.000 K/FT 0.000 K/FT WLR 2 2 - 3 UNIF 0.00 20.00 -0.072 K/FT 0.072 K/FT 0.000 K/FT WLR 4 5 - 3 UNIF 20.00 40.00 0.072 K/FT 0.072 K/FT 0.000 K/FT WLR 5 6 - 5 UNIF 0.00 12.00 -0.082 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION EQ 1 1 - 2 UNIF 0.00 12.00 0.002 K/FT 0.000 K/FT 0.000 K/FT EQ 2 2 - 3 CONC 0.00 0.173 KIP 0.000 KIP 0.000 IN-K Outside flange EQ 4 5 - 3 CONC 40.00 0.173 KIP 0.000 KIP 0.000 IN-K Outside flange EQ 5 6 - 5 UNIF 0.00 12.00 0.002 K/FT 0.000 K/FT 0.000 K/FT F R A M E D E S I G N - A P P L I E D L O A D S DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 10 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1- ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 LOAD CASE (SLL) MIN SNOW LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION SLL 2 2 - 3 - UNIF 0.00 20.00 0.000 K/FT -0.164 K/FT 0.000 K/FT LOAD CASE (SLR) MIN SNOW LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION SLR 4 5 - 3 UNIF 20.00 40.00 0.000 K/FT -0.164 K/FT 0.000 K/FT LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO - (START -END) TYPE FT FT X Y Z LOCATION EWP 1 1 - 2 UNIF 0.00 12.00' -0.072 K/FT 0.000 K/FT 0.000 K/FT EWP 2 2 - 3 UNIF 0.00 20.00 -0.072 K/FT 0.072 K/FT 0.000 K/FT EWP 3 4 - 3 UNIF 0.00 13.67 0.000 K/FT 0.000 K/FT -0.160 K/FT EWP 4 5 - 3 UNIF 20.00 40.00 0.072 K/FT 0.072 K/FT 0.000 K/FT EWP 5 6 - 5 UNIF 0.00 12.00 0.072 K/FT 0.000 K/FT 0.000 K/FT WPRL 2 2 - 3 CONC 0.00 -3.400 KIP 0.000 KIP 0.000 IN -K Outside flange LOAD CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWS 1 1 - 2 UNIF 0.00 12.00 -0.072 K/FT 0.000 K/FT 0.000 K/FT EWS 2 2 - 3 UNIF 0.00 20.00 -0.072 K/FT 0.072 K/FT 0.000 K/FT EWS 3 4 - 3 UNIF 0.00 13.67 0.000 K/FT 0.000 K/FT 0.140 K/FT EWS 4 5 - 3 UNIF 20.00 40.00 0.072 K/FT 0.072 K/FT 0.000 K/FT EWS 5 6 - 5 UNIF 0.00 12.00 0.072 K/FT 0.000 K/FT 0.000 K/FT WSRL 2 2 - 3 CONC 0.00 -3.400 KIP 0.000 KIP 0.000 IN -K Outside flange LOAD CASE (EQL) SEISMIC RACK LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION ERKL 2 2 - 3 CONC 0.00 -0.700 KIP 0.000 KIP 0.000 IN -K Outside flange MEMBER NO. SECTION NO ANAL SEC PTS. NO. 1 1 2 3 4 MEMBER NO. SECTION NO SECTION NO ANAL SEC PTS. NO. 1 1 2 3 4 5 6 2 7 8 MEMBER NO. SECTION NO ANAL SEC PTS. NO. 1 1 2 3 4 1 1 DIST (FT) 0.00 3.75 7.50 10:46 2 1 2 DIST (FT) 1.58 3.98 8.98 13.98 14.99 15.01 18.98 19.94 3 1 DIST (FT) 0.00 3.75 7.50 11.58 JOINTS 1 - 2 OUTER FLANGE DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12.00, 3.88 12.00 3.88 JOINTS 2 - 3 OUTER FLANGE OUTER FLANGE DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 15.95 4.35 16.90 4.47 JOINTS 4 - 3 CEE SECTION DEPTH F R A M E D E S I G N - S E C T I O N P R O P E R T I E S 1.38 12.00 DATE: 04/11/01 12.00 1.38 12.00 1.38 RTI CADDS TIME: 08:24 AM ----------------------------------------------------------------------------------------------------------------------------------- WRTO WRTI WDAFO WDAFI H/T PAGE:F 11 ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP' - Visalia 101.51 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 1.33 DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC ' 97 1.000 TO 12 101.51 MEMBER NO. SECTION NO ANAL SEC PTS. NO. 1 1 2 3 4 MEMBER NO. SECTION NO SECTION NO ANAL SEC PTS. NO. 1 1 2 3 4 5 6 2 7 8 MEMBER NO. SECTION NO ANAL SEC PTS. NO. 1 1 2 3 4 1 1 DIST (FT) 0.00 3.75 7.50 10:46 2 1 2 DIST (FT) 1.58 3.98 8.98 13.98 14.99 15.01 18.98 19.94 3 1 DIST (FT) 0.00 3.75 7.50 11.58 JOINTS 1 - 2 OUTER FLANGE DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12.00, 3.88 12.00 3.88 JOINTS 2 - 3 OUTER FLANGE OUTER FLANGE DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 15.95 4.35 16.90 4.47 JOINTS 4 - 3 CEE SECTION DEPTH AREA (IN) (IN2) 12.00 1.38 12.00 1.38 12.00 1.38 12.00 1.38 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 101.51 5.21• 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 101.51 5.21 1.33 1-.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 101.51 5.21 1.33 1.33 5.11. 1.16 1.33 1.33 9.60 9.60 95.83 2.97 2.97 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 101.51 5.21 1.33 1.33 5.37 1.16 1.33 1.33 9.60 9.60 95.83 3.99 2.40 101.51 5.21 1.33 1.33 5.37 1.16 1.33 1.33 9.60 9.60 95.83 5.01 10.03 101.51 5.21 1.33 1.33 5.37 1.16 1.33 1.33 9.60 9.60 95.83 5.01 10.03 101.51 5.21 1.33 1.33 5.37 1.16 1.33 1.33 9.60 9.60 95.83 5.01 10.03 101.51 5.21 1.33 1.33 5.37 1.13 1.31 1.31 10.86 10.86 95.83 5.01 5.01 101.60 5.21 1.33 1.33 5.37 1.13 1.31 1.31 10.86 10.86 95.87 5.01 5.01 190.92 5.21 1.29 1.29 5.37 1.13 1.31 1.31 10.86 10.86 128.74 5.01 5.01 217.40 5.21 1.28 1.28 5.37 1.09 1.29 1.29 13.14 13.14 136.67 1.92 1.92 12.OP.067S IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 29.11 2.31 4.59 1.29 177.10 7.50 7.50 29.11 2.31 4.59 1.29 177.10 7.50 7.50 29.11 2.31 4.59 1.29 177.10 7.50 7.50 29.11 2.31 4.59 1.29 177.10 4.09 4.09 • F R A M E D E S I G N - S E C T I O N P R O P E R T I E S DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F .12 --------------------------------- ORDER # 072101 -------------------------------------------------------------------------------------------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ---------------------------------------------------------------------------------------------------------------------=------------- # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 MEMBER NO. 4 JOINTS 5 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 SECTION NO. 2 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI 1 WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN)- (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 1.58 12.00, 3.88 101.51 5.21 1.33 1.33 5.37 1.16 1.33.. 1.33 9.60 9.60 95.83 3.99 2.40 2 3.98 12.00 3.88 101.51 5.21 1.33. 1.33 5.37 1.16 1.33 1.33 9.60 9.60 95.83 5.01 10.03 3 8.98 12.00 3.88 101.51 5.21 1.33 1.33 5.37 1.16 •1.33 1.33 9.60 9.60 95.83 5.01 10.03 4 13.98 12.00 3.88 101.51 5.21 1.33 1.33 5.37 1.16 1.33 1.33 9.60 9.60 95.83 5.01 10.03 5 14.99 12.00 3.88 101.51 5.21 1.33 1.33 5.37 1.13 1.31 1.31 10.86 10.86 95.83 5.01 5.01 6 2 15.01 12.00 3.88 101.60 5.21 1.33 1.33 5.37 -1.13 1.31 1.31 10.86 10.86 95.87 5.01 5.01 7 18.98 15.95 4.35 190.92 5.21 1.29 1.29 5.37 1.13 1.31 1.31 10.86 10.86 128.74 5.01 5.01 8 19.94 16.90 4.47 217.40 5.21 1.28 1.28 5.37 1.09 1.29 1.29 13.14 13.14. 136.67 1.92 1.92 MEMBER NO. 5 JOINTS 6 - 5 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X,0.250 ANAL SEC DIST DEPTH AREA IX IY� RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI- PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 2 3.75 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 3 7.50 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 4 10.46 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 2.97 2.97 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 13 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) ' (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 COLUMN 1 - 2 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 2.00 0.00 31.94 31.47 33.00 -1.99 17.38 0.97 0.77 1.75 0.02 0.00 0.00 0.02 1 12 2 12.00 3.88 16.92 16.92 0.64 -77.37 43.99 43.99 41.94 -1.72 17.38 0.97 1.00 1.75 0.00 0.10 0.11 0.11 12 12 3 12.00 3.88 16.67 16.67• 0.59 -154.75 43.99 43.99 41.94 -1.72 17.38 0.97 1.00 1.75 0.00 0.23 0.22 • 0.23 12 12 4* 12.00 3.88 16.92 16.92 0.54 -200.53 43.99 43.99 42.57 _ -1.29 17.38 0.97 1.00 1.12 0.00 0.27 0.28- 0.28 12 12 ROOF BEAM 2 - 3 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 -2.23 -220.71 43.99 43.99 42.57 1.45 13.04 0.97 1.00 1.05 0.01 0.30 0.31 0.31 12 1 2 12.00 3.88 16.67 16.67 -2.24 -198.53 43.99 43.99 33.48 1.45 13.04 0.97 1.00 1.41 0.01 0.29 0.36 0.36 12 1 3 12.00 3.88 - 16.92 16.67 -2.26 -140.80 43.99 43.99 33.48 1.14 17.38 0.97 1.00 1.41 0.01 0.21 0.25 0.25 12 12 4 12.00 3.88 16.67 16.67 -2.27 -72.19 43.99 43.99 33.48 -1.42 13.04 0.97 1.00 1.41 0.01 0.11 0.13 0.13 12 1 5* 12.00 3.88 16.92 16.92 -2.27 -56.06 43.99 43.99 42.57 -1.43 13.04 0.97 1.00 1.78 0.01 0.08 0.08 0.09 12 1 6* 12.00 3.88 16.93 16.93 -2.32 .-55.91 43.99 43.99 42.57 -1.42 13.03 0.97 1.00 1.78 0.01 0.08 0.08 0.09 12 1 7 15.95 4.35 23.55 23.55 0.21 -67.95 33.00 33.00 31.18 -2.13 9.60 0.94 1.00 2.06 0.00 0.09 0.09 0.09 1 1 8* 16.90 4.47 25.73 25.73 0.18 -92.64 33.00 33.00 31.02 -2.15 9.03 0.94 1.00 1.14 0.00 0.11 0.12 0.12 1 1 COLUMN 4 - •3 Rotated 90 degrees AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 1.38 4.85 4.85 4.34 0.00 15.41 27.79 27.79 0.37 2.98 1.00 0.20 0.00 0.00 0.35 1 12 2 12.00 1.38 4.85 4.85 4.34 0.00 12.65 24.88 24.88 0.37 2.98 1.42 0.25 0.00 0.00 0.45 1 12 3 12.00 1.38 4.85 4.85 4.32 0.00 12.65 24.88 24.88 -0.72 2.98 1.00 0.25 0.00 0.00 0.45 1 12 4* 12.00 1.38 4.85 4.85 4.30 0.00 14.47 26.94 26.94 -0.72 2.98 1.42 0.21 0.00 0.00 0.38 1 12 • • F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 14 --------------------------------------------------7-------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 1 DESCRIPTION EWDS. 40'-0" 12'=4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ROOF BEAM 5 - 3' + AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB 'CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 -2.40 230.43 43.99 42.57 43.99 1.45 13.04 0.97 1.00 1.08 0.01 0.32 0.31 0.32 12 1 2 12.00 3.88 16.67 16.67 -2.41 193.80 43.99 42.57 43.99 1.45 13.04 0.97 1.00 1.18 0.01•• 0.27 0.29 0.30 12 1 3 12.00 3.88 16.92 16.67 -2.43 128.79 43.99 42.57 43.99 -1.08 17.38 0.97 1.00 1.18 0.01 0.18 0.17 0.19 12 12 4 12.00 3.88 16.67 16.67 -2.44 74.65 43.99 42.57 43.99 -1.42 13.04 0.97 1.00 1.24 0.01 0.11 0.11 0.12 12 1 5* 12.00 3.88 16.92 16.92 -2.44 65.80 43.99 42.5743.99 -1.43 13.04 0.97 1.00,1.42 0.01 0.09 0.09 0.10 12 1 6* 12.00 3.88 16.93 16.93 -2.41 65.71 43.99 42.57 43.99 -1.42 13.03 0.97 1.00 1.42'0.01 0.09 0.09 0.10 12 1 7 15.95 4.35 23.55 23.55 0.21 -67.95 33.00 33.00 31.18 -2.13 9.60 0.94 1.00 2.06 0.00 0.09 0.09 0.09 1 1 8* 16.90 4.47 25.73 25.73 0.18 -92.64 33.00 33.00 31.02 -2.15 9.03 0.94 1.00 1.14 0.00 0.11 0.12 0.12 1 1 COLUMN 6 - 5 - AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 2.00 0.00 31.94 31.47 33.00 1.68 17.38 0.97 1.00 1.75 0.02 0.00 0.00 0.02 1 12 2 12.00 3.88 16.92 16.92 -1.46 75.63 43.99 41.94 43.99 1.68 17.38 0.97 1.00 1.75 0.01 0.11 0.10 0.11 12 12 3 12.00 3.88 16.67 16.67 -1.51 151.25 43.99 41.94 43.99 2.11 17.38 0.97 1.00 1.75 0.01 0.22 0.22 0.23 12 12 4* 12.00 3.88 16.92 16.92 -1.56 226.39 43.99 42.57 43.99 2.11 17.38 0.97 1.00 1.18 0.01 0.31 0.30 0.31 12 12 F R A M E D E S'I G N - W E L D S U M M A R Y DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 15 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR•CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia .(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 PART WEB WEB FLG-TO-WEB FILLET ALLOW CONTROLLING NO. SECT THK STRESS SIZE SHEAR MEMB ANAL LOAD (IN) (KIPS/IN) (KIPS/IN) NO. PT COND OV85986 1, 0.120 0.115 1/8 2.620 5 3 12 OV85988 1 0.120 0.105 1/8 2.620 2 1 1 OV85990 1 0.120 0.110 1/8 2.620 4 7 1 OV85992 1 0.000 0.000 0/32 0.000 0 0 0 OV85992 MILL -SECTION OR C -SECT: -NO FLANGE TO WEB WELD REQUIRED. THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS F I N A L •F R A M E D E S I G N - SPLI CE SUMMARY DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 16 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE LOCATION MEMBER ANALYSIS CONTROLLING AXIAL SHEAR MOMENT NO TYPE MOD SEQ NO. PT. LOAD COMBINATION KIPS KIPS IN -KIPS O1 COLUMN 00 1 1 1 DL + WLL -0.48 0.92 0.00 DL + WLL -0.48 0.92 0.00 02 2 4 DL + WLL -0.62 0.12 59.97 DL + EWS 0.54 -1.29 -200.53 03 COLUMN O1 1 - 3 1 DL + WLL -0.66 0.00 0.00 DL + WLL -0.66 0.00 0.00 04 2 4 DL + WLL -0.71 0.00 0.00 DL + WLL -0.71 0.00 0.00 05 COLUMN 02 1 5 1 DL + EWS -1.41 1.68 0.00 DL + EWS -1.41 1.68 0.00 06 2 4 DL + EWS -1.56 2.11 226.39 DL +2.80EQL 0.66 -0.55 -71.47 07 BEAM O1 1 2 5 DL + WLL -0.04 0.02 15.39 DL + EWS -2.27 '1.32 -56.06 08 BEAM O1 1 4 5 DL + EWS -2.44 -0.73 65.80 DL + WLL 0.00 0.51 -14.90 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS F R A M E D E S I G N - R E A C T I O N S DATE: 04/11/01 CADDS TIME: 08:24 AM - PAGE:F 17 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 POSITIVE REACTION DIRECTION H KIPS Horizontal Force to Right V 2-------3-------5 V KIPS Vertical Force Up Z KIPS Horizontal Out of Plane +---H / 1 4 .6 Z - No. Loading Combination 1H 1V 3Z 4V 4Z 6H 6V Sum H Sum V Sum Z 1 DL + LL 0.27 2.00 0.00 4.34 0.00 -0.27 2.00 0.00 8.33 0.00 2 DL + WLL -0.92 -0.48 0.00 -0.66 0.00 -0.67 0.03 -1.60 -1.11 0.00 3 DL + WLR 0.67 0.03 0.00 -0.66 0.00 0.92 -0.48 1.60 -1.11 0.00 4 DL + EQL/1.4 -0.09 0.36 0.00 0.88 0.00 -0.19 0.52 -0.28 1.77 0.00 5 DL + EQR/1.4 0.19 0.52 0.00 0.88 0.00 0.09 0.36 0.28 1.77 0.00 6 PDL+0.70PL+2.80EQL not applicable 7 PDL+0.70PL+2.80EQR not applicable 8 0.85PDL + 2.80EQL not applicable 9 0.85PDL + 2.80EQR not applicable 10 DL +2.80EQL not applicable 11 DL +2.80EQR not applicable 12 DL + EWP 1.99 0.64 1.22 -0.33 0.97 1.41 -1.41 3.40 -1.11 2.19 13 DL + EWS 1.99 0.64 -1.06 -0.33 -0.85 1.41 -1.41 3.40 -1.11 -1.91 14 ERKL 0.34 0.19 0.00 0.04 0.00 0.36 -0.23 0.70 0.00 0.00 ID Load Case 1H 1V 3Z 4V 4Z 6H 6V Sum H Sum V Sum Z DL DEAD LOAD 0.05 0.44 0.00 0.88 0.00 -0.05 0.44 0.00 1.77 0.00 LL LIVE LOAD 0.22 1.55 0.00 3.45 0.00 -0.22 1.55 0.00 6.56 0.00 WLL WIND LOAD LEFT -0.97 -0.92 0.00 -1.54 0.00 -0.62 -0.42 -1.60 -2.88 0.00 WLR WIND LOAD RIGHT 0.62 -0.42 0.00 -1.54 0.00 0.97 -0.92 1.60 -2.88 0.00 EQ SEISMIC LOAD -0.20 -0.11 0.00 0.00 0.00 -0.20 0.11 -0.39 0.00 0.00 SLL MIN SNOW LOAD LEFT 0.11 1.65 0.00 1.73 0.00 -0.11 -0.10 0.00 3.28 0.00 SLR MIN SNOW LOAD RIGHT 0.11 -0.10 0.00 1.73 0.00 -0.11 1.65 0.00 3.28 0.00 EWP EW WIND PRESSURE 1.94 0.19 1.22 -1.22 0.97 1.46 -1.86 3.40 -2.88 2.19 EWS EW WIND SUCTION 1.94 0.19 -1.06 -1.22 -0.85 1.46 -1.86 3.40 -2.88 -1.91 EQL SEISMIC RACK LOAD 0.34 0.19 0.00 0.04 0.00 0.36 -0.23 0.70 0.00 0.00 • .F I N A L FRAME DESIGN - S T R E S S S U M M A R Y DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 18 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) .(WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- MEMBER NO. 1 JOINT 1 - 2 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. - (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 10.47 55. 3 3.75 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.282 12 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- --------------SHEAR----------- -- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO .GOND 1 0.54 -200.53 0.14 -11.85 -11.85 43.99 43.99 42.57 -1.99 17.38 0.114 12 MEMBER NO. 2 JOINT 2 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. 1 15.00 55. 4 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 2 5.00 55. 2 3.98 FT 12.00 IN 16.96 IN 5.000 X .250 .120 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 -2.24 -198.53 -0.58 -12.93 -11.91 43.99 43.99 33.48 2 0.18 -92.64 0.04 -3.60 -3.60 33.00 33.00 31.02 MEMBEK•ivO. -_JOINT 4 - 3 Rotated 90 degrees ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WE'R NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. 1 11.59 60. 3 4.08 FT 12.00 IN 12.00 IN 12.OP.067S CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 4.34 0.00 4.34 0.00 0.00 12.65 24.88 24.88 COMB. STRESS LOAD INNER FL.. RATIO GOND 5.000 X .250 0.356 12 5.000 X .250 0.117 1 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO GOND 1.45 13.04 0.112 1 -2.15 9.03 0.238 1 COMB. STRESS LOAD INNER FL. .=.D COND 0.453 1 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO GOND -0.72 2.98 0.243 12 FINAL FRAME DESIGN - S T R E S S S U M M A R Y DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 19 -------------------------------------------------------------------------------------------------------------------------=--------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (W.IND) (CODE/YEAR) (SLOPE), DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 -----------------------------------------=----------------------------------------------------------------------------------------- MEMBER NO. 4 JOINT 5 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 15.00 55. 4 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.324 12 2 5.00 55. 2 3.98 FT 12.00 IN 16.96 IN 5.000 X .250 .120 5.000 X .250 0.117 1• CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN-KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO GOND 1 -2.40 230.43 -0.62 13.62 13.62 43.99 42.57 43.99 1.45 13.04 0.112 1 2 0.18 -92.64 0.04 -3.60 -3.60 33.00 33.00 31.02 -2.15 9.03 0.238 1 MEMBER NO. 5 JOINT 6 - 5 ------------------------------ ---- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO GOND 1 10.47 55. 3 3.75 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.314 12 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN-KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO GOND 1 -1.56 226.39 -0.40 13.38 13.38 43.99 42.57 43.99 2.11 17.38 0.122 12 - ._. _ _ _ - .. i... .�•��ry „ate.. -,. .. FRAME DES IGN - J O I N T D E F L E C T I O N S DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 20 -------------------------------------------------------------------------------------------------------------------------=--------- ORDER # 072101 BUILDER -NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) ('SLOPE) DESIGN SYSTEM FRAME # 1 -------------------------------------------------------------------------------------------------------------------------,---------- DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 POSITIVE DEFLECTION DIRECTION _ H INCHES Horiz. Deflection to Right V 2-------3-------5 V INCHES Vertical Deflection Up +---H I - 1 4 6 _ z No. Loading Combination Cd _ 2H 2V 3H 3V 5H- -5V 1 DL + LL N 0.000 -0.002 0.000 -0.016 0.000 -0.002 2 DL + WLL N 0.319 0.001 0.319 0.002 0.319 0.000 3 DL + WLR N -0.319 0.000 -0.319 0.002 -0.319 0.001 4 DL + EQL/1.4 N 0.095 0.000 0.096 -0.003 0.096 -0.001 5 DL + EQR/1.4 N -0.096 �-0.001 -0.096 -0.003 -0.095 0.000 12 DL + EWP N -1.213 -0.001 -1.209 0.001 -1.204 0.002 13 DL + EWS N -1.213 -0.001 -1.209 0.001 -1.204 0.002 14 ERKL N -0.250 0.000 -0.249 0.000 -0.248 0.000 FRAME DES IGN - M E M B E R D E F L E C T I O N S DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 21 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-3.45-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 _ POSITIVE DEFLECTION DIRECTION H INCHES Horizontal to the Right V +---2---+---4---+ V INCHES Vertical Up +---H 1 3 5 Z MAXIMUM MEMBER DEFLECTIONS MEMBER 1H MEMBER 2V MEMBER 3H MEMBER 4V MEMBER 5H No. Loading Combination PT DEFL PT DEFL PT DEFL PT DEFL PT DEFL 1 DL + LL 3 -0.012 3 -0.051 5 0.000 3 -0.051 3 0.012 2 DL + WLL 5 0.319 3 -0.054 5 0.319 3 0.073 5 0.319 3 DL + WLR 5 -0.319 3 0.073 5 -0.319 3 -0.054 5 -0.319 4 DL + EQL/1.4 5 0.095 3 -0.029 5 0.096 3 0.011 5 0.096 5 DL + EQR/1.4 5 -0.096 3 0.011 5 -0.096 3 -0.029 5 -0.095 12 DL + EWP 5 -1.213 3 0.260 5 -1.209 3 -0.252 5 -1.204 13 DL + EWS 5 -1.213 3 0.260 5 -1.209 3 -0.252 5 -1.204 14 ERKL 5 -0.250 3 -0.052 5 -0.249 3 -0.053 5 -0.248 1 2 S FINAL FRAME DES I G N' - F R A M E L A Y O U T DATE: 04/11/01 CADDS TIME: 08:24 AM ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 LEFT SIDE RIGHT SIDE SLOPE (P/12.) = 1.000 SLOPE (P/12.) = 1.000 DIST. TO RIDGE = 20.000 FT. DIST. TO RIDGE = 20.000 FT. COLUMN OFFSET = 8.000 IN. COLUMN OFFSET = 8.000 IN. GIRT DEPTH = 8.000 IN. GIRT DEPTH = 8.000 IN. PURLIN DEPTH = 8.000 IN. (PURLIN UNINSULATED) PURLIN DEPTH = 8.000 IN. SPAN WIDTHS - (LEFT TO _RIGHT) SPAN 1 = 20.000 FT. SPAN 2 = 20.000 FT. -R- OV85988 OV85990 OV85988 0 0 0 V V V 8 8 8 5 5 5 9• 9 9 8 9 8 6 2 6 1 2 • • EAVE HEIGHT = FRAME HEIGHT = COL. CLEAR HT., _ SLOPE (P/12.) _ SW R -BEAM OFFSET = DIST. TO RIDGE _ COLUMN OFFSET = GIRT DEPTH = PURLIN DEPTH = LEFT SIDE RIGHT SIDE 12.002 F RAM E D E S I G N - G E N E R A L I N F O R MAT I O N FT. 11.333 DATE: 04/11/01 10.497 FT. 10.497 FT. 1.000 CADDS TIME: 08:24 AM FT 0.125 IN. 0.125 - PAGE:F 23 -------------------------------------------- ORDER # 072101 ------------------------------------------------------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 ------------------------- BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia IN. (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 4 DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 5 EAVE HEIGHT = FRAME HEIGHT = COL. CLEAR HT., _ SLOPE (P/12.) _ SW R -BEAM OFFSET = DIST. TO RIDGE _ COLUMN OFFSET = GIRT DEPTH = PURLIN DEPTH = LEFT SIDE RIGHT SIDE 12.002 FT. 12.002 FT. 11.333 FT. 11.333 FT. 10.497 FT. 10.497 FT. 1.000 NUMBER 1.000 FT 0.125 IN. 0.125 IN. 20.000 FT. 20.000 FT. 8.000 IN. 8.000 IN. 8.000 IN. 8.000 IN. 8.000 IN. 8.000 IN. (PURLIN UNINSULATED) 0 --------------------- JOINT DATA --------------------- MOM. RELEASE K VALUES NUMBER JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM NUMBER FT FT X 'Y MZ Z MX 1 1.000 0.000 1 1 0 1 0 2 1.348 10.944 0 0 0 1 0 3 20.000 12.498 0 0 0 0 0 4 38.652 10.944 0 0 0 1 0 5 39.000 0.000 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) SPAN NO. WIDTH MISCELLANEOUS PROPERTIES 1 = 40.000 FT MODULUS OF ELASTICITY = 29000 KSI CMX = 0.850 CMX(stepped column/no-wind) = 0.950 CMY(pinned in minor axis) = 0.600 CMY(fixed in minor axis) = 0.400 ## P Delta Analysis ## ----- MEMBER DATA ---- MEMBER MOM. RELEASE K VALUES NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 1- 2 0 0 1.50 1.00 2 2- 3 0 0 1.50 1.00 3 4- 3 0 0 1.50 1.00 4 5- 4 0 0 1.50 1.00 ( 1 = RELEASE 0 = NO RELEASE ) F R A M E D E S I G N - S E C O N D A R Y / B R A C E L O C A T I O N S DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 24 -------------------------=---------------------------------------------------------------=----------------------------------=------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 -PROD NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 --------------------------------------------------------- ------------------------------------------------------------------------- DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low sidewall in FEET. O FL Outside flange only braced ID - B Base, G Girt, P Purlin, E,Eave strut, O Other, .O-IF Outside and Inside flange braced L Landmark 2000 truss purlin. O-SF Outside braced and inside Single flange brace MAJOR - Major axis brace point indicator. ( YES or NO ) NOTE: BRACE FORCE is the required support force (in kips).perpendicular to the flange COLUMN 1- 2 BRACE COLUMN 5- 4 BRACE ROOFBEAM 2- 3 BRACE ROOFBEAM 4- 3 BRACE DIST ID BRACE -MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE 0.00 B 'O-IF YES 0.00 B O-IF YES 0.00 0.00 E O FL 0.00 0.00 E O FL 7.50 G O FL NO 7.50 G O FL NO 3.98 3.98 P O-SF 3.98 3.98 P O-SF 10.50 O O-IF YES 10.50 O O-IF YES 8.98 8.98 P O FL 8.98 8.98 P O FL 12.00 E O FL NO 12.00 E O FL NO 13.98 13.98 P O-SF 13.98 13.98 P O-SF 18.98 18.98 P O-SF 18.98 18.98 P O-SF • GENERAL .In general, forces and coordinates follow the right hand rule. 'The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the ,global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). F R A M E D E S I G N - C O N V E N T I O N S DATE: 04/11/01 CADDS TIME: 08:24 AM = PAGE:F 25 --------------------------------- ORDER # 072101 -------------------------------------------------------------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER ------------------- # 01-23 BLDR ACCOUNT # ------------ 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 GENERAL .In general, forces and coordinates follow the right hand rule. 'The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the ,global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). APPLIED LOADINGS. BUILDING CODE = UBC - F R A M E D E S I G N - L O A D S U M M A R Y PSF + FRAME DL DATE: 04/11/01 (CLL) = 0.000 PSF ROOF LIVE LOAD CADDS TIME: 08:24'AM PSF PAGE:F 26 ------------------------------------------------------ ORDER # 072101 BUILDER - ----------------------------------------------------------------------------- NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" --------------------------------------------------------------------=-------------------------------------------------------------- 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 GENERAL BUILDING INFORMATION DESIGN'BAY = 20.000 FT. TOTAL BUILDING LENGTH = 40.000 FT. PANELS TYPE DESCRIPTION WEIGHT LEFT SIDEWALL SHWAL . 26STL 1.12 PSF ROOF , - BRII 28STL 2.22 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL SHWAL 26STL 1.12 PSF BUILDING USE AND LOCATION STATE = CALIFORNIA COUNTY = BUTTE (INLAND) USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP = B APPLIED LOADINGS. BUILDING CODE = UBC - 1997 DEAD LOAD (DL ) = 2.220 PSF + FRAME DL COLLATERAL LOAD (CLL) = 0.000 PSF ROOF LIVE LOAD (LL ) = 20.000 PSF Roof Exposure Thermal Condition COEFFICIENTS LEFT ROOF RIGHT ROOF = Fully Exposed Roof = Normal TRIBUTARY LOAD FACTOR 60.00% 60.00% MIN COUNTY GROUND SNOW LOAD MIN County Rain on Snow LOAD NET ROOF LOAD COEFF (PSF) 1.25 15.00 1.25 15.00 = 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR = 0.0 PSF UNBALANCED SNOW LOADS (SLL), (SLR) ROOF LIVE LOAD (LL ) = 20.000 PSF (WLL) COEFFICIENTS 1.000(PRESSURE) LEFT ROOF -0.875(SUCTION ) RIGHT ROOF F R A M E D E S I G N - L O A D S U M M A R Y COEFF (PSF). DATE: 04/11/01 60.009. 1.25 15.00 RIGHT ROOF 60.00% 1.25 CADDS TIME: 08:24 AM PAGE:F 27 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER = NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH)• (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 'DESIGN SYSTEM FRAME ---------------------- # 2 DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------ 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 UNBALANCED SNOW LOADS (SLL), (SLR) ROOF LIVE LOAD (LL ) = 20.000 PSF (WLL) COEFFICIENTS 1.000(PRESSURE) LEFT ROOF -0.875(SUCTION ) RIGHT ROOF TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF). LEFT ROOF 60.009. 1.25 15.00 RIGHT ROOF 60.00% 1.25 15.00 WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE COEFFICIENTS = 80.000 MPH ( 10.000 PSF) = 80.000 MPH ( 10.000 PSF) = 80.000 MPH ( 10.000 PSF) = 1 = ENCLOSED SIDEWALL CANOPY/OVERHANG-1.500(SUCTION MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT (WLR) -0.625(SUCTION ) -0.875(SUCTION ) -0.875(SUCTION ) 1.000(PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -0.875(SUCTION ) -1.500(SUCTION ) INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 WIND FROM LEFT (WLL) LEFT SIDEWALL 1.000(PRESSURE) LEFT ROOF -0.875(SUCTION ) RIGHT ROOF -0.875(SUCTION ) RIGHT SIDEWALL -0.625(SUCTION ) ENDWALL WIND PRESURE (EWP) SIDEWALLS -0.700(SUCTION ) ROOF -0.875(SUCTION ) SIDEWALL CANOPY/OVERHANG-1.500(SUCTION MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT (WLR) -0.625(SUCTION ) -0.875(SUCTION ) -0.875(SUCTION ) 1.000(PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -0.875(SUCTION ) -1.500(SUCTION ) INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 F R A M E D E S I G N -. L O A D S U M M A R Y DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 28 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY•READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia, - (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION ----------------------------------------------------------------------------------------------------------------------------------- LRF 40'-0" 12'-4" -20 PSF 80 MPH UBC 97 1.000 TO 12 SEISMIC LOADS (EQ ) PERCENT_ SNOW LOAD = 0.000% Seismic W - LEFT ROOF = 4.220 PSF Seismic W - RIGHT ROOF = 4.220 PSF SEISMIC ZONE = 3 R FACTOR = 4.500 MIN CTY SEISMIC ZONE = 3 I FACTOR - 1.000 Na LATERAL FACTOR = 1.000 STORY DRIFT LIMIT = 0.025 SOIL PROFILE = D P DELTA LIMIT = 0.100 Nv FACTOR = 1.000 OMEGAO DEFLECT AMPLIF FACTOR = 2.800 Ct FACTOR = 0.035 T FACTOR = 0.230 Ca FACTOR = 0.360 Cv FACTOR = 0.540 p FACTOR = 1.000 NET SEISMIC FACTOR = 0.200 Maximum P Delta Stability Coefficient = 0.01, Associated Load Combination 04 • F R A M E D E S I G N - L O A D C O M B I N A T I O N S DATE: 04/11/01 CADDS TIME: ---------------------------------------------------------------------------------------------------------------------------7------- 08:24 AM _ PAGE:F 29 ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 -------------------------------------------------------------------------------------------------------------------------------=--- DESCRIPTION LRF .40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE STR LAT LONG CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + LL 1.000 N N N Std Des 100.00 DL 100.00 LL .2 DL + WLL 1.333 N N N Std Des 100.00 DL 100.00 WLL 3 DL + WLR 1.333 N N N Std Des 100:00 DL 100.00 WLR 4 DL + EQL/1.4 1.333 N Y N Std Des 100.00 DL 72.00 EQ 5 DL + EQR/1.4 1.333 N Y- N Std Des 100.00 DL • -72.00 EQ _ 6 PDL+0.70PL+2.80EQL 1.700 Y N N Axial C 100.00 DL 70.00 LL 280.00 EQ 7 PDL+0.70PL+2.80EQR 1.700 Y N N Axial C 100.00 DL 70.00 LL -280.00 EQ 8 0.85PDL + 2.80EQL 1.700 Y N N Axial T 85.00 DL 280.00 EQ 9 0.85PDL + 2.80EQR 1.700 Y N N Axial T 85.00 DL -280.00 EQ 10 DL +2.80EQL 1.700 Y N N Conns 100.00 DL 280.00 EQ 11 DL +2.80EQR 1.700 Y- N N Conns 100.00 DL -280.00 EQ 12 DL + EWP 1.333 N N N Std Des 100.00 DL 100.00 EWP 13 ERKL 1.333 N N N Std Des 100.00 EQL F R A M E D E S I G N - A P P L I E D L O A D S DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F• 30 ----------------------------------------------------------------------------------=------------------------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 • ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y _ Z LOCATION DL 2 2 - 3 UNIF 0.00 20.00 0.000 K/FT -0.056 K/FT 0.000 K/FT DL 3' 4 - 3 UNIF 20.00 40.00 0.000 K/FT -0.056 K/FT 0.000 K/FT LOAD CASE (LL ) LIVE LOAD M LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION LL 2 2 - 3 UNIF 0.00 20.00 0.000 K/FT -0.300 K/FT 0.000 K/FT LL 3 4 - 3 UNIF 20.00 40.00 0.000 K/FT -0.300 K/FT 0.000 K/FT LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION WLL 1 1 - 2 UNIF 0.00 12.00 0.200 K/FT 0.000 K/FT 0.000 K/FT WLL 2 2 - 3 UNIF 0.00 20.00 -0.175 K/FT 0.175 K/FT 0.000 K/FT WLL 3 4 - 3 UNIF 20.00 40.00 0.175 K/FT 0.175 K/FT 0.000 K/FT WLL 4 5 - 4 UNIF 0.00 12.00 0.125 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION WLR 1 1 - 2 UNIF 0.00 12.00 -0.125 K/FT 0.000 K/FT 0.000 K/FT WLR 2 2 - 3 UNIF 0.00 20.00 -0.175 K/FT 0.175 K/FT 0.000 K/FT WLR 3 4 - 3 UNIF 20.00 40.00 0.175 K/FT 0.175 K/FT 0.000 K/FT WLR 4 5 - 4 UNIF 0.00 12.00 -0.200 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION EQ 1 1 - 2 UNIF 0.00 12.00 0.004 K/FT 0.000 K/FT 0.000 K/FT EQ 2 2 - 3 CONC 0.00 0.338 KIP 0.000 KIP 0.000 IN-K Outside flange EQ 3 4 - 3 CONC 40.00 0.338 KIP 0.000 KIP 0.000 IN-K Outside flange EQ 4 5 - 4 UNIF 0.00 12.00 0.004 K/FT 0.000 K/FT 0.000 K/FT F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 31 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND)• (CODE_ /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 LOAD CASE (SLL) MIN SNOW LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION SLL 2 2 - 3 UNIF 0.00 20.00 0.000 K/FT -0.300 K/FT 0.000 K/FT LOAD CASE (SLR) MIN SNOW LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION SLR 3 4 - 3 UNIF 20.00 40.00 0.000 K/FT -0.300 K/FT 0.000 K/FT LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWP 1 1 - 2 UNIF 0.00 12.00 -0.140 K/FT 0.000 K/FT 0.000 K/FT EWP 2 2 = 3 UNIF 0.00 20.00 -0.175 K/FT 0.175 K/FT 0.000 K/FT EWP 3 4 - 3 UNIF 20.00 40.00 0.175 K/FT 0.175 K/FT 0.000 K/FT EWP 4 5 - 4 UNIF 0.00 12.00 0.140 K/FT 0.000 K/FT 0.000 K/FT WPRL 2 2 - 3 CONC 0.00 -3.400 KIP 0.000 KIP 0.000 IN -K Outside flange LOAD CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWS 1 1 - 2 UNIF 0.00 12.00 -0.140 K/FT 0.000 K/FT 0.000 K/FT EWS 2 2 - 3 UNIF 0.00 20.00 -0.175 K/FT 0.175 K/FT 0.000 K/FT EWS 3 4 - 3 UNIF 20.00 40.00 0.175 K/FT 0.175 K/FT 0.000 K/FT EWS 4 5 - 4 UNIF 0.00 12.00 0.140 K/FT 0.000 K/FT 0.000 K/FT WSRL 2 2 - 3 CONC 0.00 -3.400 KIP 0.000 KIP 0.000 IPI -K Outside flange LOAD CASE (EQL) SEISMIC RACK LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION ERKL 2 2 - 3 CONC 0.00 0.700 KIP 0.000 KIP 0.000 IN -K Outside flange F R A M E D E S I G N - A P P L I E D L O A D S DATE: 04/11/01 < CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 08:24 AM PAGE:F 32 ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 LOAD CASE (PDE) P Delta Unit Story S LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END). TYPE FT FT X Y Z LOCATION C 1 1 1 - 2 CONC, 0.00 -0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 1 '4 1 1 - 2 CONC 10.94 0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C -4 5 - 4 CONC 0.00 -0.500 KIP 0.000'KIP 0.000 IN -K Neutral axis C 4 4 5 - 4 CONC 10.94 0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis F R A M E D E S I G N - S E C T I O N P R O P E'R T I E S DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F .33 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 MEMBER NO. 1 JOINTS 1 - 2 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFIt H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) -(IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 8.00 3.40 41.77 5.21 1.36 1.36 5.10- 1.18 1.34 1.33 8.69 9.60 62.50 7.50 10.50 2 3.75 10.86 3.74 81.46 5.21 1.34. 1.34 5.10 1.18 1.34 1.33 8.69 9.60 86.32 7.50 10.50 3 7.50 13.72 4.09 136.43 5.21 1.31 1.31 5.10 1.18 1.34 1.33 8.69 9.60 '110.13 7.50 10.50 4 10.49 16.00 4.36 192.19 5.21 1..29 1.29. 5.10 1.11 1.30 1.33 11.88 9.60 129.13 3.00 10.50 MEMBER NO. 2 JOINTS 2 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.140 INNER FLANGE = 5.000 X 0.250 ANAL SEC - DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 1.92 12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13 1.31 1.31 9.60 9.60 82.14 4.00 2.07 2 3.98 12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13 1.31 1.31 9.60 9.60 82.14 5.02 10.03 3 8.98 12.00 4.11 104.05 5.21 1.31 1.31 '5.03 1.13 1.31 1.31 9.60 9.60 82.14 5.02 10.03 4 13.98 12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13 1.31 1.31 9.60 9.60 82.14 5.02 10.03 5 18.98 12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13 1.31 1.31 9.60 9.60 82.14 5.02 5.02 6 19.96 12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13 1.31 1.31 9.60 9.60 82.14 1.96 1.96 MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.140 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 1.92 12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13 1.31 1.31 9.60 9.60 82.14 4.00 2.07 2 3.98 12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13 1.31 1.31 9.60 9.60 82.14 •5.02 10.03 3 8.98 12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13 1.31 1.31 9.60 9.60 82.14 5.02 10.03 4 13.98 12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13 1.31 1.31 9.60 9.60 82.14 5.02 10.03 5 18.98 12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13 1.31 1.31 9.60 9.60 82.14 5.02 5.02 6 19.96 12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13 1.31 1.31 9.60 9.60 82.14 1.96 1.96 MEMBER NO. 4 JOINTS 5 - 4 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 F R A M E D E S I G N - S E C T I O N P R O P E R T I E S DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 34 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE '# 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) , (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION ' LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97, 1.000 TO 12 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUB.I PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) .1 1 0..00 8.00 3.40 41.77 5.21 1.36 1.36 5.10 1.18 1.34 1.33 8.69 9.60 62.50 7.50 10.50 2 3.75 10.86 3.74 81.46 5.21 1.34 1.34 5.10 1.18 1.34 . 1.33 8.69 9_.60 86.32 7.50 10.50 3 7.50 13.72 4.09 136.43 5.21 1.31 1.31 5.10 1.18 1.34 1.33 8.69 9.60 110.13 7.50 10.50 4 10.49 16.00 4.36 192.19 5.21 1.29 1.29 5.10 1.11 1.30 1.33 11.88 9.60 129.13 3.00 10.50 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 04/11/01 CADDS TIME: 08:24 --------------------------------------------------------- AM PAGE:F 35 ORDER # 072101 BUILDER - NORTH VALLEY ------------------------------------------------------------------------- READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 •BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------=-------------------------------------------------------------=---------------------- # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 COLUMN 1 - 2 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) .(KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 8.00 3.40 10.44 10.44 7.63 .0.00 33.00 31.54 33.00 -3.22 17.31 1.00 1.00 1.75 0.07 0.00 0.00 0.07 1 1 2 10.86 3.74 15.00 15.00 7.63 -144.87 33.00 33.00 26.49 -3.22 14.54 0.98 1.00 1.75 0.06 0.29 0.36 0.43' 1 1 3 13.72 4.09 19.89 19.58 7.59 -289.81 33.00 33.00 26.49 -3.22 11.28 0.96 1.00 1.75 0.06, 0.48 0.56 0.61 1 1 4* 16.00 4.36 24.03 24.03 7.54 -405.49 33.00 33.00 26.49 -3.22 9.57 0.94 1.00 1.75 0.05 0.51 0.64 0.69 1 1 ROOF BEAM 2 - 3 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 4.11 17.34 17.34 4.00 -387.65 33.00 33.00 32.31 6.36 20.70 0.98 1.00 1.23 0.03 0.68 0.69 0.72 1 1 2 12.00 4.11 17.07 17.07 4.00 -230.48 33.00 33.00 29.40 6.35 20.70 0.98 1.00 2.30 0.03 0.44 0.46 0.49 1 1 3 12.00 4.11 17.34 17.07 -3.62 -150.75 43.99 43.99 26.60 4.73 20.70 0.98 1.00 1.00 0.02 0.22 0.33 0.33 12 1 4 12.00 4.11 17.07 17.07 3.71 227.36 33.00 32.31 33.00 2.89 20.70 0.98 1.001.52 0.03 0.41 0.44 0.44 1 1 5 12.00 4.11 17.07 17.07 3.56 289.32 33.00 32.31 33.00 1.04 20.70 0.98 0.77 1.11 0.03 0.52 0.56 0.55 1 1 6* 12.00 4.11 17.34 17.34 3.45 285.44 33.00 32.31 33.00 1.34 27.60 0.98 1.00 1.01 0.03 0.51 0.50 0.53 1 12 ROOF BEAM 4 - 3 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA' CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 4.11 17.34 17.34 4.00 -387.65 33.00 33.00 32.31 6.35 20.70 0.98 1.00 1.23 0.03 0.68 0.69 0.72 1 1 2 12.00 4.11 17.07 17.07 4.00 -230.49 33.00 33.00 29.40 6.35 20.70 0.98 1.00 2.30 0.03 0.44 0.46 0.49 1 1 3 12.00 4.11 17.34 17.07 -0.90 -97.79 43.99 43.99 31.61 4.73 20.70 0.98 1.00 1.29 0.00 0.14 0.18 0.18 2 1 4 12.00 4.11 17.07 17.07 3.71 227.36 33.00 32.31 33.00 2.89 20.70 0.98 1.00 1.52 0.03 0.41 0.44 0.44 1 1 5 12.00 4.11 17.07 17.07 3.56 289.32 33.00 32.31 33.00 1.04 20.70 0.98 1.00 1.11 0.03 0.52 0.56 0.55 1 1 6* 12.00 4.11 17.34 17.34 3.45 285.44 33.00 32.31 33.00 0.71 27.60 0.98 1.00 1.01 0.03 0.51 0.50 0.53 1 2 F R A M E D E S I G N - C O N T.R 0 L L I N G S T R E S S DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 36 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # '20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ---------------------------------------------------------------------------------------------------------------------=------------- # 2 _ -DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 COLUMN 5 - 4 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 8.00 3.40 10.44 10.44 7.63 0.00 33.00 31.54 33.00 -3.22 17.31 1.00 0.88 1.75 0.07 '0.00 0.00 0.07 1 1 2 10.86 3.74 15.00 15.00 7.63 -144.87 33.00 33.00 26.49 -3.22 14.54 0.98 1.00 1.75 0.06 0.29 0.36 0.43 1 1 3 13.72 4.09 19.89 19.58 7.59 7289.81 33.00 33.00 26.49 -3.22 11.28 0.96 1.00 1.75 0.06 0.48 0.56 0.61 _1 1 4* 16.00 4.36 24.03 24.03 7.54 -405.49 33.00 33.00 26.49 -3.22 9.57 0.94 1.00 1.75 0.05 0.51 0.64 0:69 1 1 F R A M E D E S I G N - W E L D S U M M A R Y DATE: 04/11/01 CADDS TIME: 08:24 -AM PAGE:F 37 ----------------------------------------------'------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 . BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME -.TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ---------------------------- # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF -----------------------------------------=------------------------------------------------------------- 80 MPH UBC 97 1.000 TO 12 PART WEB WEB FLG-TO-WEB FILLET ALLOW CONTROLLING NO. SECT THK STRESS SIZE SHEAR MEMB ANAL LOAD (IN) (KIPS/IN) (KIPS/IN). NO. PT COND ' OV85994 1 0.120 0.373 ,1/8 2.620 1 1 1 ' OV85996 1 0.140 0.449 1/8 2.620 2 1 1 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR,WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD F I N A L F R A M E D E S I G N - S PLICE SUMMARY - DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 38 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION --------------------------------- ------------------------------------------------------------------------------------------------- LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE LOCATION MEMBER ANALYSIS CONTROLLING AXIAL SHEAR MOMENT NO TYPE MOD SEQ NO. PT. LOAD COMBINATION KIPS KIPS IN -KIPS O1 COLUMN 00 1 1 1 DL + WLL -2.59 {3.11 0.00_. DL + WLL -2.59 3.11 0.00 02 2 4 DL + WLL -2.73 1.16 243.93 DL + LL 7.43 -3.46 -405.49 03 COLUMN O1 1 4 .1 DL + EWP -2.99 '2.32 0.00 DL + EWP -2.99 2.32 0.00 04 2 4 DL + EWP -3.13 3.16 310.29 DL + LL 7.43 -3.46 -405.49 05 BEAM O1 1 2 6 DL + LL 3.45 -0.29 285.44 DL + WLL -1.05 -0.53 -78.37 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to Right V 2---3---4 V' KIPS Vertical Force Up +---H 1 5 Z ## P Delta Analysis Performed ## No. Loading Combination 1H 1V 5H 5V Sum H Sum V 1 F R A M E D E S I G N - R E A C T I O N S -3.46 7.53 DATE: 04/11/01 15.05 2 DL + WLL CADDS TIME: 08:24 AM -1.36 -3.90 -3.95 3 PAGE:F 39 ---------------------------------------------------------------_--------------------------------------_------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia -0.56 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 0.95 1.68., DESIGN SYSTEM FRAME ------------------------------ # 2 DESCRIPTION LRF 40'-0" 12'-4" ---------------------------------------------------------------------------------------------------- 20 PSF 80 MPH UBC 97 1.000 TO 12 PDL+0.70PL+2.80EQL POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to Right V 2---3---4 V' KIPS Vertical Force Up +---H 1 5 Z ## P Delta Analysis Performed ## No. Loading Combination 1H 1V 5H 5V Sum H Sum V 1 DL + LL 3.46 7.53 -3.46 7.53 0.00 15.05 2 DL + WLL -3.11 -2.59 -0.79 -1.36 -3.90 -3.95 3 DL + WLR 0.79 -1.36 3.11 -2.59 3.90 -3.95 4 DL + EQL/1.4 0.40 1.37 -0.95 1.68 -0.56 3.05 5 DL + EQR/1:4 - 0.95 1.68., -0.40 1.37 0.56 3.05 6 PDL+0.70PL+2.80EQL not applicable 7 PDL+0.70PL+2.80EQR not applicable 8 0.85PDL + 2.80EQL not applicable 9 0.85PDL + 2.80EQR not applicable 10 DL +2.80EQL not applicable 11 DL +2.80EQR not applicable 12 DL + EWP 1.60 -0.96 1.80 -2.99 3.40 -3.95 13 ERKL -0.36 -0.21 -0.34 0.21 -0.70 0.00 ID Load Case 1H 1V 5H 5V Sum H Sum V DL DEAD LOAD 0.67 1.53 -0.67 1.53 0.00 3.05 LL LIVE LOAD 2.78 6.00 -2.786.00 0.00 12.00 WLL WIND LOAD LEFT -3.79 -4.12 -0.11 -2.88 -3.90 -7.00 WLR WIND LOAD RIGHT 0.11 -2.88 3.79 -4.12 3.90 -7.00 EQ SEISMIC LOAD -0.39 -0.22 -0.39 0.22 '-0.77 0.00 SLL MIN SNOW LOAD LEFT 1.39 4.58 -1.39 1.42 0.00 6.00 SLR MIN SNOW LOAD RIGHT 1.39 •1.42 -1.39 4.58 0.00 6.00 EWP EW WIND PRESSURE 0.93 -2.49 2.47 -4.51 3.40 -7.00 EWS EW WIND SUCTION 0.93 -2.49 2.47 -4.51 3.40 -7.00 EQL SEISMIC RACK LOAD -0.36 -0.21 -0.34 0.21 -0.70 0.00 PDE P Delta Unit Story S 0.00 -0.29 0.00 0.29 0.00• 0.00 +.wv ti :. �...-r• FINAL FRAME DESIGN - S T R E S S S U M M A R Y DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 40 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 12'-4" •20 PSF 80 MPH UBC 97 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- MEMBER NO. 1 JOINT 1 - 2 -------------------------=-------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL.. THK. INNER FL. RATIO COND 1 10.50 55. 3 3.75 FT 8.00 IN 16.00 IN 5.000 X .250 .120 5.000 X .250 0.689 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR ---- ---------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 7.54 -405.49 1.73 -16.87 -16.87 33.00 33.00 26.49 -3.22 9.57 0.337 1 MEMBER NO. 2 JOINT 2 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 20.00 55. 5 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .140 5.000 X .250 0.721 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) 1 4.00 -387.65 0.97 -22.35 -22.35 MEMBER NO. 3 JOINT 4 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG NO. (FT) STRESS SEGS SIZE 1 20.00 55. 5 5.00 FT CONTROLLING ACTIONS ---AXIAL--- SECT. FORCE MOMENT NO. (KIPS) (IN -KIP) 1 4.00 -387.65 ---ALLOWABLE STRESSES --- FA FBO FBI (KSI) (KSI) (KSI) 33.00 33.00 32.31 DEPTH AT DEPTH AT START END 12.00 IN 12.00 IN ---MAXIMUM STRESSES --- AXIAL FBO FBI (KSI) (KSI) (KSI) 0.97 -22.35 -22.35 WEB OUTER FL. THK. 5.000 X .250 .140 ---ALLOWABLE STRESSES --- FA FBO FBI (KSI) (KSI) (KSI) 33.00 33.00 32.31 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 6.36 20.70 0.307 1 COMB. STRESS LOAD INNER FL. • RATIO COND 5.000 X .250 0.721 1 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 6.35 20.70 0.307 1 I FINAL FRAME DESIGN - S T R E S S S U M M A R Y DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:F 41 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER .# 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ------=---------------------------------------------------------------------------------------------------------------------------- MEMBER NO. 4 JOINT 5 - 4 SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 10.50 55. 3 3:75 FT 8.00 IN: 16.00 IN 5.000 X .250 .120 5.000 X .250 0.689 1 CONTROLLING ACTIONS. .---AXIAL --- MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- =-------------SHEAR-------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP.) (KSI) (KSI) (KSI) (KSI) (KSI) , (KSI) (KIPS) (KIPS) RATIO COND 1 7.54 -405.49 1.73 -16.87 -16.87 33.00. 33.00 26.49 -3.22 9.57 0.337 1 FRAME DES IGN - J O I N T D E F L E C T I O N S 3H 3V DATE: 04/11/01 4V 1 DL + LL N CADDS TIME: 08:24 AM 0.000 -1:411 0.110 -0.005 2 PAGE:F 42 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 0.661 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD _ BLDR PHONE # 530-345-7296 PROD NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DL + DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF ----------------------------------------------------------------------------------------------------------------------------------- 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 0.181 POSITIVE DEFLECTION DIRECTION R DL + EQR/1.4 N -0.181 0.004 H INCHES Horiz: Deflection to Right V 2---3---4 -0.137 -0.006 12 DL + EWP .V INCHES Vertical Deflection Up -1.012 0.033 -1.027 0.292 -1.046 -0.-030 +---H ERKL N 0.213 -0.007 0.211 / 1 5 0.006 - z ## P Delta Analysis Performed ## No. Loading Combination Cd 2H 2V 3H 3V 4H 4V 1 DL + LL N -0.110 -0.005 0.000 -1:411 0.110 -0.005 2 DL + WLL N 0.693 -0.019 0.661 0.396 0.631 0.022 3 DL + WLR N -0.631 0.022 -0.661 0.396 -0.693 -0.019 4 DL + EQL/1.4 N 0.137 -0.006 0.159 -0.277 0.181 0.004 -5 DL + EQR/1.4 N -0.181 0.004 -0.159 -0.277 -0.137 -0.006 12 DL + EWP N -1.012 0.033 -1.027 0.292 -1.046 -0.-030 13 ERKL N 0.213 -0.007 0.211 0.009 0.210 0.006 FRAME DES IGN - M E M B E R D E F L E C T I O N S DATE: 04/11/01 CADDS TIME: 08:24 AM' PAGE:F 43 ------------------------------------------------------------------------------------_--------------------------=--------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia' (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 ---------------------------------------------------------------------------------7-----------------------7------------------------- DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97, 1.000 TO 12 POSITIVE DEFLECTION DIRECTION R H INCHES Horizontal to the Right V +-2-+-3-+ V INCHES Vertical Up +---H 1 4 Z MAXIMUM MEMBER DEFLECTIONS MEMBER 1H MEMBER 2V MEMBER 3V MEMBER 4H No. Loading Combination PT DEFL PT DEFL PT DEFL PT DEFL 1 DL + LL 3 -0.192 7 -1.411 7 -1.411 3 0.192 2 DL + WLL 5 0.693 7 0.396 4 0.445 5 0.631 3 DL + WLR 5 -0.631 4 0.445 7 0.396 5 -0.693 4 DL + EQL/1.4 5 0.•137 5 -0.280 7 -0.277 5 0.181 5 DL +. EQR/1.4 5 -0.181 7 -0:277 5 -0.280 5 -0.137 12 DL + EWP 5 -1.012 4 0.436 7 0.292 5 -1.046 13 ERKL 5 0.213 3 -0.050 3 0.057 5 0.210 FINAL FRAME DESIGN - FRAM E LAYOUT DATE: 04/11/01- CADDS TIME: 08:24 AM -----------------------------------------------------------------------------------------------=----------------------------------- ,ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER# 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 ------------------------------------------------------------------------=--------------------'-------------------------------------- DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH - UBC 97 1.000 TO 12 LEFT SIDE RIGHT SIDE SLOPE (P/12.)" = 1.000 SLOPE (P/12.) = 1.000 DIST.-TO RIDGE = 20.000 FT. DIST. TO RIDGE = 20.000 FT. COLUMN OFFSET = 8.000 IN. COLUMN OFFSET- = 8.000 IN. GIRT DEPTH = 8.000 IN. GIRT DEPTH = 8.000 IN. PURLIN DEPTH = 8.000 IN. (PURLIN UNINSULATED) PURLIN DEPTH. = 8.000 IN. •.SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 = 40.000 FT. -R- OV85996 OV85996 0 0 V V 8 8 5 5 9 _9 9 9 4 4 . 1 SPLICE DESIGN - C O N T,E N T S DATE: 04/11/01 CADDS TIME: 08:24 AM ----------------------------- ----------------------------------------------------------------------------------------------------- f"&&e'. S� ORDER # 072101 BUILDER -.NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLD'R ACCOUNT # 20-04-007-90 BLDR CONTACT - ----------------------------------=------------------------------------------------------------------------------------------------ ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE/YEAR) (SLOPE) (UNIT) (FRAMELINES) PAGE NO. FR DESIGN AME # ------ -------------- 1 EWDS 40'-0" 12'-4" ------ 20 PSF ------ 80 MPH ----------- UBC 97 1.00 ------- ------ TO 12 1 ----------- - FEW,REW ....j -------- 1 DESIGN FRAME # 2 LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.00 TO 12 1 01 .... 47 --------------------------- RUN OPTIONS AND INFORMATION S P L I C E D E S I G N - C O V E R S H E E T DATE: 04/11/01 CADDS TIME: 08:24 AM 02 - PAGE:S 2 ----------------------------------------------------------=------------------------------------------------------------------------ ORDER # 072101 BUILDER.- NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-.04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 --------------------------- RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES 02 STRESS RATIO LIMIT 1.030 REPORTS SELECTED COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE -INFORMATION SPLICES SELECTED SPL MEMB SEQ Connection GROUP INFORMATION ASSEMBLY INFORMATION NUM NUM NUM Description NUM Connection Plate Opt I NUM Stiffener Opt Weld Opt --- --- --- -------------------- + ---- --------------------------- + ------- -- ----------------- ------------------------ 1 01 1 Pinned Base Plate 9 Analysis Only OV85986 01 Full Optimization Design w/ Combined Welds 2 01 2 Knee Splice 10 Optimization w/ Std Plates OV85986 02 Full Optimization Design w/ Combined Welds OV85988 01 Full Optimization Design w/ Combined Welds 3 03 1 Pinned Base Plate 11 Analysis Only OV85992 01 Full Optimization Design w/ Combined Welds 4- 03 2 Int. Col. to Roof Bm 12 Optimization w/ Std Plates OV85992 02 Full Optimization Design w/ Combined Welds OV85990 03 Full Optimization Design w/ Combined Welds 5 05 1 Pinned Base Plate 9 Analysis Only OV85986 01 Full Optimization Design w/ Combined Welds 6 05 2 Knee Splice 10 Optimization w/ Std Plates OV85986 02 Full Optimization Design w/ Combined Welds OV85988 01 Full Optimization Design w/ Combined Welds 7 02 1 Intermediate Roof Bm 13 Optimization w/ Std Plates OV85988 02 Full Optimization Design w/ Combined Welds OV85990 01 Full Optimization Design w/ Combined Welds 8 04 1 Intermediate Roof Bm 13 Optimization w/ Std Plates OV85988 02 Full Optimization Design w/ Combined Welds OV85990 02 Full Optimization Design w/ Combined Welds Column Sidewall Endwall Dimensions at Connection Flg. to Flg. Dimension 12.000" Offset from Structure Line 8.000" 6.000" Adjacent Depth Change Information Distance to Depth Change 101- 5.625" Flg. to Flg. Dimension 12.000" Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:S 3 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 01 TYPE Pinned Base Plate SUBTYPE No Ext Corner - S Nuts LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER , .NO ---- -------------------- CATEGORY -------- (kips) ------- (kips) (kips) -------------- FACTOR ------ STRENGTH -------- 1 DL + LL Std Des 2.00 -0.27 0.00 1.00 N 2 DL + WLL Std Des -0.48 0.92 0.00 1.33 N 3 DL + WLR Std Des 0.03 -0.67 0.00 1.33 N 4 DL + EQL/1.4 Std Des 0.36 0.09 0.00 1.33 N 5 DL + EQR/1.4 Std Des 0.52 -0.19 0.00 '1.33 N 6 PDL+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2:80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL +2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des 0.64 -1.99 0.00 1.33 N 13 DIS + EWS Std Des 0.64 ,-1.99 0.00 1.33 N 14 ERKL SLd Des 0.1.9 -0.34 0.00 1.33 N P A R T D I M E N S I O N S Column Sidewall Endwall Dimensions at Connection Flg. to Flg. Dimension 12.000" Offset from Structure Line 8.000" 6.000" Adjacent Depth Change Information Distance to Depth Change 101- 5.625" Flg. to Flg. Dimension 12.000" Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 04/11/01 CADDS TIME:'08:24 AM PAGE:S 4 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME -.TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) .(SLOPE) _ DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 TYPE : _ Pinned Base ----------------------------------------------------------------------------------------------------------------------------------- Plate SUBTYPE : No Ext Corner - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042852 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 12.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.023 CONTROLLING COND. 1 CONTROLLING LOCATION Cat. 2 Compression B O L T I N F'O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM - ROW IN ROW EDGE PREV ROW OUTER 1 2 3.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 145.000 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD GOND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.032 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.017 S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S• DATE: 04/11/01 CADDS TIME: 08:24.AM PAGE:S 5 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia ' (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 01 TYPE Pinned Base Plate SUBTYPE No Ext Corner - S Nuts B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. F_v All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000, 0.000 20.000 2 0.239 1.046 13.329 0.542 26.659 3 Total Section is in Compression 0.743 .13.32 9 0.000 26.659 4 Total Section is in Compression 0..000 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.659 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Total Section is in Compression 1.892 13.329 0.000 26.659 13 Total Section is in Compression 1.892 13.329 0.000 26.659 14 Total Section is in Compression 0.281 13.329 0.000 26.659 OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------- 3.000" 12.000" 9.500" - +-. 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W o W o W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W. W W W W FFFFFFFFFFFFFFFFFFFFFFF --------------- ----------------------------- S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:S 6 ----------------------------------------------------------------------------=------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 ------------------------------------------------------------------------------------------------=---------------------------------- TYPE : Pinned Base Plate SUBTYPE : No Ext Corner - S Nuts SPLICE PLATE 0042852 COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 8.000" X 12.500" X 0.500" OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------- 3.000" 12.000" 9.500" - +-. 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W o W o W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W. W W W W FFFFFFFFFFFFFFFFFFFFFFF --------------- ----------------------------- S P L I C E D E S I G N -- F L A N G E A N D W E B P L A T E I N F O R M A T I O N 1 DATE: 04/11/01 5.000 0.500 0.00 43.99 0.51' 49.50 0.009 CADDS TIME: 08:24 -AM W E B P L A T E S Near Side Far Side (k/in) Win) Win) •GOND PAGES 7 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX ------------------ IBLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD SIZE BLDR PHONE # 530-345-7296 - TENSION - PROJ NAME --TERRY ALDRIDGE ENGR GRP - Visalia LOAD T X (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC . 97 1.000 TO 12 (Ksi) (Ksi) SPLICE # 01 --------------------------------=-------------------------------------------------------'-------------------------------------------- TYPE Pinned Base Plate SUBTYPE No Ext Corner - S Nuts 0.52 49.50 0.046 12 F L A N G E P L A T E S F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD MAXIMUM STRESSES -------- T X W X L EDGE ACT. ALLOW ACT.. ALLOW COND CSR LOAD -------- Inches --------- - (In.) (Ksi) (Ksi) (Ksi) (Ksi) Win) Win) COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange DESCRIPTION - V COLUMN•SIDE, Main Web COLUMN SIDE DESCRIPTION OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION 0.250 X 5.000 0.00 0.000 0.10 43.99 0.52 49.50 0.009 1 0.250 X 5.000 0.500 0.00 43.99 0.51' 49.50 0.009 1 TENSION W E B P L A T E S Near Side Far Side (k/in) Win) Win) •GOND ------------------ MAXIMUM STRESSES ---------------- -- PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.120 1.35 29.33 0.52 43.99 0.52 49.50 0.046 12 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND 1/8" 0.02 3.71 0.007 2 1/8" 0.00 1.86 0.000 1 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) Win) Win) •GOND Main Web Web to Splice Plate 1/8" 1/8" 0.16 4.95 0.033 12 •.. _ � Ali r< . i�t�_ - ��.: �� S P L I C E D E S"I G N - A P P L I E D L O A D S S U M M A R Y DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:S B ------------=-----------------------------------------------------7-----------------=---------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX - BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION - EWDS 40'-0" 12'-4" 20 PSF BO MPH UBC 97 1.000 TO 12 SPLICE # 02 TYPE': Ext Col - Roof Beam Knee SUBTYPE : O/I Extens Flg -----------------------------------------------------------------=----------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------------------------------------ ------ -------- 1 DL + LL Std Des 1.90 -0.27 -33.42 1.00 N 2 DL + WLL Std Des -0.62' 0.12 59.97 1.33 N 3" DL + WLR Std Des -0.12 -0.17 -49.42 1.33 N 4 DL + EQL/1.4 Std Des 0.26 0.08 10.79 1.33 N 5 DL + EQR/1.4 Std Des 0.43 -0.18 -22.86 1.33 N 6 PDL+0.70PL+2.BOEQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.BOEQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.80EQL Conns 0.03 0.45 59.39 1.70 Y 11 DL +2.80EQR Conns 0.66 -0.55 771.47 1.70 Y 12 DL + EWP Std Des 0.54 -1.29. -200.53 1.33 N 13, DL +•EWS Std Des 0.54 -1.29 -200.53 1.33 N" 14 ERKL Std Des 0.19 -0.34' -43.26 1.33 N - P A R T D I M E N S I O N S Column Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 12.000" Part Slope 1.000 TO 12 Conn. Plate Angle (Degrees) 4.764 4.764 Offset from Structure Line 8.000" 0.125" Main Flange Dimensions Outer Flange Width 5.000" Thickness 0.250" Inner Flange Width 5.000" Thickness 0".250" Adjacent Depth Change Information Distance to Depth Change 101- 5.625" 131- 4.99711 Flg. to Flg. Dimension 12.000" 12.000" Adj. P1. Angle (Degrees) 0.000 0.000 S P L I C E 'D E S I G N - B O L TS / S P L I C E P L A T E DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:S 9 ---------------------------------------------------------------------------=------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90. BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 TYPE ----------------------------------------------------------------------------------------------------------------------------------- Ext Col'- Roof Beam Knee SUBTYPE O/I Extens Flg S P L I C E P L A T E COLUMN SIDE ROOF BEAM SIDE PLATE TYPE STANDARD FLANGE PLATE PART NUMBER 0042867 ORIENTATION NORMAL PLATE WIDTH 6.000" 5.000" PLATE LENGTH 16.750" PLATE THICKNESS 0.375" 0.250" PLATE YIELD STRESS 55.00 KSI 55.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.361 0.604 CONTROLLING GOND. 12 12 CONTROLLING LOCATION Outer Flg 2 Outer Row 1. �B O L T I N F O R M A T O N . BOLT DIAMETER 0.625" ' BOLT GAGES INNER: 2.750" y BOLT TYPE A325._ WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM .DIST FROM - ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 2 2 4.125" 3.000" OUTER 2 2 4.125" 3.000" INNER 1 2 1.125" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR DATE: 04/11/01 CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 08:24 AM PAGES 10 ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT -ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP '- Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) .(SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS . 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE -------------------------------------------------------------------------------------------------------------------------7---------- # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : O/I Extens Flg B O L T L O A D S / A L L O W A'B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER3 OUTER 4 INNER 4 INNER 3 INNER.2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) .(Ksi) (Ksi) (Ksi) COLUMN SIDE 1 0.665 0.348 0.000 0.000 - 0.172 -21.000 2.169 43.999 2 0.000 0.000 1.059 1.660 0.071 27.992 5.413 58.651 3 1.318 0.829 0.000 0.000 0.066 27.992 4.297 58.651 4 0.000 0.000 0.148 0.253 0.023 27.992 •0.826 58.651 5 0.554 0.331 0.000 0.000 0.085 27.992 1.807 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. - 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 0.973 1.563 0.181 23.204 5.097 56.098 11 1.812 1.110 0.000 0.000 0.243 23.204 5.906 56.098 12 5.236 3.257 0.000 0.000 0.540 27.992 17.068 58.642 13 5.236 3.257 0.000 0.000 0.540 27.992 17.068 58.642 14 1.121 0.694 0.000 0.000 0.146 27.992 3.654 58.651 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 0.611 0.336 0.000 0.000 0.043 21.000 1.994 43.999 2 0.000 0.000 1.055 1.596 0.029 27.992 5.203 58.651 3 1.262 0.821 0.000 0.000 0.074 27.992 4.114 58.651 4 0.000 0.000 0.147 0.240 0.041 27.992 0.785 58.651 5 0.523 0.325 0.000 0.000 0.057 27.992 1.706 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does.not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 0.974 1.502 0.183 23.204 4.898 56.098 11 1.719 1.091 0.000 0.000 0.199 23.204 5.605 56.098 12 4.990 3.213 0.000 0.000 0.504 27.992 16.266 58.642 13 4.990 3.213 0.000 0.000 0.504 27.992 16.266 58.642 14 1.066 0.683 0.000 0.000 0.133 27.992 3.475 58.651 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 04/11/01 CADDS TIME: 08:24 AM PAGES 11 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" •12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 -------------------------------------------------------------------------------------------------------------------------------'---- TYPE Ext Col - Roof Beam Knee SUBTYPE O/I Extens.- 11 Flg SPLICE PLATE 0042867 COLUMN SIDE-->I<-- ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 16.750" X 0.375" USE EXIST. FLG.: 5.000"'X 0.250" +- 2.75011-+ -+---------+------------------------"v ------- ---+- 1.125" W 2.375" W 2.375" -+--- o W o W OUTSIDE FLANGE 3.000" FFFFFFFFFFFFMSMSMSMSMSM MAIN STIFFENER 0042872 0.250 X- 5.000 W 0.250 X 2.500 X 11.000 NS/FS -+--- o W o W W W W W W W _ - W W W W W 12.042" W 12.000" MAIN WEB 8.500" W MAIN WEB 0.120 W 0.120 W W W W W W W W W W W W -+--- o W o W INSIDE FLANGE 3.000" FFFFFFFFFFFFMSMSMSMSMSM MAIN STIFFENER 0042872 0.250 X 5.000 _ W _ 0.250 X 2.500 X 11.000 NS/FS -+--- o W o 1.125" W I W -+--------=-------------------------"V------- COLUMN SIDE OUTER 2 Main Flange INNER 2 Main Flange ROOF BEAM SIDE OUTER 2 Main Stiffener 0042872 INNER 2 Main Stiffener 0042872 DESCRIPTION COLUMN SIDE Main Web ROOF BEAM SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate PART NO. 0.250 X 5.000 13.89 65.98 0.490, 2.375 10.37 43.99 3.18 65.98 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N 3.28 43.99 DATE: 04/11/01 65.98 0.171 12 0.250 X 2.500 X CADDS TIME: 08:24 AM 6.09 43.99 2.51 65.98 0.138 12 0.250 PAGE:S 12 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD 12 BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : O/I Extens Flg COMPRESSION CSR LOAD F L A N G E P L A T E S W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW _ COND ----------- MAXIMUM STRESSES ------------ LOCATION DESCRIPTION PART NO. (Ksi) (Ksi) SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD 0.120 T X W X L EDGE ACT. ALLOW ACT. ALLOW COND 0.215 12 -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 2 Main Flange INNER 2 Main Flange ROOF BEAM SIDE OUTER 2 Main Stiffener 0042872 INNER 2 Main Stiffener 0042872 DESCRIPTION COLUMN SIDE Main Web ROOF BEAM SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate PART NO. 0.250 X 5.000 13.89 65.98 0.490, 2.375 10.37 43.99 3.18 65.98 0.236 12 0.250 X 5.000 2.333 3.28 43.99 11.28 65.98 0.171 12 0.250 X 2.500 X 11.000 2.375 6.09 43.99 2.51 65.98 0.138 12 0.250 X 2.500 X 11.000 2.375 1.97 43.99 9.10 65.98 0.137 12 W E B P'L A T E S ------------------ MAXIMUM STRESSES ---------------I--- SIZE -- SHEAR --- - TENSION.- COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW _ COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (KSi) (Ksi) 0.120 0.97 29.33 9.45 43.99 10.98 65.98 0.215 12 0.120 FULL STRENGTH YES YES 3/16" 3/16" 0.83 11.00 0.076 2 11.56 23.58 16.64 43.99 13.89 65.98 0.490, 12 W E L D I N F O R M A T I O N F L A N G E P L A T E S ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND 3/16" 3/16" 2.65 11.00 0.242 12 3/16" 3/16" 0.83 11.00 0.076 2 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:S. 13 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 0/I Extens Flg ---------------------------------------------------------------------------------------------------=--------`------------------------ W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate INNER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate ROOF BEAM SIDE DESCRIPTION Main Web Web to Inner Flange 1/8" 1/8" 1.13 0.11 7.40 0.154 12 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND 1/8" 1/8" 1.52 7.42 0.205 12 1/8" 0.33 2.47 0.137 12 1/8" 1/8" 0.49 7.42 0.066 2 1/8" 0.51 2.47 0.209 12 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 17.000" 1/8" 1/8" 2.10 1.20 6.95 0.349 12 S P L I C E D E S I G N - A P P L'I E D L O A D S S U M M A R Y DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:S 14 --------------------7-------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER -NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 -DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 03 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ------------------------ CATEGORY -------- (kips) ------- (kips) (kips) -------------- FACTOR STRENGTH ---------=---- ' 1 DL + LL Std.Des 4.34 0.00 0.00 1.00 N 2 DL + WLL Std Des -0.66 0.00 0.00 1.33 N 3 DL + WLR Std Des -0.66 0.00 0.00 1.33 N' 4 DL + EQL/1.4 Std Des 0.88 0.00 0.00 1.33 N 5 -DL + EQR/1.4 Std Des 0.88 0.00 0.00 1.33 N 6 PDL+0.70PL+2.SOEQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply.to Splice Design. 8 0.85PDL + 2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL +2.80EQR Conns Category 2 -Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -0.33 0.37. 0.00 1.33 N 13 DL + EWS Std Des_ -0.33 -0.32 0.00 1.33 N 14 ERKL Std Des 0.04 0.00 0.00 - 1.33 N P A R T D I M E N S I O N S Column Dimensions at Connection Flg. to Flg. Dimension 12.000" Offset from Structure Line 1.000" Adjacent.Depth Change Information Distance to Depth Change 111- 7.041" Fig. to Flg. Dimension 12.000" Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:S 15 --------------------------------------------------------------------7---------7----------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 03 TYPE Pinned Base ----------------------------------------------------------------------------------------------------------------------------------- Plate SUBTYPE No Ext EWI Pin - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER -0043839 ORIENTATION- NORMAL R PLATE WIDTH 8.000" PLATE LENGTH 12.250" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.154 CONTROLLING COND. 1 CONTROLLING LOCATION Cat. 2 Compression B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES.- INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 4.125" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 142.500 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD GOND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.071 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.845 KSI CONCRETE STRESS RATIO 0.038 S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 04/11/01 CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 08:24 AM PAGES 16 ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # •20-04-007-90 BLDR CONTACT -.ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE` ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME #. 1 DESCRIPTION EWDS 40'-0" 12'-411- 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE --------------------------------------------------------------------------------------------------=-------------------------------- # 03 TYPE Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ - (Ksi) (Ksi) (Ksi) (Ksi), COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 0.328 0.000 13.329 0.742 26.659 3 0.328 0.000 13.329 0.742 26.659 4 Total Section is in Compression 0.000 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.659 6 Category -3 Load Combination-- Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination- Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10' Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. '12 0.165 - '- 0.420 13.329 0.374. 26.659 13 0.165 0.367 13.329 0.374 26.659 14 Total Section is in Compression 0.000 13.329 0.000 26.659 OUTSIDE FLANGE 6.067 X 3.500 MAIN WEB 0.067 MAIN SECTION 12.OP.067S INSIDE FLANGE 0.067 X 3.500 -+---------- 4.125" 12.000" 8.125" +- 4.000"-+ CCCCCCCCCCCC C o C o C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C CCCCCCCCCCCC --------------- ----------------------- - - - - -- S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 04/11/01 - CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 08:24 AM PAGE:S 17 ORDER # 072101 BUILDER - NORTH VALLEY READY MIX $LDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 . BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME -.TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS -40'-0" 12'-4" 20 PSF 80 MPH UBC '97 1.000 TO 12 SPLICE --------------------------------------------------------------------------------------- # 03. TYPE Pinned Base Plate SUBTYPE No Ext EWI ------------------------------------------- Pin - S Nuts SPLICE PLATE 0043839 COLUMN BOLTS: 0.750"'DIA A307 NO WASHERS 8.000" X 12.250" X 0.375" OUTSIDE FLANGE 6.067 X 3.500 MAIN WEB 0.067 MAIN SECTION 12.OP.067S INSIDE FLANGE 0.067 X 3.500 -+---------- 4.125" 12.000" 8.125" +- 4.000"-+ CCCCCCCCCCCC C o C o C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C CCCCCCCCCCCC --------------- ----------------------- - - - - -- S P L I C E D E S I G N -, F L A N G E A N D W E B P L A T E I N F O R M A T I O N W E L D I N F O R DATE: 04/11/01 W E B P L A CADDS TIME: 08:24 AM ------------------------- WELD SIZE ------------------------- -------- PAGE:S 18 ------------------------------------------------------------------------------------------------------------=---------------------- ORDER # 072101 BUILDER -.NORTH VALLEY READY MIX BLDR.ORDER # 01-23 BLDR ACCOUNT_# 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia Win) Win) GOND 1/8" 1/8" (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 03 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO: SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange 0.067 X 3.500 0.000 0.29 43.99 3.43 49.50 0.068 1 INNER 1 Main Flange 0.067 X 3.500 0.250 0.04 43.99 3.43 49.50 0.068 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) .(Ksi) COLUMN SIDE Main Web 12.OP.067S '0.45 29.33 1.44 43.99 3.43 49.50 0.068 1 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL -------------------WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION Main Web Web to Splice Plate 1/8" 0.00 1.86 0.000 1 0.00 1.86 0.000 1 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) GOND 1/8" 1/8" 0.10 7.42 0.013 2 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:S 19 ----------------------------------------------------------------------------------------------------------------------------------- ORDER #,072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP = Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 04 _ TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Top Clip w/ Stiff ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER Y NO CATEGORY (kips) (kips) (kips) FACTOR STRENGTH 1 DL + LL Std Des 4.30 0.00 0.00 _ 1.00 N 2 DL + WLL Std Des -0.71 0.00 0.00 1.33 N 3 DL + WLR Std Des -0.71 0.00• 0.00 1.33 N 4 DL + EQL/1.4 Std Des 0.85 0.00 0.00 1.33 N 5 DL + EQR/1.4 Std Des 0.85 0.00 0.00 1.33 N 6 PDL+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.80EQL Conns 0.85 ,0.00 0.00 1.70 Y 11 DL +2.80EQR Conns 0.85 0.00 0.00 1.70 Y " 12 DL + EWP Std Des -0.39 -0.72 0.00 1.33 N 13 DL .+ EWS Std Des -0.39 0.63 0.00 1.33 N . 14 -ERKL Std Des 0.04 s. 0.00 0.00 1.33 N P A R T D I M E N S I O N S Lower End EW Post Upper End Roof Beam Top Clip Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 11.866" 16.959" Part Slope 1.000 TO 12 Conn. Plate Angle (Degrees) 0.000 Main Flange Dimensions Outer Flange Width 5.000" Thickness' 0.250" kInner Flange Width 5.000" Thickness 0.250" Adjacent Depth Change Information Distance to Depth Change 51- 0.000" 01- 0.000" Adj. P1. Angle (Degrees) 0.000 0.000 r S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:S 20 --------------------------------------------- ORDER # 072101 BUILDER -NORTH VALLEY READY MIX -----------------------.------ BLDR ORDER # 01-23 ----------------------------- BLDR ACCOUNT # = ---------- 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia ' (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR). (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'=0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 04 ---------------------------------------------------------------------------------------------------------------------------------=- TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Top Clip w/ Stiff S P L I C E P L A T E PLATE TYPE FLANGE PLATE PLATE WIDTH 5.000" PLATE LENGTH 6.000" PLATE THICKNESS 0.250" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 3.000" DESIGN STRESS RATIO 0.021 CONTROLLING COND. 2 CONTROLLING LOCATION Outer Flg 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT ## BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.500" INNER 1 2 1.500" P O S T T O P C L I P COLUMN WEB THICKNESS 0.067" SHEAR FORCE IN BOLTS 4.302 kips CONNECTION DETAIL NO.: E139 USE PART NO. 0543360 WITH BACKER PLATE 0543362 CAPACITY = 16.0 kips r S P L I C E D E S I G N - B O L T L 0 A D S / A L L O W A B L E S DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:S 21 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-411. 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 04 TYPE : Interior Col to Roof Bm SUBTYPE : EW•Post Top Clip w/ Stiff B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------- (Kips per Bolt) ----------------------- - ------ (KSi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 Total Section is in Compression 0.291 21.000 0.000 43.995 2 0.170 0.184 0.048 27.992 0.602 58.651 3 0.170 0.184 0.048 27.992 0.602 58.651 4 Total Section is in Compression 0.057 27.992 0.000• 58.651 5 Total Section is in Compression 0.057 27.992 0.000 58.651 6 Category 3 Load,Combination - Does.not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Total Section is in Compression 0.057 23.204 0.000 56.099 11 Total Section is in Compression 0.057 23.204 0.000 56.099 12 0.092 0:100 0.589 27.992 0.328 58.638 13 0.092 0.100 0.515 27.992 0.328 58.642 14 Total Section is in Compression 0.002 27.992 0.000 58.651 I S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:S 22 ------------------------------------7---------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 04 TYPE Interior Col to Roof Bm SUBTYPE EW Post Top Clip w/ Stiff• ----------------------------------------------------------------------------------------------------------------------------------- ROOF BEAM BOLTS: 0.625" DIA A325 NO WASHERS USE EXIST. FLG.: 5.000" X 0.250" TOP CLIP DETAIL: E139 MAIN STIFFENER 0.120 X 2.500 X 16.375 NS/FS MAIN SECTION 12.OP.067S +- 2.750"-+ 1.500" 1 W 3.000" W -+--- o W o W _ MSMSMSMSMSMWMSMSMSMSMSM . W W W _ W W W W W W W W W W W W 3.000" W W W W W W W W W W W W W W W W W W -+--- o W o 1.500" W W -+-------------------- A v ............. vA------- S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N 1 DATE: 04/11/01 W E B P L A T E S CADDS TIME: 08:24 AM ----------------------------------------------------------------------------------------------------------------------------------- ------------------ PAGE:S 23 ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 SIZE BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD COMPRESSION BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia X W X OL X IL ACT. ALLOW (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) COND DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 (Ksi) SPLICE # 04 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Top Clip w/ Stiff F L A N G E P L A T E S Main Web - 0.120 - 0.50 -22.00 0.56 43.99 3.48 49.50 ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. F O R M A T SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches -----=--- (In.) (Ksi) (Ksi) (Ksi) (Ksi) P L A T E ROOF BEAM SIDE OUTER 2 Main Stiffener 0.120 X 2.500 X 16.375 3.000 0.53 43.99 3.29 49.50 0.065 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE Main Web - 0.120 - 0.50 -22.00 0.56 43.99 3.48 49.50 0.070 1 W E L D I N F O R M A T I O N ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Stiffener Stiffener to Inner Flg 1/8" 1/8" 0.06 7.42 0.009 2 Stiffener to Web Plate 1/8" 0.06 1.86 0.032 1 W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) GOND Main Web Web to Inner Flange 6.000" 1/8" 1/8" 0.06 3.71 0.016 1 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 04/11/01 CADDS TIME: 08:24 AM ----------------------------------------------------------------------------------------------------------------------------------- PAGES 35 ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH. " UBC 97 1.000 TO 12 SPLICE # 07 ----------------------------------------------------=---------------------------------7--------------------- TYPE : Intermediate Roof Beam SUBTYPE : O/I Extens - Comp Beam --- --------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ------------------------ CATEGORY -------- (kips) ------- (kips) (in -k) --------------- FACTOR ------ STRENGTH -------- -50o MOMENT CAPACITY Std Des 0.00 0.00 -279.15 1.00 N +50$ MOMENT CAPACITY Std Des 0.00 0.00 279.15 1.00 N -• 1 DL + LL^ Std Des 0.15 -1.43 0.82 1.00 N 2 DL + WLL Std Des -0.04 0.02' 15.39 1.33 N 3 DL + WLR Std Des 0.00 0.52 -14.90 1.33 N 4 DL + EQL/1.4 Std Des 0.02 -0.35 5.19 1.33 N 5 DL + EQR/1.4 Std Des 0.03 -0.19 -4.40 1.33 N ' 6 PDL+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.80EQR - Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL +2.80EQR Conns Category 2 Load Combination - Does not 'apply to this Splice Type. 12 DL + EWP Std Des -2.27 -1.32 -56.06 1.33 N- •13 13 DL + EWS Std Des -2.27 1.32 -56.06 1.33 N 14 ERKL Std Des -0.34 0.22 -11.69 1.33 N P A R T D I M E N S I O N S Lower Upper Roof Beam Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 12.000" Adjacent Depth Change Information Distance to Depth Change 15'- 0.000" 51- 0.000" Flg. to Flg. Dimension 12.000" 16.959" Adj. P1. Angle (Degrees) 0.000 0.000 r S P L I C E D E S I G N - B 0 L T S / S P L I C E P L A T E - DATE: 04/11/01 CADDS TIME: 08:24 AM ----------------------------------------------------------------------------------------------=------------------------------------ PAGE:S 36 ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE).. DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF •'80 MPH UBC 97 1.000 TO 12 SPLICE # 07 ---------------------------------------------------------------------------------------------=------------------------------------- TYPE Intermediate Roof Beam SUBTYPE O/I Extens - Comp Beam ' S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER' 0042866 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 16.750" PLATE THICKNESS .0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.988 CONTROLLING COND. +50% CONTROLLING LOCATION Side 1 Inner Flg 2 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS _ NO .. BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 1 2 1.125" r S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 04/11/01 CADDS TIME: ------------------------------------------------------------------7---------------------------------------------------------------- 08:24 AM PAGES 37 ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE #. 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE ---------------------------------------------------------------------------------------------------------------------------------=- # 07 . TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE -509.1 10.800 0.000 0.000 21.000 35.205 44.000 +500 0.000 10.800 0.000 21.000 35.205 44.000 1 0.000 0.005 1.164 21.000 0.017 43.932 2 0.000 0.603 0.014 27.992 1.968 58.651 3 0.575 0.000 0.427 27.992 1.877 58.645 4 0.000 0.196 0.281 27.992 0.641 58.649 5 0.163 0.000 0.150 27.992 0.531 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 2.655 0.000 1.077 27.992 8.656 58.608 13 2.655 0.000 1.077 27.992 8.656 58.608 14 0.524 0.000 0.179 27.992 1.709 58.650 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) -----------=------------------ (Ksi) (Ksi) (Ksi) (Ksi) UPPER ROOF BEAM SIDE -50% 10.800 0.000 0.000 21.000 35.205 44.000 +50% 0.000 10.800 0.000 21.000 35.205 44.000 1 0.000 0.005 1.164 21.000 0.017 43.932 2 0.000 0.603 0.014 27.992 1.968 58.651 3 0.575 0.000 0.427 27.992 1.877 58.645 4 0.000 0.196 0.281 27.992 0.641 58.649 5 0.163 0.000 0.150 27.992 0.531 58.651 6 Category.3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice'Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 2.655 0.000 1.077 27.992 8.656 58.608 13 2.655 0.000 1.077 27.992 8.656 58.608 14 0.524 0.000 0.179 27.992 1.709 58.650 OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 12.000" 14.500" 1 1.125" -+------------- FFFFFFFFFFFFFFFFFFFFFFF W W W W W W W W j W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF 0 0 12.( OUTSIDE FLANGE 0.250 X 5.000 100" MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 ti S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 04/11/01 CADDS TIME: 08:24 AM ----------------------------------------------------------------------------------------------------------------------------------- PAGES 38 ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 07 -------------------------- TYPE : Intermediate Roof Beam - ------------------------------------------ SUBTYPE : ------------ O/I Extens - ----------------------- Comp Beam ------------ ---------------- SPLICE PLATE 0042866 LOWER ROOF BEAM SIDE -=>I<.-- UPPER ROOF BEAM SIDE' BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 16.750" X 0.375" +- 2.750"-+ -+---------+--- ----------------------------- ---+-' 1.125" 2.375" 2.375" -i--- — 0 0 OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 12.000" 14.500" 1 1.125" -+------------- FFFFFFFFFFFFFFFFFFFFFFF W W W W W W W W j W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF 0 0 12.( OUTSIDE FLANGE 0.250 X 5.000 100" MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 ti S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N 49.50 0.524 DATE: 04/11/01 INNER 2 Main Flange 0.250 X 5.000 2.375 .17.28 33.00 CADDS 49.50 TIME: 08:24 AM +50% W E B P L A T E S PAGE:S 39- ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER -.NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD ------------ BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia _ SIZE -- SHEAR --- - TENSION - COMPRESSION (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) -X• • IL ACT.- ALLOW ACT. DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF - 80 MPH UBC .97 1.000 TO 12 ------------- Inches -------------- SPLICE # 07 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Intermediate Roof Beam SUBTYPE 0/I Extens - Comp Beam LOWER ROOF BEAM SIDE F L A N G E P L A T E S Main Web 0.120 0.99 22.00 0.00 33.00 ----------- MAXIMUM STRESSES ----------- +50% LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD Main Web T X W X L EDGE ACT. ,ALLOW ACT. ALLOW 14.25 COND 0.287 +50% -------- Inches ------"--- (In.) (Ksi) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE LOWER ROOF BEAM SIDE OUTER 2 '•Main Flange 0.250 X 5.000 2.375 17.28 33.00 14.72 49.50 0.524 -50% INNER 2 Main Flange 0.250 X 5.000 2.375 17.28 33.00 14.72 49.50 0.524 +50% UPPER ROOF BEAM SIDE OUTER 2 Main Flange 0.250 X 5.000 2.375 17.28 33.00 14.72 49.50 0.524 -50% INNER 2 Main Flange 0.250 X 5.000 2.375 .17.28 33.00 14.72 49.50 0.524 +50% W E B P L A T E S ------------------ MAXIMUM STRESSES ------------ ------ DESCRIPTION PART NO. _ SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD - T X W X OL -X• • IL ACT.- ALLOW ACT. ALLOW - ACT. ALLOW -GOND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE Main Web 0.120 0.99 22.00 0.00 33.00 14.25 49.50 0.287 +50% UPPER ROOF BEAM SIDE Main Web 0.120 0.99 22.00 0.00 33.00 14.25 '49.50 0.287 +50% W E L D I N F O R M A T I O N LOWER ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 4.42 8.25 0.536 -50% INNER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 4.42 8.25 0.536 +50% Main Web. Web to Splice Plate 1/8" 0.12 1.86 0.064 1 S P L I C E D E S I G N - W E L D I.N F O R M A T 1 0 N DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:S 40 ------------------------------------------=---------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME -.TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) . DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 07 - ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Intermediate Roof Beam SUBTYPE : O/I Extens - Comp Beam W E L D I N F O R M A'T I O N LOWER ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE -----------------------=- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. 'Far S. Near Side Far Side (k/in) Win) Win) - COND Main Web Web to Splice Plate 1/8" 0.12 1.86 0.064 1 W E L D I N F O R M A T I O N UPPER ROOF BEAM SIDE F L'A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- --=----- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 4.42 8.25 0.536 -500 INNER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 4.42 8.25 0.536 +500 W E L D I N F O R M A T I O N UPPER ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web. Web to Splice Plate 1/8" 0.12 1.86 0.064 1 REPORTS SELECTED S P L I C E D E S I G N - C 0 V E R S H E E T BOLT LOADS / ALLOWABLES DATE: 04/11/01 CADDS TIME: 08:24 AM ----------------------------------------------------------------------------------------------------------------------------------- LAYOUT SKETCH PAGE:S 48 ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR`ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia PART DIMENSIONS (TYPE). (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ------------------------------------------------------------------------------------------------------------------=-----------------.. FRAME # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80'MPH UBC 97 1.000 TO 12 BOLTS / SPLICE PLATE INFORMATION RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA SPLICES SELECTED QUANTITY OF LIKE FRAMES O1 SPL MEMB STRESS RATIO LIMIT 1.030 GROUP INFORMATION ASSEMBLY INFORMATION REPORTS SELECTED COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE-/ WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION SPLICES SELECTED SPL MEMB SEQ Connection GROUP INFORMATION ASSEMBLY INFORMATION NUM NUM NUMDescription I NUM Connection Plate Opt I NUM Stiffener Opt Weld Opt - --- ---- ------------------------ - ---- ------------------------------ ---------- ------------------ ------------------------ 1 01 1 Pinned Base Plate 14 Analysis Only OVS5994 01 Full Optimization Design w/ Combined Welds 2 01 2 Knee Splice 15 Optimization w/ Std Plates OV85994 02 Full Optimization Design w/ Combined Welds OV85996 01 Full Optimization Design w/ Combined Welds 3 04 1 Pinned Base Plate 14 Analysis Only OV85994 01 Full Optimization Design w/ Combined Welds 4 04 2 Knee Splice 15 Optimization w/ Std Plates OV85994 02 Full Optimization Design w/ Combined Welds OV85996 01 Full Optimization Design w/ Combined Welds 5 02 1 Ridge 16 Optimization w/ Std Plates OV85996 02 Full Optimization Design w/ Combined Welds OV85996 02 Full Optimization Design w/ Combined Welds f • S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:S 49 ---------------------------------------------------------=--------------------------------------------7---------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin -,S Nuts ------------------------------=----------------------------------------------------=----------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO CATEGORY (kips) (kips) (kips) FACTOR STRENGTH ----------------------------------------------------- ------ -------- 1 DL + LL Std Des 7.53 -3.46 0.00 1.00 N 2 DL + WLL Std Des -2.59 3.11 0.00 1.33 N 3 DL + WLR Std Des -1.37 -0.79 0.00 i.33 N 4 DL + EQL/1.4 Std Des 1.37 -0.41 0.00. 1.33 N 5 DL + EQR/1.4 Std Des 1.68 -0.95 0.00 1.33 N 6 PDL+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL +2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP- Std Des -0.98 -1.60 0.00 1.33 N 13 ERKL Std Des -0.21 0.36 0.00 1.33 N .P A R T D I M E N S I O N S Column Dimensions at Connection Flg. to Flg. Dimension 8.00011 Offset from Structure Line 8.000" Adjacent Depth Change Information Distance to Depth Change 101- 5.958" Flg. to Flg. Dimension 16.000" Adj. P1. Angle (Degrees) 0.000 S P L I C E P L A T E DATE: 04/11/01 - CADDS TIME: 08:24 AM --------------------------- PAGE:S 50 --------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX ----------------------------------------------------------- BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 TYPE : Pinned Base ----------------------------------------------------------------------------------------------------------------------------------- Plate SUBTYPE : No Ext SW Pin - S Nuts y S P L I C E P L A T E PLATE TYPE STANDARD PART.NUMBER 0042357 ORIENTATION NORMAL PLATE.WIDTH 9.000" PLATE LENGTH •8.437" _ PLATE THICKNESS 0.500" PLATE•YIELD STRESS 55.00 KSI PLATE OFFSET 0.375" DESIGN STRESS RATIO 0.180 CONTROLLING COND. 1 CONTROLLING LOCATION Cat. 2 Compression B O L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES- INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 2.375" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 114.807 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD GOND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.159 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.881 KSI CONCRETE STRESS RATIO 0.084 T L O A D S / A L L O W A B L E S DATE: 04/11/01 CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 08:24 AM PAGE:S 51 ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE ---------- # 01 -------------------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts B O L T L O A D S / A L L O W A B L E•S LOAD OUTER EDGE INNER EDGE SHEAR y TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All.' ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section -is in Compression 0.000 10.000 0.000 20.000 2 1.295 3.523 13.329 2.931 26.659 3 0.686 0.889 13.329 1.553 26.659 4 Total Section is in Compression 0.000 13.329 0.000 26.659 5 Total Section is in Compression 0.125 13.329 0.000 26.659 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination.- Does not apply to this Splice Type. 12 0.488 - _ 1.814 13.329 1.105 26.659 . 13 0.104 0.408 13.329 0.236 26.659 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 04/11/01 CADDS TIME: 08:24 AM PAGES 52 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01. TYPE : Pinned Base Plate SUBTYPE : • No Ext SW Pin - S Nuts --------------7------=------------------------------------------------------------------------------------------------------------- SPLICE PLATE 0042357 COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 9.000" X 8.437" X 0.500" +- 4.000"-+ 0.37511 ----+---------+--- ----------------------------- OUTSIDE FLANGE 2.375" FFFFFFFFFFFFFFFFFFFFFFF 0'.250 X 5.000 W -+--- o W o W W W W W W W W W W. W W W W W 8.375" W MAIN WEB W 0.120 6.062" W W W W W W W W W W W W W W W W W W W INSIDE FLANGE FFFFFFFFFFFFFFFFFFFFFFF 0.250 X 5.000-+---------- _ ----------------------------- S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N 1 DATE: 04/11/01 5.000 0.062 0.04 43.99 2.21 49.50 0.045 CADDS TIME: 08:24 AM W E B P L A T E S PAGES 53 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX • BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD SIZE BLDR PHONE # 530-345-7296 - TENSION - PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia LOAD T X W X OL (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) COND DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Pinned Base Plate 3.69 22.00 SUBTYPE No Ext SW Pin - S Nuts 0.168 1 W E L D I N F L A N G E P L A T E S F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. FULL ------------------- SIZE WELD SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD -------- T X W X L EDGE ACT. ALLOW ACT. ALLOW COND CSR LOAD -------- Inches --------- Out Face (In.) (Ksi) (Ksi) ' (Ksi) (Ksi) Win) Win) COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange DESCRIPTION COLUMN SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION 0.250 X 5.000 0.375 1.12 43.99 2.21 49.50 0.045 1 ,0.250 X 5.000 0.062 0.04 43.99 2.21 49.50 0.045 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.120 3.69 22.00 2.02 43.99 2.21. 49.50 0.168 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) Win) Win) COND 1/8" 0.28 3.71 0.077 2 0.00 1.86 0.000 1 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web Web to Splice Plate 1/8" 1/8" 0.44 3.71 0.119 1 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:S 54 ----------------------------------------------------------------------------------------------------------------------------------- ORDER #'072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) • (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12. SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz ----------------------------------------------------------------------------------------------------------- ----------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------------------------------------ ------ --------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -286.13 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 286.13 1.00 N 1 DL + LL Std Des 7.43 -3.46 -405.49 1.00 N 2 DL + WLL Std Des -2:73 1.16 243.93 _ 1.33 N 3 DL + WLR Std Des -1.50 0.43 -18.70 1.33 N 4 DL + EQL/1.4 Std Des 1.27 -0.43 -46.52 1.33 N 5 DL + EQR/1.4 Std Des 1.59 -0.93 -111.29 1.33 N 6 PDL+0.-70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.80EQL Axial T Category 4 Load Combination- Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.80EQL Conns 0.82 0.30 47.04 1.70 Y 11 DL +2.80EQR Conns 2.04 -1.65 -204.85 1.70 Y 12 DL + EWP Std Des -1.10 -0.24 -109.66 1.33 N 13 ERKL Std Des -0.21 0.36 44.63 1.33 -N P A R T D I M E N S I O N S Column Roof Beam Dimensions at Connection Outside Hammerhead Dimension 7.875" Flg. to Flg. Dimension 16.000" 12.000" Part Slope 1.000 TO 12 Conn. Plate Angle (Degrees) 0.000 0.000 Offset from Structure Line 8.000" 0.125" Main Flange Dimensions Outer Flange Width 5.000" Thickness 0.250" Inner Flange Width 5.000" Thickness 0.250" Adjacent Depth Change Information Distance to Depth Change 101- 5.958" 18'- 0.997" Flg. to Flg. Dimension 8.000" 12.000" Adj. Pl. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 04/11/01 CADDS TIME: 08:24 AM ' PAGE:S 55 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR-GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)• DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH' UBC 97 1.000 TO 12 SPLICE # 02 TYPE ------------------------------------------------------------------------------------------------------- Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz ------------------------------ , S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042912 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 23.875" PLATE THICKNESS 0.375" -PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.350 CONTROLLING COND. 1 ' CONTROLLING LOCATION Side 2 Outer Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.625" INNER 2 2 6.625" 5.000" OUTER 2 2 6.625" 5.000" INNER 1 2 1.625" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR . n S P L I -C E D E S I G N - B O L T L O AD S / A L L O W A B L E S DATE: 04/11/01 CADDS TIME: 08:24 AM PAGES 56 ----------------- ORDER _------- # 072101 =---------------------------------------------------------------------------------------------------------- . BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------ # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz B O L T L O A D S / A L L O W A B LE S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (KSi) (Ksi) COLUMN SIDE -500 4.491 2.883 0.000 0.000 0.000 21.000- 14.639 44.000 +500 0.000 0.155 2.974 4.301 0.000 21.000 14.020 44.000 1 5.752 3.461 0.000 0.000 1.409 21.000 18.751 43.900 2 0.000 0.301 2.969 4.225 0.474 27.992 13.773 58.643 3 0.417 0.315 0.097 0.000 0.176 27.992 1.361 58.650 4 0.626 0.363 0.000 0.000 0.173 27.992 2.042 58.650 5 1.615 0.987 0.000 0.0001 0.376 27.992 5.265 58.646 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 0.357 0.537 0.121 23.204 1,752. 56.099 11 3.045 1.890, 0.000 0.000 0.671 23.204 9.926 56.082 12 1.816 1.201 0.000 0.000 0.097 27.992 5.919 58.651 13 0.000 0.036 0.497 0.713 0.147 27.992 2.325 58.651 B O L T L O A D S / A L L W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE -50% 4.482 2.907 0.000 0.000 0.000 21.000 14.611 44.000 +50% 0.000 0.060 2.944 4.301 0.000 21.000 14.018 44.000 1 5.741 •3.506 0.000 0.000 1.409 21.000 18.712 43.900 2 0.000 0.229 2.948 4.227 0.474 27.992 13.780 58.643 3 0.417 0.315 0.097 0.000 0.176 27.992 1.360 58:650 4 0.625 0.368 0.000 0.000 0.173 27.992 2.038 58.650 5 1.612 0.998 0.000 0.000 0.376 27.992 5.254 58.646 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 0.347 0.533 0.121 23.204 1.739 56.099 11 3.039 1.910 0.000 0.000 0.671 23.204 9.906 56.082 12 1.813 1.209 0.000 0.000 0.097 27.992 5.909 58.651 13 0.000 0.022 0.492 0.713 0.147 27.992 2.326 58.651 S P L I C E D E S I G N L A Y O U T S K E T C H DATE: 04/11/01 CADDS TIME: 08:24 AM PAGES 57 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97' 1.000 TO 12 SPLICE # 02 TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd-'Horiz --=--------------------------------------------------------------------------------------------------------------------------------- SPLICE PLATE 0042912 COLUMN SIDE --> <-- ROOF BEAM SIDE BOLTS: 0.625"_DIA A325 NO WASHERS 6.000" X 23.875" X 0.375" +- 2.750"-+ -+---------+--- ----------------------------- ---+- OUTER HAMMERHEAD FLANGE 0030924 1.625" I HFHFHFHFHFHEFEFEFEFEFEF END FLANGE 0.375 X 7.000 X 6.000 I W 0.375 X 6.000 X 9.750 -+--- 0 W o 7.875" W OUTER HAMMERHEAD GUSSET 0030925 5.000" W 0.250 X 7.500 X 6:000 X 10.000 I W -+--- o W o _ W OUTSIDE FLANGE FFFFFFFFFFFF 0.250 X 5.000 W W W W W W W W W W W 23.875" 10.625" W MAIN WEB W 0.140 W 16.000" W MAIN WEB W 0.120 W W W W W W W W W -+--- o W o W 5.000" W W -+--- o W o 1.625" W INSIDE FLANGE I_ FFFFFFFFFFFFMSMSMSMSMSM_ MAIN STIFFENER 0.250 X 5.000 -+------------- ----------------------------- 0.250 X 2.500 X 11.375 NS/FS S P L I.0 E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:S 58 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-011 -12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - Horiz F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- - (In.) (Ksi) (Ksi) (Ksi). (Ksi) COLUMN SIDE OUTER 1 Hammerhead Flange 0030924 0.375 X 7.000 X 6.000 0.000 2.37 33.00 5.06 49.50 0.101, +50% OUTER 3 Main Flange 0.250 X 5.000 7.875 2.78 33.00 0.00 49.50 0.084 1 INNER 1 Main Flange 0.250 X 5.000 0.000 3.01- 33.00 14.29. 49.50 0.289 1 ROOF BEAM SIDE OUTER 1 End Flange- 0.375 X 6.000 X 9.750 0.000 2.39 33.00 5.50 49.50 0.111 +500 INNER 1 Main Stiffener 0.250 X 2.500 X 11.375 0.000 3.00 33.00 13.52 49.50 0.273 1 W E B P L A T E S - ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION, CSR LOAD T X' W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Outer Hammerhead Gusset 0030925 0.250 X 7.500 X 6.000 X 10.000 8.86 22.00 7.37 33.00 4.90 49.50 0.403 +500 Main Web 0.120 1.83 22.00 11.91 33.00 14.11 49.50 0.361 +50% ROOF BEAM SIDE Main Web 0.140 13.51 17.13 13.34 33.00 13.70 49.50 0.789 1 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) Win) COND OUTER 1 •Hammerhead Flange Flange.to Splice Plate OUTER 3 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate 3/16" 0.92 1/8" 0.71 YES 3/8" 0.76 4.18 0.222 1 2.78 0.256 1 8.25 0.093 +50t S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:S 59 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 • TYPE Ext Col ------------------------------------------------------------------------------------------------------ - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - Horiz ----------------------------- W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T. E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Outer Hammerhead Gusset Gusset to Splice Plate 1/8" 1/8" 1.84 5.57 0.331 1 Gusset to Hammerhead Flange 3/16" 2.21 2.78 0.796 +50% Gusset to Outer Flange 1/8" _ 1.66 1.86 0.895 +50% Main Web Web to Splice Plate 1/8" 1/8" .1.43 5.57 0.257 +50% W E L D I N F O R M A T I O N ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET =-=---------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In(Face Out Face In Face (k/in) Win) Win) COND OUTER 1 End Flange End Flg to Splice P1 3/16" 0.91 4.18 0.219 1 End Flg to Outer Flg 1/8" 0.00 1.86 0.000 1 INNER 1 Main Stiffener Stiffener to Splice P1 1/8" 0.75 2.78 0.270 +50% Stiffener to Web Plate 1/8" 0.74 1.86 0.400 1 W E L D I N F O R M A T,I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) Win) Win) COND Main Web Web to Splice Plate 1/8" 1/8" 1.87 1.86 4.82 0.547 1 Web to End Flange 1/8" 0.55 1.86 0.297 1 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:S 71 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 TYPE Ridge SUBTYPE O/I Extens - Comp Bm ---------------------------------------------------------------------------------------------------------------------------- ------ LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------------------------------------ ------ -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -286.13' * 1.00 N, +50% MOMENT CAPACITY Std Des 0.00 0.00 286.13 1.00 N 1 DL + LL Std Des 3.45 -0.29 285.44 1.00 N 2 DL + WLL Std Des -1.05 -0.53 -78.37 1.33 N - 3 DL + WLR Std Des -0.95 0.71 -78.37 1.33 N 4 DL + EQL/1.4 Std Des 0.,66 -0.21 56.94 1.33 N 5 DL + EQR/1.4 Std Des 0.69 0.11 56.94 1.33 N 6 PDL+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.80EQL Axial T 'Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.80EQL Conns Category 2 Load Combination - Does not.apply to this Splice Type. 11 DL +2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -3.67 1.34 -48.55 1.33 N 13 ERKL Std Des 0.3.2 -0.24 -3.23 1.33 N P A R T D I M E N S I O N S Left Right Roof Beam Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 12.000" Part Slope 1.000 TO 12 1.000 TO 12 Conn. Plate Angle (Degrees) 4.764 4.764 - Adjacent Depth Change Information Distance to Depth Change 201- 0.000" 201- 0.000" Flg. to Flg. Dimension 12.000" 12.000" Adj. P1. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:S 72 ------------------------------------------------------------------------------------------------------`---------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ridge SUBTYPE O/I Extens - Comp pm S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042866 ORIENTATION'. NORMAL PLATE WIDTH 6.000" PLATE LENGTH 16.75011. PLATE THICKNESS 0.375" _ PLATE•YIELD STRESS 55.00 KSI . PLATE OFFSET 2.375" ` DESIGN STRESS RATIO 1.016 CONTROLLING GOND. -50% CONTROLLING LOCATION Side 1 Outer Flg 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 e WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW _ EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 1 2 1.125" S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 04/11/01 � CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 08:24 AM PAGES 73 ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 , DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC .97 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 05 TYPE : Ridge SUBTYPE : O/I Extens '- Comp Bm B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE -50% 11.054 0.000 0.000 21.000 36.032 44..000 +500 0.000 11.089 0.000 21.000 36:145 44.000 1 0.000 10.342 0.000 21.000 33.710 44.000 2 3.239 0.000 0.501 27,.992 10.558 58.642 3 3.239 0.000 0.512 27.992 10.558 58.642 4 0.000 2.066 0.,127 27.992 6.734 58.651 5� 0.000 2.066 O.i38 27.992 6.735 58.651 6 Category 3 Load•Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to,this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 2.689 0.000 0.837 27.992 8.767 58.625 13 0.059 0.000 0.170 27.992 0.194 58.650 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) RIGHT ROOF BEAM SIDE -509.1 11.054 0.000 0.000 21.000 36.032 44.000 +50% 0.000 11.089 0.000 21.000 36.145 44.000 1 0.000 10.342 0.000 21.000 33.710 44.000 2 3.239 0.000 0.501 27.992 10.558 58.642 3 3.239 0.000 0.512 27.992 10.558 58.642 4 0.000 2.066 0.127 27.992 6.734 58.651 5 0.000 2.066 0.138 27.992 6.735 58.651. 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 2.689 0.000 0.837 27.992 8.767 58.625 13 0.059 0.000 0.170 27.992 0.194 58.650 OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.140 INSIDE FLANGE 0.250 X 5.000 12.042" 14.500" 1.125" -+------------- - FFFFFFFFFFFFFFFFFFFFFFF W- W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF 0 o ---------------------------- OUTSIDE FLANGE 0.250 X 5.000 )42" MAIN WEB 0.140 INSIDE FLANGE 0:250 X 5.000 S P L I C E D E S I. G N - L A Y O U T S K E T C H DATE: 04/11/01 - CADDS TIME: 08:24 AM PAGES 74 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME #• 2 DESCRIPTION. LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE ------------------------------------------------------------- # 05 TYPE Ridge ---------------------------------------------------------_------------ SUBTYPE O/I Extens - Comp Bm SPLICE PLATE 0042866 LEFT ROOF BEAM SIDE --> <-- RIGHT ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 16.750" X 0.375" I . +- 2.750"-+ -+---------+--- ----------------------------- ---+- 1.125" 2.375" 2.375" -i--- —I o 0 OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.140 INSIDE FLANGE 0.250 X 5.000 12.042" 14.500" 1.125" -+------------- - FFFFFFFFFFFFFFFFFFFFFFF W- W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF 0 o ---------------------------- OUTSIDE FLANGE 0.250 X 5.000 )42" MAIN WEB 0.140 INSIDE FLANGE 0:250 X 5.000 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:S 75 ---------------------------------------------------------------------------------------7------------------------------------------- .ORDER # 072101 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-3296 PROJ NAME - TERRY ALDRIDGE ENGR GRP - Visalia ' (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ridge SUBTYPE : O/I Extens - Comp Bm F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO., SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE OUTER 2 Main Flange 0.250 X 5.000 2.375 17.75 33.00 15.87 49.50 0.538 -50% INNER 2 Main Flange 0.250 X 5.000 2.333 17.80 33.00 14.79 49.50 0.540 +50% RIGHT ROOF BEAM SIDE OUTER 2 Main Flange 0.250 X 5.000 2.375 17.75 33.00 15.87 49.50 0.538 -50% INNER 2 Main Flange 0.250 X 5.000 2.333 17.80 33.00 14.79 49.50 0.540 +50% W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION -. COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW GOND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE Main Web 0.140 0.61 29.33 0.00 33.00 15.35 49.50 0.310 1 RIGHT ROOF BEAM SIDE Main Web 0.140 0.61 29.33 0.00 33.00 15.35 49.50 0.310 1 W E L D I N F O R M A T I O N LEFT ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 4.56 8.25 0.553 -50% INNER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 4.57 8.25 0.555 +50% Main Web Web to Splice.Plate 1/8" 0.09 2.47 0.034 12 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 04/11/01 CADDS TIME: 08:24 AM PAGE:S 76 -------------------------------------------------------------------------------- ORDER # 072101 BUILDER - NORTH VALLEY READY MIX ., --------------------------------------------------- BLDR ORDER # 01-23 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - TERRY ALDRIDGE ENGR GRP -_ Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 12'-4" 20 PSF 80 MPH UBC 9.7 .1'.000 TO 12 SPLICE # 05 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ridge SUBTYPE O/I Extens — Comp Bm' W E L D I N F O R M A T I O N LEFT ROOF BEAM SIDE W E B P L A T E S . DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH -. ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) Win) COND Main Web Web to Splice Plate 1/8" 0.09 2.47 0.034 12 W E L D I N F O R M A T I'O N RIGHT ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION. FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND OUTER 2 Main Flange Flange to Splice Plate- YES 3/16" 3/16" _ 4.56 8.25 0.553 -50% INNER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" .4.57 8.25 0.555 +500 W E L D I N F O R M A T I O N RIGHT ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) Win) GOND Main Web Web to Splice.Plate 1/8" 0.09 2.47 0.034 12 0 3111-P TNG DATA. IcM-t 111M OCCUPANCY WWUP= U -I (PRIVATE GARAGE) TYPE OF CONSTRUCTION= V N LOCATION ON PROPERTY= 100'* TO ROW. r. NORTH 148't TO PL AT EAST' 2$' TO PL AT, SOUTH 219':. TO PL AT (LEST FLOOR AREA= PROPOSED AREA ■ *00 Sa..FT. ALLOWABLE, AREA • 30oo:sa.FT. (UBC.3122.2) HEIGHt: PROPOSED•HEIGHT.13--B-t-MAXIMIT9' AL LOU ABLEHEIGHT ■• 40' MJ'1BER OF STORIES= PROPOSED : SNGL.E. STORY ALLowAsLE _ SwAz SToRr OCCUPANT' LOAD, 8,OCCUPANT AT' 1 PER`200�'SF. (ALL OTHERS) EXITS= I EXIT WaJIRED FOR -LESS -THAN -30 OCCUPANTS - 1 EXIT PROVIDED } ,— WW'[TE:-- POSED MC SYSTEM 07 l Lr . rL.A4MM : l :✓O' Environmental Hewn APR 1 8 1001 M( - Chico, California Uhl INi�Ex� 01== D1<AwIN�B 0r S 1iTE PLAN Al 1=L 0OR PLAN A2' ELEVATIONS 81:1=- FOUNDATION PLAN 51:2= 1=0UNC?AT I ON DETAILS Q0 -32934 XP. 6/30/02., 9�F CMI. \CF CALF% ��` r .c r .. •�� .�i I ) - NORTH*wwuaY> sun.oNod aYs�s, TITS: GARAGE FOR PERRY ALDRIDGE COCA DURHAM (BUTTE"COMM, SITE fOL.f�i . Revisions: SCALE: 1-, ■ 50" SHEET 6 3 1 �. � .5 FILE: JAG G/WPLDt/ ', NVB6/010T?/ 022_CU=M- C' R' A' N D A L LE. N a.1 N- E, E R- L. WO 0 •khu/�4'a.h CAy. 419s64.4u1t•r » P h o'n w: (659A6,4-2.-4.8'44- FOX: (66Y).64,2- 4-8 8 4 ;'Ntt 7FINkL75@VBISL/IIE' aim, CA;- 95M, 1E]EAHHRtPs, (670) 346rT1D6 FAX: (ems J46-eWe' 01022' A. .. - •v- - J. • . t;'r'- .�'T.*IMa^R�•+�s�i�we.r .- ......�� - v. a.�� - _ _ �. � .. i ._ ... .. . .. .. - - •��.. ..�,..�.., .--. .._... _. .�. �.+� -- ... a, (-L 5%A °' 'G DIVISION - BUILDING PLAN APPROVAL Use: o Date: �'� Parking: Landscaping: Other. Signature: WHITE OR BENC 4' DECK ROCK - SALT JUMP POCK WATER FALL DRI ✓E WAV � IOO�L.IUES�� 1 Ln D -W RG18 LI I, 50 A C I RESIDEd/[E +E. ELL 66 T ?a 1.Y y AS BUILT 3-01' B.0 EH Y -- Qt SWIMOUT PATIO. (E) �J %f OWNER: TO DETERMINE APPROXIMATE ELEVATION NOTE OF POOL ON DAY OF EXCAVATION. PLAS T OWNER: POOL AREA TO BE FENCED, PER COUNTY POSSE OR CITY ORDINANCE. GATES TO BE SELF CLOSING AND SELF LATCHING. BY OWNER OWNER: WET DOWN CONCRETE SHELL AT LEAST TWICE DAILY FOR 7 DAYS. DO NOT TURN ON POOL LIGHT WHEN POOL IS EMPTY. DO NOT USE RUBBER HOSE WHEN FILLING POOL AS IT'WILL MARK PLASTER. - GENERAL SPECIFICATIONS SIZE 18 x38 AREA �j80DDEPTH 3�TO SHAPE CUSTOM PERIMETER 100 TEMPLATE NO. CUSTOM TILE SIZE 6 " ■ E, TILE COLOR Q T S COPING N 0 COPING COLOR N O POOL CAPACITY 24000 GALS. PUMP CAPACITY I I O G.P.M. MOTOR H.P. I I Z H.P. FILTER 4a SO. FT. FILTER RATE 110 G.P.M. TURNOVER 4 NRS. VACUUM LINE & SKIMMER 2 RETURN LINE . 2 MAIN DRAIN I I Z SKIMMER -MODEL 2 t•1-3 BA �CKWASH TO DIS LINE !- OF V,' FILL LINE ANTI -SYPHON VALVE A 11 TO FILL HEATER- NO SIZE NO BTU GASLINE BY: N 0 VENTED BY: NO LIGHT 5oo W i CLOCK 22Q IV ELECTRIC BY: C F P ELECTRICAL BONDING BY: C F P • POOL CLEANER POOL VAC t - CHLORINATOR N 0 TT COUNTY ` BOARD -SIZE N 0 COLOR N O BOARD SUPPORTS. N 0 RESIDENCE BUILgDI Ip",QVv�a���u� LADDER -Model N 0 ��,,''� SLIDE-p��c.,., l� I • lPC#"". V .�o� J T )caner: v-+rJ';;, STUB PLUMB O vES�NO 3P# ��' d G S4. O OTN 1 ��� i1p " — —0:5/ I /1 / f �IOr7 C F P N USCALE 1/B"T'0•IL.E Y��4 COP''[�[ METC.N .EEMOVAL BY: N OFAM j � HEIGHT WiDiN EG _.._ .�. MCR. JO B '.Ho. SALESMAN 3LE PEBBLE -TEC MAP BOOK No. SWIMMING POOL LEGAL DESCRIPTION ;, Y.:• NAME SIMS AND KATIE HAWKINS AP 038-180-031 2181 WHITE D ".e ADDRESS DURHAM CA LOT N0; <,•D.. CROSS STREETS TRACT N0. RES. PHONE 345-3180 BUS. PHONE _ BOOK. PAGE _ B LOCK = CARE -FREE POOLS MAILING ADDRESS S_, #9 Alyssum Way C _ Chico, California 95928 Bill Bell Contr. Lic. #380826 Phone 342-4639 It fl{ - GENERAL SPECIFICATIONS SIZE IS •38 AREA rj pa DEPTH 6LTO2 BENC SHAPE CUSTOM PERIMETER 100 TEMPLATE NO. CUSTOM 4' DECK ROCK- TILE SIZE 6 6 SALT TILE COLOR 0 T S COPING NO JUMP POCK COPING COLOR No WATER FALL • � POOL CAPACITY 24000 GALS. PUMP CAPACITY 1 1 0 G.P.M. I HT MOTOR H.P. 112 H.P. ^ - FILTER 48 SO. FT. FILTER RATE 1 1 0 G.P.M. TURNOVER 4 HRS. - VACUUM LINE & SKIMMER 2 STEPS BENCHES RETURN LINE 2 WHITE DR SWIMOUT $ MAIN DRAIN II 2 - SKIMMER -MODEL 2 U-3 BACKWASH TO DIS LINE 1400,0 P L �JSL' OF h" FILL LINE {y ANTI -SYPHON VALVE A I I TO FILL Ri HEATER NO SIZE N 0 BTU D✓E Way - PATIO' (E) GASLINE BY: N 0 VENTED BY: NO PATIO LIGHT 5 W :o i • (E) CLOCK 220 V U'1 ELECTRIC BY: C F P G. Ball. G � - ELECTRICAL BONDING BY: C F P Y-- ` ,�{� RE$( DEA/CE v�v POOL CLEANER POOL VAC �T' 1.50 A'C Jr , UT II ® L� Rgp��`�I� CHLORINATOR N O ppTrO u n BUILDING pry {�j 9 6 V� p �a� COUNTY d Y BOARD -SIZE NO COLOR N O 2 `;.P� B l I L D I N au R j\ 1� j j\ [j BOARD SUPPORTS- NO aooL � 4eJ i3wfy� J V ELL 1F -761;- a% RESIDENCE APPR ID�j - LADDER -Model NO It -I ���.a ice' Sl_IDE•N�_cao,� Assessor Copy �--- O vE9 i i STUB PLUMB EYHo AS BUILT 3-01 B-C.E H,Y Owner - APN p c"� d� TILE & COPING o> Asnn n oTn DECK BY: C F P OWNER • � TREES. ETC. NO :RMIT OFFICE CONCRETE REMOVAL BY: No TO DETERMINE APPROXIMATE ELEVATION NOTE SCALE 1/8" = 1.0• SALES OFFICE IIaIs[o eoHo Beau:/ OF POOL ON DAY OF EXCAVATION. v 0 No �/ HEIGHI WIDTH PLASTE G PHONE NO. MGR. OWNER: JOB NO. SALESMAN POOL AREA TO BE FENCED, PER COUNTY POSSIBLE PEBBLE -TEC MAP BOOK NO. �Te SWIMMING POOL OR CITY ORDINANCE. CLOSING AND SELF LATCHING. LEGAL BE SELF BY OWNER - SIMS AND A A LEGAL DESCRIPTION ,.: NAME OWNER: AP 038-180-0,37 _ H... ADDRESS 2181 WHITE D DURHAM CA MET DOWN CONCRETE SHELL AT LEAST TWICE DAILY FOR ) DAYS. LOT N0: CROSS STREETS DO NOT TURN ON POOL LIGHT WHEN POOL D IS EMPTY. TRACT NO RES. PHONE 345-3180 gUS. PHONE DO NOT USE RUBBER NOSE WHEN FILLING POOL AS IT WILL MARK PLASTER. - - BOOK_PAGE_BLOCK_ MAILING ADDRESS CARE -FREE POOLS S_ #9 AlyssLBn Way C_ Chico, Califomia 95928 Bill Ben Contr. Lk. #360626 Phone 342-4639 Ae O O O STEEL ROD X-BRACMG THIS LOCATION ONLY O O Q Environmental Health FLOOR PLAN: 3/32 " =-1' -O" APR 18 2001 Chico, California :i CUTTER BUITLER SHAL 0 5TEEL SIDING t BUTLERS STEEL ROOFING W/ ZN-AL FINISH\ I+ ^ M ly+ Revisions: \Z-FUR.MS 5'-01t O.C. 3" FIBERGLASS INSULATION (R 10) WITH VINYL BACKING STEEL FRAME BY BUTLER M.G. 3_ ® � s _'v O' ' s f0MVA"M GARAGE- AF'PRC?VED � f. \STAND 8 - (Ul OCCUPANCY) f IRT BARD CsY wM,,� V� N+�i+�W Q a �► ' HIiTLET2'� + I I o 2 IC THIS AREA 16 TO 5E USED ONLY W-5tATY— i=OR THE STORAGE OF PRIVATE ICO `Z4" �.. � / WITH 6/6/1010 WU `1 IL s'z, �� + MOTOR.1/EHIGLES. I— —�� CRAVrT,+, Z + + + VENTS WITH MANUAL DAMPERS TOTAL OF 2 1 L + p V O + + 3'X10' TRANSLUCENT' + + • FJ;ZP. ROOF PANELS� - - + (TOTAL OF 4) 1 3010 EXPOSED STEEL COLUMNS E i �• BY BUTLER � - I 12'XI0'Rll' 12'XI0'Ril 101-0• 10'-O., 20'-0" 20'-0• LS 40'_0° O O Q Environmental Health FLOOR PLAN: 3/32 " =-1' -O" APR 18 2001 Chico, California :i CUTTER BUITLER SHAL 0 5TEEL SIDING t BUTLERS STEEL ROOFING W/ ZN-AL FINISH\ I+ ^ M ly+ Revisions: \Z-FUR.MS 5'-01t O.C. 3" FIBERGLASS INSULATION (R 10) WITH VINYL BACKING STEEL FRAME BY BUTLER M.G. 3_ ® � s _'v O' ' s AF'PRC?VED � f. \STAND 8 f IRT BARD CsY wM,,� V� N+�i+�W Q a �► ' HIiTLET2'� o J IC W-5tATY— ICO `Z4" �.. � / WITH 6/6/1010 WU `1 IL s'z, �� I— —�� �•'� Z -I�L u1 wC4 ' 4•t GLEAN GRAVEL BASE J F- f` �O'A49 s; ILe.. SECTION NTS �, OC ms e w Q rj '011 �o d F Q�pFESS/pN - SCALE: y 01=2 rn i m FILE.rAc c:nuwoTi 2934 022-ALDM P..6/30/02 . SHEET lF CIVIL OF CALF r