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Home My WebLink About016-220-025P T 03-102 — Plei T:Q k, 'V I RIISAGER, RON 1w, "I : 1, i7 I 1%2-(-SKYPARK INDUSTRIAL, Cl-nC• 4T q— 50NT: NORTH VALLEY BLDG OFFICE W1 GARAGE - METAL j4 "it it J�f5 ti -"s"vt— f 4 J, T .0- oe 141 3 tt 1i1. V it 01, 41, ,I • ♦ 4 MASONRY WALLS N E S W 1 st Lift 2nd Lift 3rd Lift s 4th Lift 5th Lift 6th Lift FIRE WALLS (Occupancy, Area, Property) Gypsum Board 1 st Layer 2nd Layer Walls Ceiling �. COMMERCIAL 048-010-025 f, 031026'x+ F RIISAGER, RON SKYPARK INDUSTRIAL, CHICO ._"CONT: NORTH VALLEY BLDG OFFICE W/ GARAGE- METAL . 4 OFFICE COPY Address GAS Meter By Date ELECTRIC Meter By Dyia 1 JOB FINALED (Date) 00, y. A Signature zle x V=OK O Not OK - = Not Applicable = Not Ready OK :9e�Sl-Cert-SP. insp.-Loc. valls, Main; Steel-Blockouts Steel -G rade- Placement Steel -Wrapped -Wire Mesh g. Depth ment-Hair Pins K.O*KD.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test Y7•.10. Gas Pipe; Size -Anchors 11. Water Pipe; Test -Anchor -Regulator -Service Test 12. Electric; Underground, Underslab 13. Pienums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 15. Masonry -Rebar -Lifts COMMERCIAL Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s .: Cg Water Htr.; Vent -Access -Combustion Air -Baffle 7' ate, Pipe; Test & Anchor -Nail Protection 8. W.V.; Test -Fittings & Anchor -Nail Protection :49-• Sinks -Floor -Grease Trap 10 andicap-W/C-Backing -13r Gas Pipe; Size & Anchors - Firewall Penetrations Date : . Card B-1 . Date Card B-1 Dat— Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s fixture & Transformer Clearance -Ins. Protection Sygle Phase -Three Phase -Equip. Bond S' a Boxes & No. of Conductors -Stapled 26,0`homex Installed Close to Edge of Studs & C.J. 6 quip. Ground made up w/Mech. Fastners-Bond Gas & Water 27. Wiring -90° -Protected -Color Coded Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga. Cu or At 29. Fire Resistive-Fixture-Conduit-G.F.I.-Susp. Ceiling Service- Riser Conductors & Ground -Main Disconnect tl-E-quip. Clearances Panels-Motors-Mech. Equip. ire Wall Penetrations Date ', -2 tiD Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MEC NICAL (Permit) OK except #'s A.C. Ducts Insulation & Support Vent Fan; Exhaust above insulation Co ensate Drain & Overflow; Size & Grade ur ante -Vent; Access -Comb. Air -Return Air Vent -115 outlet ttic Access & Platform if Furnance in Attic ' '.V.A.C.-Ventilation-Roof Access 39. Smoke & Fire Dampers Z I Date C)Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMjJ'ffa (Plans) OK except It's ' Ja4ila!Prooer Material & Anchors-Hold.Downs nd 42."Beafino Walls over Girders & Floor Nailing 4V-1'0,rp4f Stop in Walls (rat proof) 4 . ire tops; Furred Ceilings -Stairs -Chases 'r. 4 . eaders & Beam -Size & Bearing -Support Fix. Date FRAMING (Continued) ,t9 -Han ers-Post Caps -Anchors -Connectors Qell-oof Shthing-Nailing-Diap.Chord Splice IA6748. Firewall-Doors-Area-Occp.-Prop. 49 -Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles fP9-Gt -Lam cert. -Placement -Support S eel Buildings-Purlin-Girders Property Line Firewall & Openings 53. Ext. Doors -Handicap Access ,64 -Stairs; Width -Headroom -Rise -Run -Landing -fire Protection plywood on Roof Overhang -Attic Vents -Rafter Outriggers 96. j ing-Nailing Veneer 92Atucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 7*58. Glazing Area -Glass Protection -Skylights -Plastic -Fire Port. 39- S ar Walls -Plywood-Nailing-Conn to Roof ulation-Walls- 61. Infiltration -Walls -Windows 62. Corridors -Openings -fire Protection -Framing Date?. -I.!. t7 Card B-1 - Date Card B-1 Date Card B-1 Date Card B-1 Date FIN_AL (Plans) OK except #'s Ext. Steps -Door & Sidelight Protection -Landings Exits -Size -Number -Placement 65 Furnace; Vents -Clearance -Comb. Air -Connector - I Garage; Above Floor-Ducts-Mech. Protection 6 Sprinklers -Placement -Test 6Y Suspended Ceiling-Seismic-Wires-Elec-Light & Mech. 6 Elec. Trim & Subpanel; Breaker Sizes & Labels rs & Rails 74f Handicap -Door Levers -Fin. Floor 71 lec. Outlets at Wood Panel; Int. & Ext. Wtr. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V. Above Floor-Mech. Protection . 73 Plb., Elec. & Mech. Equip. Listed for Location 74. n'sulation-Foam-Looked in Attic 0 Yes 7 Guard Rails & Deck Construction -Post Caps 7 Fdn. Vents & CravAJF1ole Door -Drainage & Wood -Earth Clearance LoqKd under F oor o Yes 3 77. Stucco; wn-Finish V 15 78 A.C. Unit; Disconnect, Electrical, Plumbing 79elents Above Roof; Plbg.-Appliance-Fireplace.-Clearance to _AD-. Ater Well; Disconnect, Electrical, Plumbing 8 Exterior Elec. Trim; G.F.I. Receptacle -Underground 82 ff Site -Parking -Handicap 8 G ass Protection Corrections from Previous Inspections s Test -Meters Tagged; Gas -Electric 86 Water & Sewer Connected -C/O to Grade -HO Approval 8r7!` -Energy Compliance Certificate -Other Certificates 88. Roofing Certificate -Fire Rating DateQ%,';�iCard 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: I Certificate of Occupancy (NOTE: An entry must be made:`eayh time you -visit the job site). € y . ' COUNTY OF BUTTE - DEPARTMENT OF; DEVELOPMENT SERVICES - BUILDING DIVISION *1! T 7 County Center Drive •-Oroville, California 95965 • Telephone (530) 538-7541PERMT NO. (Rev. 12/96) •.AgPLICATION AND PERMIT 00--41' ASSESSOR PARCEL NUMBER "*' • WiSiM 048-OTVa925 ZONING M-1 BUILDING PERMIT OWNER RIISAGER. R(* x TELEPHONE 891-6142 SO. FT. OCC. BUILDING VALUATION 6400 . OWNERS MAILING ADDRESS 33542 SKYPARK TNDUSTRMAL AVF C14TCO CA. 99W_3 2046 ?57 116.622.00 CONTRACTOR'S NAME NORTH VALLEY BUILDING SYMTNS TNC. T345 -E 296 4.354 ?22 95.798.00 CONTRACTORS MAILING ADDRESS #9 MJREE SEVENS LN. STF. 5 CHICD, CA. Q5973 CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuatlon $ 219 G10-00 ARCHITECT OR ENGINEERLICENSE CRANDELL F.NGINEFIZING ANDY CRANDAL NO. 32934 Filing Fee $ 2 0.00 O35.00 Permit Fee $ 1 035.00 It ARCHITECT OR ENGINEERS MAILING ADDRESS r PONDEROSA WY. MID PINES CA. 95345 Plan Checking Fee $ 971) 79 BUILDING ADDRESS 13526 SKYEARK INDUSTR AL AVE.(fit C� (` Energy Plan Checking Pee $ 23.f?0 $ PERMIT FEE $ t.7-59.75 ' LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 1 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other OFFICE W/GARAGE SPECIFY Each Trap 1 61 7.00 42.00 Solar or heat pump water heater 23.00 Water piping 15.00 15.00 Each as water heater or vent 15.00 TYPE OF WORK New LO Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: 6400 so £t METAL BUTLDTW, Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00.00 1 S Mobile Home I S I G I W @20.00 PERMIT FEE $ 92.00 ELECTRICAL PERMIT Fling Fee 20.00 500V OR LESS Main Service zo.AORLESS23.00 23.0( LICENSED CONTRACTOR'S DECLARATION 1 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 -hull force and effect.POWER License Class Lic. No. I I -%-s8 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: ❑ 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. O^I'I 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 insuran)ce carrier and policy number are: Carrier <�,41 ,-: w�y.� Main Service PDA TO IDooA 146.00 NEW NEW CONST. ( DWELLING OCCUP. 3:5QFTO. 224.0( ADDNS. ACC-OU�TLS. NOR EW CONS M NO.R.,.. @7.50 APPARATUS SINGLE OUTLET CIR. OUTLET OR FD(TURES 2D 1'00 Ex. Occup.BAL p .w Ex. Occup. D(n IED A'R=D°E. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 267.00 MECHANICAL PERMIT Fling Fee 20.00 Heating 2 RO.00 40.00 Cooling 2 20.00 40.00 Hood 6.50 Ventilation 2 4.50 9.00 PERMIT FEE $ 109.00 Policy Number --i L r, t t.,( ,,, "- / O (, (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' 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 Date L�%�/ -s Signature of Applicant = O Owner ,Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 occ CONST. TYPE ` TOTAL FEE $ 2,264.75. HAZ. D., Es IMP �. ROOD CDF PARCEL POt HD9 ISSUE This permit is hereby issued under the applicable provisions in the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. o (,�i B /- Date PERMIT EXPIRES ON / Date Receipt No. 10989/ � 1gZb4. /D WHITE-D.D.S.-E.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT � 0-WAV40 1".P&OA97*17*1144--�f, :A*;� �- 1�1' TX- C6UNTY OF BUTTE. ....... BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES �11 Main Street - Chico, CA - (530) 891-2751 7 Couhty Center Drive - Oroville, CA - (530),538.-7541 CORRECTION NOTICE cze OWNER PERMIT NO. A routine ibspection indicates that the following.violatidns of butte county.Ordinances exist at the' above address and should be corrected. Please notice this office when corrdction-of work is c m le �d. If you have any questions pertaining to this matter, or need Wdditional explanation, 0 P Please contact this office immediately. f F k A ,/L M //, L Date 4 1 4 7 1 Inspector REV 10/92 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES '411 Main Street: Chico, CA - (916) 891-2751 7 County Center Drive, Oroville, CA (916) 538-7541, T CORREC io NOTICE 77- tA *m W -Q OWNER PERMIT NO. A routine inspection. ind.icates that the following violations of Butt i5.� unty Ordinances exist at the above address and ihould be corrected. Please notify this office' when correction of work is completed. If you Aave any questions pertaining to this matter, or need additional explanation, ct this Jffice immediately. Please conta z Date inspector REV I COUNTY OF BUTTE BUILDING DIVISION DEPFARTMENT OF DEVELOPMENT SERVICES 41�1 Main Street * Chico, CA - (530) 891-2751 Oroville, CA - (530) 538-7541 7 County:,Center Drive CORRECTION NOTICE -) 02-C OWNER i PERMIT NO. A routine . insp I iction indicates that the (of I lowing violations of butte county Ordinances exist at the above address and should be correcte I �. Please notice this office when correction of work is completed. It you have any questions pkrtaining to this matter, or need additional explanation, I please contact this office immediately. IL I r JAJ= b6 y' W Date Inspector REV 10/92 "A I COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street * Chico, CA - (530) 891-2751 7 County Center Drl Ve - Oroville, CA - (530) 538-7541 CORRECTION NOTICE D,? -L 7. OhNER .01 PERMIT NO. A routine inspection indicates that the following vi6lations of butte county Or.dinances exist at the 'e7 notice this office when correction of work is above address and should be corrected. Pleas completed. It you have any questions pertainihg to this. matter, or need additional explanation, please co ct this �ff di ly. �nme iate I nspector V� 7 Date REV 10/92 I nspector COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive Oroville, California 95965 • Telephone (530) 538-7541 T o. (Rev. 12/96) APPLICATION AND PERMIT ASSESSORPARCELNUMBER 048-010-025 ZONING BUILDING PERMIT OWNER RIISAGER RON TELEPHONE 891-6142 SO, FT, OCC. BUILDING VALUATION . OWNERS MAILING ADDRESS 13542 SKYPAR 6400 2046 57 11b 622.00 CONTRACTOR'S NAME NORTH VALLEY BUILDING SYS= TELEPHONE 145-7296 4,354 22 95,798.00 - CONTRACTORS MAILING ADDRESS THREE CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER M.T CRANDELL E G LICENSE NO. Flin Fee $ 20.00 Permit Fee $ 1, 035.00 ARCHITECT OR ENGINEERS MAILING ADDRESS - 4958 PONDEROS Plan Checking Fee $ BUILDINGADDRESS 13526 Energy Plan Checking Fee $2-1.00 $ PERMIT FEE $ 1 .750-75 LAT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other OFFICE W/GARAGE SPECIFY Each Trap 6 7.00 42.00 Solar or heat pump water heater 23.00 Water piping 15.0015.00. Each as water heater or vent 15.00 TYPE OF WORK New 3P Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: 6400 Sq ft mafiT. ni1TT.1 ma Gas piping system t - 5 outlets 15.00 Building sewer 15.00 19.00 Mobile Home I S I G W @20.00 PERMIT FEE 22.00 ELECTRICAL PERMIT Fling Fee 20.00 LE Main Service 2o0A OR LESS 23.00 23. LICENSED CONTRACTOR'S DECLARATION 1 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 i II force and effect. License Class Lic. No. S 2 �% 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 Main Service 200A TO 1000A 46.00 NEW CONST. DWEWNG OCCUP. OR ADDNS. ( & ACC. BUDS. SO 3.50,x. 224.0( NNON-RESDT MULTI.OUTLET 97,50 POWER APPARATUS 8 SINGLE OLlrLET CIR. Ex. Occup. OUTLET OR FIXTURES 20 00 BAL @':50 Ex. Occup. o ElED A'D °EA 1 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S 2�j] , 00 . 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 erformance of the work for which this permit is issued. p� -0-fhave 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' com ensation ins u ce carrier and policy number are: Carrier - MECHANICAL PERMIT Fling Fee 20.00 Heating 2120.00 40,00 Cooling2 2 Hood 6.50 Ventilation 2 4.50 9.00 PERMIT FEE $ 109,00 Policy Number- " O (The above sections n ed 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 workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply, with those provisions. X ate //l� Signature of App Ican- Owner ontractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 occ CONST. TYPE TOTAL FEE $ 2 2 4. 5 HAzD IMP FLOOD CDF PARC H ISSUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By AA7jg;L�Oat PERMIT EXPIRES ON -Z efe [ReceiptNo. 375989 . 2,264.75 WHITE-D.D.S.-B. D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT COURT Y OF BUTTE - DEPARTMENT O kDEVELOPMENT SERVICES -'BUILDING DMS_ ION 7 COUnty'Center Drive e• Oroville, California 95965 1, Telephone'(5 0) 538-x'54 P RMr No (Re,,. 12/96) APPLICATION AND PERMIT �� /Q-� + ASSESSOR PARCEL NUMREA ZONING ,• ; - BUILDINGPERMIT OV/ITER .TELEPHONE SO• 'Fr. OCC.: BUILDING VALUATION. }^� " I°iort Pi i i sax eY 8 - (� l4a O'NNER'S M LUNG ADDRESS `� • �, `�, �_ i 1354a Sk ark Industrial A�/e. Sgl3 + CONTRACTOR'S NWAE _ - ' TELEPHONE or+ V/0.1 (b rw kewks c. 34s -� a�� N' fTIiACTOR9 MAILING ADO �` , ItsA13 7Yw-g_e vn lava_ e• S vLieo �) CONSTRUCTION LENDER ffFireplace LENDER'S MAILING ADORES jt,CLnO'33 �} Total Valuation S' ARCHITECTF. Fun Fee 20.00 iYleenY7 ARCHITECT OR E NGINEER•3 MAILINdADDIIeSSPermit Fee 5 $ • 11C -Ira S . ' . W YVi i n & 1' I± u 1 0115S4S Plan ' Checkin ' Fee $ EUII�INO MDRFSS • , Energy Plan Checking Fee PERMIT FEE S LOT 140. SUBDIVISION'S NAME PARCEL MAP -PLUMS INO PERMIT «FIng Fee 20.00 USEOkTRUCTURE Each Trap 7.00 4 Z • Solar oi. heat pump water heater 23.00 SF ❑ Duplex ❑ Mobilehome ❑ Other _C Q nrQa , Water PI Ing 15.00 SPECIPY Each as water heater or vent 15.00 TYPE OF WORK Cas. piping system 1 - 5 outlets 15.00 New Addition ❑' Remodel ❑• UtirLties ❑ Installation ❑ Other ❑ Building sewer 15.00 Describe Work: VJ �1 DU rn Q�Q.� .,�( l .' Mobile Home S G� W @20.00 PERMIT FEE $ "O V (, ELECTRICAL PERMIT • Fling Fee 20.00 { } F Mein Service .mvi on �s 23.00 23," + ,' • V I �C/` Maln'Servica 200A To to 46.00 _ NEW CONST. ' DWELLING OCC.UP. SQ V OR ADONs. ( a ACC. elDs. 3.SQFT. 2z T _ t4w CONS 1. MULTI.OUTLEi • L ,�1 NON•RLSIO. a @7.50 POWER APPARATUS n � � 8 SDNGlEOUILET C0. Ex. -OCCU . OUTLET C TI -Er IR 200 109 '., • OAL sn FlXED APPLNS OR _ Ex. Occu OtRTLE19 ESLD. EA. 5.00 Temporary ServicePu . FE PlV� 23.00 SRA Mobile Home Facilities 20.00 Wiring SHERIFF 23.00 ® I PERMIT FEE S Z (D 7, MECHANICAL PERMIT r Fling Fee 20.00' —'v Heating Cooling20 ut Hcod 6.50 ��,p� A Ventilation 56 Go EXVEb —'� PERMIT FEE S �• Mobile Home Installation Fee S Aj$j ; Energy Inspection Fee . . "'�"�� • -C� •,- + t' CONST. TYPE $- to p LL�� (.>�� ? DCCT TOl'AL'F�E p TO at " T e0j� � M . HAZ 0. FEE IMP —00 COF PARCEL PO HD ISSUE This permk is hereby Issued under the applicable provisions 7. of the, Butte County Code and/or Resolutions to do work '..3; Indicated above for which fees have been paid. ' .. r ,� .• By .,Date LWHIT�E-0.0.s,.8.0. cptNe, •y PERMIT EXPIRES ON• ~' r CANARY -ASSESSOR PINK-INSPECTORGOLOENR00-APPLICANTA 1, ,_ ;'yisa�B+�9'rfa-..�.a7Rev'°�av" P' -.•'h,��i��s�P«ay.a+�m'��py"�4�i��1�.ta`3f'i��""�"�►t+d°". i'�;�i�l'�-.a:.�%.i:'a s;. COUNTY OF BUTTE -DEPARTMENT -OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA: 95965. Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: wi(or ASSESSOR PARCEL NUMBER n Proposed Building Use: (('747 e Counter Technician: Date: Items required in order to apply for a permit . All boxes MUST be checked Ok marked NA in order to apply. 1.. Plot plans, 3 or 4 sets, signedty the preparer of the plans. ,IW�, �. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4� ngineered truss details and layouts in duplicate. No faxes! Energy compliance design and supporting documentation in duplicate. 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. ❑ T. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed b the he engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The.permit will bet' indexed and returned to the plan review line-up when required items are received. Date Received By Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ Plot plan and business license approval from the City of Biggs .................................... Letter of intent for non-residential buildings.......................................................:.. Detached Accessory Building Form filled out by the owner ...............................:..... Hazardous Material Form......................................................•.........................� Other 'Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) 1�( 14. Fees as shown on the attached Schedule of Fees Due Sheet ......................................... 1 Statement of Intent for Non -heated and A/C Buildings ................................ -e........ 16. Sanitation and plot plan approval from the Environme al Health De artent in f 7. City of Chico Plumbing permit ...................:..... ............... 14 ?k2 alifornia Department of Forestry plan approval paid: Sent Tanning approval for (A) Use: ✓(B)Parking: �C) Parcel Check:ontact Land Development about &improvements, CB11rainage ..............................ncroachment Permit for driveway from the Public Works Dept. (construction approval prior t occ pancy). retInspection for required ................ ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carrier and Policy Number ..............:.............................. ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... Letter of Signature authorization .................. )'". Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 28. Manufactured home utility clearance..: ............................................................. ❑ 29. Existing violations and/or expired permits......................................................... ❑ 30. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H-.C.D. $ ❑ 31. Other: When issued Telephone and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. Applicant: Date: 1. Index permit application for the above items numbered: Plan Check Letter 2. Additional items required Contractor, designer, owner, was advised cfthe above data by; ❑ phone, ❑ mail, ❑ counter, by Date: _ 1 Contractor, designer, owner, was advised of the abov dto by ❑ hone, ❑ mail, ❑ cou tipr, by Date: Plans reviewed by: (�� Date: �' b Plans approved by: L Date: to Structural reviewed by: Date: — Structural approved by: Date: Note transfer by: Date: Yellow Building Division TU: . FROM: SUBJECT: LI Building Department Environmental, Health Sanitation Clearance E.H. USE ONLY Plot Plan Attached !hLf4-- - Roar Man At� �cad �&[42 sent to 13.0. '. -C� 5t7IF%'-7fL'= Ae qy— 0 5 - Owner Location AP# Plan Approved for: Sewage"Di posal v"- Water Supply: Public Z Private Well Clearance for — dwelling. Other NOTE: invir Health SpecYalist Date 8/96 COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVELLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE OWNER PROPOSED BUII.DING USE ()4+t 1. BUILDING PERMIT FEES Balance Due ........................ $ Additional Fees Due ................. $ Additional Fees Due ...: $ Revised Plan Checking Fee ..... $ 2. SC OOL DISTRICT FEES aid at District Office) (Available after Plan Check) 3. SHERIFF FEES (paid at Building Division) Residential .... ......:..:.:.... x $360.00 = $ Units ��,./�� a Commercial (sq. ft.) ..... .......... �1 t 0 x $0.03 = $ Sq. ft. 4. URBAN AREA FEES (paid at Building Division) Residential ...................• x =$ # Units Amt. Commercial (sq. ft.) ............ -x_=$ Sq. ft. Amt. RECREATIONAL DISTRICT FEES( --JI (paid at District Office) (Available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid'at Building Division) 10. OTHER A.P. # 0�I ' �2 DATE ?(Z— I -OR RECEIPT # DATE REC. At time of permit application, I was advised the above fees are required to�be paid prior to issuance of the building perm, it. These fees may be changed during the planchecking process. APPLICANT DATE Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Buiding Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 6100) F -k. , - 6724 Lockheed Drive, Suite 4, Cures .7 Redding; 'CA 96002 .coGroup 530-223-1277 • Inc.AU 9 2003 530-223-1442 FAX w%m.CunyGroup.coM July 31, 2003 - j CGi:03-1005.131 y North Valley Building Systems Mr. Andy Wood No. I I Three Sevens Lane Chico, California 95973 - RE: High -Strength Bolting Special Inspection Ron Riisager Building a 13542 Skypark Industrial Ave. Chico, California Dear Mr. Wood: i On July 28, 2003, a CurryGroup representative observed tensioning of 5/8 inch and 3/4 inch ASTM A325 high-strength bolts within the new construction at the referenced site. We observed the tensioning of 60-5/8 inch and 152-3/4 inch bolts within,the new building. Bolts and nuts were identified per the•AISC Manual of Steel Construction. 4 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. y 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 either, express or implied is made. If you have any questions regarding this information or need further assistance, please call Cliff Curry or myself at (530).223-1277 at your convenience. Regards, CURRYGROUP, INC. f �G�' Richard Holloway 3.,. Project Manager CGi: Copyright 2003 ,' '� CG03L232 " �:` _��4" �;w _ `M •ie h tyYA(.; �NRd.�s-4 „•l 'K '?!""C PK ySyi',. YY -S^ ;kM'*e+n n -, � //'' 'fl/ ._ �C-URRY��G�ROLTP INC: � ' .F]Concrete .[—]Foundations : { Pre/Post Tension. Tendons RMasonry . 911.9: Bolting . .Epoxy Anchors ❑Rebar RWelding QPlant Inspection I Soils a F}teproofing ❑Other Reference Documentation: PSN, Observation Summary: -, � //'' 'fl/ ` I � � �i � ' `, , IiP tw hn T I ✓' c ✓ n C !% P l!'h�/JC C� . .., c 1 .:i'.L 1lA. JU:.nf,! S •- r i t.," - .{v„ f, rel,. 1)lUs•{;,,;aAotl rPr �.r,,n 1 3. 3�� ./.a-,4 Q ^ECGetls�iJ V i �iD �p J ra n�i�' AIJ)d I M 14 -7 `76' .i q0 i, go 1, z C r 1 rl I.. - '"� i �7•`c !/1n I+.i �i ��C /�/'i, t- ) A .] G� 130(4) C.✓ -F g a. ( �i GL � it GCrI/ �-rF. ') 7) ii'c� �F•:-,�n Ci •: -i -:, .. i (fi -i-�i f�/�,�/,� �•(!( -(-3 �Jr"P "7 PIC, •lan r�� i Report Item(s),Incomplete Reinspection Required FIRetesting Required . CGi Representativ (Signature) (Print Name) 6724 Lockheed Drive, Suite 4 Curry- -Redding, CA - 96002 , co Group 530-223-1277 h1C. AUG._ �3 530-223-1442 FAX www. CurryGroup, com July 31, 2003- ------ -- ----- CGi: 03-1005.131 North Valley Building Systems Mr. Andy Wood No. I I Three Sevens Lane Chico, California 95973 RE: High -Strength Bolting Special Inspection Ron Riisager Building 13542 Skypark Industrial Ave. Chico, California Dear Mr. Wood: On July 28; 2003, a CurryGroup representative observed tensioning of 5/8 inch and 3/4 inch ASTM A325 high-strength bolts within the new construction at the referenced site. We observed the tensioning of 60-5/8 inch and 152-3/4 inch bolts within the new building. Bolts and nuts were identified per the AISC Manual of $teel 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 either, express or implied is made. If you have any questions regarding this information or need further assistance, please call Cliff Curry or myself at (530) 223-1277 at your convenience. Regards, CURRYGROUP, INC. Richard "Hollowa G(/ Y Project Manager CGi: Copyright 2003 e+ CG03L232 i TO ]LARRY PAINTER ' REMM TO • C HICO Eli SITE PLAID REVIEW APPLICATION =, Date: 1 � U AP# O ' 01 v Permit Number (if aaplieablel •� ..r,�� ' APPLICANT INFORMATION A. C_ Size: Owners Name: Ron Owners Address: Telephone No.: - -Situs Address: ; . Proposed Use:. • Residential ❑ New Single Family Residential ❑ Single Family Addition , El Family Remodel ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer - ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ Commercial Remodel a New Industrial Industrial Addition ❑ Industrial Remodel Other Septic. ❑ Well` Agricultural Exempt Building ❑Other: : �' .- .. . r Brief Explanation (if necessary):Ee V C 6- DO NOT WRIT BELOW THIS LINE Jp DoT ,4�p�O�d-?S DEVELOPMENT SERVICES INFORMATION (For Staff Use 4Approved ❑ Conditionally roved A ' PP ❑ • Resolve Problems Prior to Approval ❑ Site Plan Stamped Approved By , Date i r✓Y►� �3 . r' Page 1 of 5 r 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 attached) • Flood Zone: • Flood Panel No.: D 3y O (21 Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) txl--e CI 464-0 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: fy-) -1 Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. \ Ablabb, Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front O Cr Side Side Street Rear Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. \ Ablabb, Page 2 of 5 C-4 ApplicableDevelopti-tentFees: Standard Fees Amount ' Formula `- ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area' Road ❑ Thermalito Impact r ❑ Other --------------------------- Subdivision Map Special Fees , ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area w ❑ Other (per map) ' * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. . Parcel Created By .Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: 26 �5) — 3y . Legal Access RequiredE]No F] Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: , ❑ Parcel Deemed to be legal J ` ❑ 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 �4 ----------------------------------------------------------------- ------E---------------------------------- Page f--------------------Page 3 of 5 �.. t IN Subdivision Map/Parcel Map: Map Date of Recording: Lot: 2— ❑ Use Per Use Permit Permit Number: 40'V-, //Q Book: 8 Page: b 1. Date of Approval: Parcel Map/Subdivision Map/Use Permit Conditions 5 Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 J ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for roa 6 )o2 --r-z) 1S ,Q9OC-c5- o -P -144 --Fr D>J-TT`AUa Ro,A t�) '' SK _D covtEx s-fi n-b�arajb R S - -V7nc,iL� i�S�o t3� ta•)S�� 1EO?-11-4N t T S -OP. -Ti�&, D � 'Fa21C )Ob. ,✓e'' To' d3E L D - AP b STe) f).� -r-D CO UQ -T->7 S-rp, Page 4 of 5 W. �. BUTTE COUNTY DEPARTMENT OF PUBLIC HEALTH 96� DIVISION OF ENVIRONMENTAL HEALTH , 7 County Center Dive .41 1 Main Street' ` Oroville, CA 95965 P.O. Box 5364 . TEL: (916) 538-7281 TEL (916) 891-2727 FAX: (916)538-2140 FAX: (9 16) 895-6512 ` Owner's Nam Applicant's N Mailing Address APPLICATION FOR PERMIT TO CONSTRUCT A•SEWAGE DISPOSAL SYSTEM Lbn k,i IS0.4 2 assessor's Parcel No. 1b_Ylk� ��Clllhone No. 3qS-7.19 Construction Site ID (IL I .12- (I°X' 6vins V ll" IU -11 est c Irons , (Street and number or direction and distance to nearest crossroad) 2. Lot Size feet x feet. acres - 3. APPLICATION FOR: New system for new building Auxiliary or secondary system ❑ Repair of or addition to old system ❑ New. system to replace existing facilities ❑ 4. Type.of building to be served by proposed system: Mobile Home ❑ (size No: Bedrooms Garbage disposal? House ❑ No. Bedrooms Garbage disposal? Other (specify)-,ce_ rnrirQ C�rCcQ P_ 5. Water supply for premises: (Must be safe, potable water) Community ❑ Private well ❑ Other Water supply for ajoining properties:. Community ❑ Private well ❑ Other 6. WORKMEN'S COMPENSATION INSURANCE I am aware of the provisions of Section 3100 of the California Labor Code. Which requires every employer to be Insured against liability for Workmen's Compensation. gI have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. ❑ 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 Workmen's Compensation Laws of California. 7. SCALE PLOT PLAN TO BE FURNISHED Sketch to scale on reverse side hereof, or attach scale sketch of plot plan of the premises showing: a'. Property lines. b. Location of all proposed and existing buildings, structures, driveways and parking areas. c. Location of large trees, rocks, or other obstacles. d. Location of any well, spring, creek or other body of water on the parcel and within 100feet of property line. e. Show direction and approximate amount of slope. f. Source of water. g. Water lines. h. Set back lines and easements. i. Proposed sewage disposal system and area for replacement. I hereby state that the information above and on the reverse side hereof or attached hereto is correct and true to the best of my knowledge. I understand that the permit must be obtained before any construction is begun either on the building or on the sewage disposal system, and that a satisfactory inspection of the system is required before the new building or dwelling may be occupied or the system backfilled, or put into use..l also understand that a safe potable water must be supplied to the new building or dwelling before occupancy can take place. SigneOwner, ❑ Authorized agent ElLicensed contractors Date //.�O (An original letter of authorization must accompany this application in order for an authorized agent to sign.) s!� Legal parcel?FOR OFFICE USE ONLY Zohing _ Usepermitted Access Rcpt. No. 6J -1 ']�5 S Amount Water plans cleared Potable water Comment S4 -579A North Valley Building Systems, Inc.`^ COMPLETE CONCRETE & BUILDING SERVICE . NORTH VALLEY BUILDING SYSTEM, INC. No. 9 Three Sevens Lane, Suite E - Chico, CA. 95973 Contractors Lic. #812173 . June 24, 2003 Butte Co. Department of Development Services Building Division #7 County Center Drive Oroville, Ca. 95965 Attn: Tami Powell Re: Riisager Project Building Permit # 03-1026 A.P. # 048-010-025 Dear Tami> As per the permit application data sheet for the above project dated 4/11/03, 1 am providing the following response: #5 - Energy compliance design has previously been provided: # 16 - Environmental Health Department Clearance has been issued. 419 - Planning Department has issued their approval. #20 - Land Development shall issue -their approval today once they receive ,payment of $ 3,444.00 for drainage fees. #21- Encroachment Permit is not necessary due to•the road being private. Other- School Fee Form provided. Thank you for your help, if you have any questions you can reach meat 345-7296. Respectfully, R. Scott Miller RSM: jh r Phone (530) 345-7296 FAX (530) 345-5046 COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: Clo c ASSESSOR PARCEL NUMBER Proposed Building Use: Counter Technician: Date: Items required in order to appo for a perm1V All boxes MUST be checked Olk marked NA in order to apply. -oi1. • Plot plans, 3 or 4 sets, signed by the preparer of the plans. ,,❑ Complete plans, 3 or 4 sets, signed by the preparer of the plans. ^..�3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4 Engineered truss details and layouts in duplicate. No faxes! t8' S. Energy compliance design and supporting documentation in duplicate. ❑ 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. ❑ 7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate, (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The permit will be indexed and returned to the plan review line-up when required items are received. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate. V109. Plot plan and business license approval from the City of Biggs. . Letter of intent for non-residential buildings. ❑ 11. Detached Accessory Building Form filled out by the owner: ❑ 12. Hazardous Material Form. ❑ 13. Other 0 Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) ❑ 14. Fees as shown on the attached Schedule of Fees Due Sheet. ❑Statement of Intent for Non -heated and A/C Buildings. 4Sanitation and plot plan approval from the Environmental Health Department in ❑ 17. City of Chico Plumbing permit. ❑ California Department of Forestry plan approval ❑ paid. 19. Planning approval for (A) Use: (B)Parking: (C) Parcel Check: l>� Contact Land Development about ❑ Improvements, ❑ Drainage. 3$ —7zG� � �C(� -46:?a—.�� 21. Encroachment Permit for driveway from the Public Works Dept. (construction -approval prior to occupancy). ❑ 22. Pre -Inspection for required. ❑ 23. Contractor's license information. (Number, Name Style, Classification). ❑ 24. Worker's Compensation Carrier and Policy Number. ❑ 25. Owner -Builder Verification ( ❑ Given to owner, ❑ Mailed to owner). � Letter of Signature authorization. '9�'"". Recorded copy of Agricultural Acknowledgment Statement. ❑ 28. Manufactured home utility clearance. ❑ 29. Existing violations and/or expired permits. ❑ 30. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts,,O Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 31. Other: When issued Telephone 2 CZ Ki and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. Applicant: Date: W 11/03 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 rn.ct.c nrP. not rP..fllnr1ghlP ()ri oin nl-A nnl irnnt r t `•'. c ��., ..� ++' .` ni'' � M1,r`,`.csr.rr. •v u' .. ... _w ..•. ,_,K.r � .., .., .� ..y.-. y ._ a. � , BUTTE. COUNTY SCHOOLS IMPACT FEE CERTIFICATIOWFORM '(One form per-Bullding) '• SchoolrDistrict• PC J (M 1 Building'Department No. (J� � �az. A.P. Number Jurisdiction" city.County / Property Owner; `c/ `Q/ ! �� `) a �► C: 1 e4 Property. LocatioNAddress` � �Q (iJ j `� I/L ! Subdivision �' �od Lot No. .................................................................................................................. Residential Development 0 Sq. Footage v�1lJ No'of Living Mobile Home . Addition/ 'Supplemental to (Group R) Units 'Installation Conversion Permit# •¢ " ...... ...........'iN4........... ............ .......... foundation inspection): Commercial/Industrial Sq. Footage New addition. (Including Exterior Roofed Areas) ' Building Departmerit Representative - x Date (Floor, Plans reviewed by School District Personnel) :District Identification No. OV �) 1J School Districtcerkes:that (Applicant) C (Street Address) (Phone Number) 7 3 .(City) (State) (Zip Code) has complied with the requirements.of Resolution No. �� O by payment.of $. . ,1 "' :A representing �I V .. square feet. AB 2926 $ FULL MITIGATION $ School District Rep es native Date Paid by Check # Remarks:\J ,),'C��l Notice: You.may protest the imposition of the fees identified. above by submitting a written protest to the District,An'compliance with Government Code Section 66020(x), within 90 days from the date fees are paid. ,• Failure to. submit "a timely written.protest will prohibit you "from challenging the imposition of the fees in any court"action. If, subsequent to the School District Representative signing this Butte County Schools Impact fee Certification Form, the School District is notified by.the applicable Local Planning Agency that this project is being reviewed under. the California_ Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. ,White (applicant), Yellow (building department); Pink (school district). feeform.xls 00/98)dmm OF si w + t 4 BUTTE COUNTYENVIRONMENTALHEALTH DEPARTMENT ; HAZARDOUS MATERIALS AND EMMLSSIONS QUESTIONNAIRE -(A Building Permit cannot be approved without this completed form.) BUILDING PERMIT NUMBER ®3T II 02� APN 04-4 _' 01 0_ OZS ' Firm Name- I ►i��T��'✓1 1 A. 2 ��n2vSS►o� 1/��. 'Address ��JZC.o ��n�.QiC_ ►� n. �Sr2�`,'_ �� ' Nature of Business + , = +'• c r+� .� �� Contact Person' Person' Z7I rVA l `i-- 4 Phone #% � C��16- 1. Does you�r�u siness or that of your tennants'handle, store; or transport hazardous materials?" ONO I217 YES ). NOTE: Hazardous materials anE'defined as any material *that, because of its quantity, concentration, or physical or chemical characteristics,- poses'a significant present or, potential hazard to human . health and. safety or to the evironme`nt if -released into the the workplace or the environment. "Hazardous Materials" include, but are not limited ,to, hazardous chemicals,. haiardoustwaste, paints, oils, lubricants, fuels; flammables, combustibles, corrosives, gases, and any material which a handler or the administering agency .has a reasonable basis for believing to be injurious to the health and safety of persons or harmful t6,the environment if released. 2. Do you or will your future tenants handle store, or transport 55 gallons, 500 pounds, or 200 cubic feet (at standard temperature 4 pressure), or formulation containing hazardous material? O ❑ YES If you answered YES to 1 or 2, contact the Butte County Environmemtal Health Department (916-538-7281) for a review of the project. 3. Is ythe business/facility/operation to be located ,within 1000 feet or the outer boundry of a school or + school sites 93'-N'O O YES IF YES, name of school. 4. Does the business/facility/operation have the potential to emit any air pollutants; e.g., dust, soot, odors, ' fme�ss vapors, or other volatile compounds? I?Np 1:1 YES -� y IF YES, contact the Butte County Air Pollution C of District (916-891-2882) for permit requirements. Owner>or Authorized Company Representative �'•� ) (Date) BCEHD v BCAPCD' T r 4. The applicant has met or is meeting the _applicable requirements of Section 25505; 25533, and 25534 of•the Health and Safety Code.and the requirements for a permit from the Butte County Air Pollution Control District. LXJ + The Above Regulations o t,Apply To This Facility. BCEHD Signature. Date BCAPCD Signature Date WHITE.- Building Dept 0 YELLOW - Env. Health 0 PINK -,APCD 0 GOLDENROD- Fire Dept. L 1�i. 711, N BUTTE COUNTY ENVIRONIVI&IrAL-HEALTH DEPARTMENT. .HAZARDOUS -MATERIALS AND EMMISSIONS `QUESTIONNAIRE (A Building Permit,66rinot be a 'proved -without 1his completed form.) p BUILDING PERMIT NUMBER (03 0 APN+_ 04-8 01 >- Firm Name (2 J S _Y_X� f 'Address L4 v Nature of Business Contact Person k_k_ Phone #;!;Q 1. Does yourTbu$iness or -that of your tennants handle;store, -or transport hazardous materials?. 11 NO RrYES NOTE: Hazardous materials, are defined .as any material that, beb'diuse of its quantity,, concentration, or 14 1 � ..physical or chemical characteristiccharacteristics;pose�,,a sign,ifica,nt.present or potential hazard to. human health and -safety *or to the evi.ronment if 'released into the,th'e'workplace or the environment. . '. I %,�. ' * I � - � � � . ; J?j ., i. "Hazardous Materials" in6lude� but ;are not limited,,t6,.�haiaeddus'c,hemicals, hazardous waste" paints; oils, lubricants, fuels, flamrna'b combustibles, corrosives, gases, and any material which tib 'I: 1 1 b n �environments ' k " 6reasonable u les,'c y h" 10 nable basis for believing to bb. injurious to the a- handler or the -administering Agenc .,as a reas fu t. health and safety of persons of,harm I iot he if released. 2. Doyou or will* your future tehants°handle store, or'transport 55gallons, 500 pounds, or 200 cubic feet (at standard temperature 4 pressure), or formulation containing hazardous material? 21 0 "'El YES c. If you answered YES to I or 2, contact the Butte County Ehvi ron memtal Health Department (916-538-:7281) for. a review of the project. 3. Is'the business/faci lity/operation to be located within 1000 feet or the'outerboundry of a school or, school site? NO 0 YES: IF YES, name of school. 4. Does the business/facility/operation have the potential to emit any air pollutants; e.g., dust, soot, odors, fum , 's vapors, or other volatile -compounds? P 2"NO El YES IF YES,, contact the Butte.County Air Pollution C 0 1 District (916- 891 - 2882) for permit requirements. 0 Own'er' or ALithorized'Company Representative Ck (Date) BCEHD BCAPCD The Applicant has met dr is meeting the applicable requirement's of Section;25505,, 25533, and 25534 of the Health and Safety Code andthe requirements for a permit r El from the Butte County Air Pollution Control District. ElThe Above Regulations t Apply To This Facility -.- n 4so N , o 0 BCEHD Signature , - �_J21 Date BCAPCD Signature Date WHITE - Building Dept .0 YELLOW;- Env. Health 0. PINK.- APCD.0 GOLDENPOD Fire Dept. i5 a s 4 s{ '.•sr �.✓' 2 �t^Fi}i'�d illi 71!`t( � " - t!�yy yA; a�r.1�r7, i�.t t. i BUTTE COUNTY ENVIRONMENTAL.,HEALTH DEPARTMENT HAZARDOUS MATERIALS AND EMMISSIONS QUESTIONNAIRE (A Building Permit cannot be approved without this completed form.) BUILDING PERMIT NUMBER OR>— j0ZS0 APN ,04-S " 01 C dZ� Firm Name. i ► i? ,� S i"L7`Z�1'i ��CJ t�,� ..._� 4 ► :2��ylJ n 2ss .�. J I/.�C,, 'Address L,. 4.w.'L OG.. -mow ok . A-� A-49 Nature of Business ., s"�,r-t c►�_: `� �.n�. n► W+,y ^s�+p��-� (1'1/�+Acoc.a.►. Contact Person - t elyi I S► Phone #'�� .0;8 'e1i' 8161 1. Does .your,b,,,u�siness or that of your tennants handle, store, or transport hazardous materials? 0 NO , ©''YES •I NOTE: Hazardous materials are defined as any, material that, because of its quantity, concentration, or t physical or chemical characteristics; posesa significant present or potential hazard to human health and. safety or to the evironment if.released into the,,the workplace or the environment. "Hazardous. Materials" include, but are not limited to, hazardous chemicals, hazardous waste, paints; oils, lubricants, fuels, flarnmables, c ustililes, corrosives, gases, and any material which .,. a handler or the administering agency' has a reasonable' basis for believing to be injurious to the health: arid•safety of persons or'harmfuf'to the environment if released. 2. Do you or will'your future tenants handle store, or transport 55 gallons, 500 pounds, o_r 200cubic feet (at standard temperature 4 pressure), orformulation containing hazardous material? ©' N' 0 r'❑ YES If you answered YES to 1 or 2, contact the Butte County Environmemtal Health Department (916-538-7281),f or a review of the project. 3. Is the business/facility/operation to be located within 1000 feet or the outer boundry of a school or school site? 2'NO ❑ YES 1F YES, name of school. • 4.. Does the business/facility/operation have the potential to emit any air pollutants; e.g., dust, soot, odors, fumes, vapors, or other volatile compounds? 0"0 El YES IF YES, contact the Butte County Air Pollution Crol District (916-891-2882) for permit requirements. Owner or Authorized Company Representative a p ye , p ( a ej (Date) �. BCEHD BCAPCD ElTheapplicant has met or is meeting the applicable requirements of Section 25505, 25533, and 25534 of the Health and Safety Code and the requirements for a permit it from the. Butte County Air Pollution Control District. The Above Regulations,Do Not Apply To This Facility. BCEHD Signature _, �- i l r �; f, . - Date 11 ' L. ,� i t r , •'' BCAPCD Signature Date WHITE- Building Dept 0 YELLOW' Env. Health 0 PINK - AP.CD 0 GOLDENROD - Fire.Dept. �� . , .v7177 } { BUTTE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT HAZARDOUS MATERIALS AND EMMISSIONS QUESTIONNAIRE (A Building Permit cannot be approved without this completed form.) BUILDING PERMIT NUMBER (73,-4 QZSev APN 0 4n Firm Name `� � �-�' ► i 7'�.�`i / f � �� a ;n., � . �°' ► 3 e 0 0 0 0*. C s , ,4% .1 JJ _X ,,. 'Address'. ► ��.2lsr... '-a .� �i2 �►.ab. , �t ami Nature of Business ir,a►x',. n� r�,+s ''�a.� f/►.Jeum Contact Person 0 Phone # (-_5,Z 7)rT&831,5 r 1. Does your business or that of your tennants handle, store, or transport hazardous materials?" ❑ NO , e" ES NOTE: Hazardous materials are defined as any material that, because of its quantity, concentration, or physical or chemical characteristics, poses a significant present or potential hazard to human health and. safety or to the evironment if released into the;the workplace or the environment. "Hazardous Materials" include, but are not limited _to, hazardous chemicals, hazardous waste, paints, oils, lubricants, fuels, flammables, combustibles, corrosives, gases, and any material which a handler or the administering agency has a reasonable basis for believing to be injurious to the " health and safety of persons or harmful to the environment if released. 2. Do you or will your future tenants handle store, or transport 55 gallons, 500 pounds, or 200 cubic feet (at standar temperature 4 pressure), or formulation containing hazardous material? 2'NO ❑ YES If you answered YES to 1 or 2, contact the Butte County Environmemtal Health Department (916-538-7281) for a review of the project. 3. Is the business/facility/operation to be located within 1000 feet or the outer boundry of a school or school site? ANO ❑ YES IF YES, name of school. 4. Does the business/facility/operation have the potential to emit any air pollutants; e.g., dust, soot, odors, fumes, vapors, or other volatile compounds? 2"NO ❑ YES IF YES, contact the Butte County Air Pollution Cpntrol District (916-89.1-2882) for permit requirements. 6 Owner or Authorized Company Representative BCEHD BCAPCD The applicant has met or is meeting the applicable requirements of Section 25505, 25533/and 25534 of the Health and Safety Code and the requirements for a permit from the Butte County Air Pollution Control District. E/ 1:1 The Above Regulations Do Not Apply To This Facility. BCEHD Signature Date BCAPCD Signature Date WHITE- Building Dept ❑ YELLOW,,- Env. Health 0 PINK - APCD 0 GOLDENROD- Fire Dept. O �V T r�0 Department of Development Services ° ° Building Division 0 0 ` 7 County Center Drive ° O Oroville, CA 95965 i O .� O (530) 538-7541 (530) 538-2140 FAX c�U N'�y June 30, 2003 Ron Riisager 13542 Skypark Industrial Avenue Chico, CA 95973 North Valley Building' Systems 9. Three Sevens Lane, Ste. 5 Chico, CA 95973 Assessor Parcel Number: 048-010-025 Building Permit Number: 03-1026 Thank you for resubmitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Plans are Approved as resubmitted. If you wish to discuss any of these requirements, please call (530) 871=2:64.6:between the hours of 1:00 p.m. and 4:00 p.m., Tuesday through Thursday. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Keith Long, Architect Plans Examiner Consultant I of l A3 T 0 0 Department of Development Serv><ces ' ; 0 0 r Building Division 0 0 0 o t 7 County Center Drive f 'w �- , o� o Oroville, CA 95965 (530)_53&7541 (530) 53872140 FAX L*June 30, -2003 . . .Ron Riisager 13542 Skypark Industrial Avenue Chico, CA 95973 North,Valley Building Systems f` 9 Three Sevens Lane, Ste. 5 Chico, CA 95973. Assessor Parcel Number: 048-010-025 Building Permit Number: 03-1026 T Y Thank you for resubmitting the plans for younbuilding project: The plans have been reviewed, and the plan examiner's comments are listed below. Plans are Approved as resubmitted. y If you wish,to discuss any of these requirements, please call (5350)'872-2646fbetween the hours Y of 1:00 p.m.. and`4:00$p.m., Tuesday through Thursday. , Please refer to your Data= Sheet for remaining non -plan check items. (You received this form S when you applied for your permit.) The counter staff will answer any, questions concerning the .Data Sheet. Keith Long, Architect ' Plans ExaminerConsultant' 0 of 1 PLAN REVISION Please complete the following information in order to process your submittal. If this form is not complete, toric and legible, it may cause a delay in processing. t r . Owner's Name:klL,:7�aa(4?Received By-.77PDate: 16.— U 6— A.P. #: '�C' f �S Permit #: Time: ContactPhoneNumber:. Purpose of submittal: ❑ Permit Application Data Item ❑ Engineering ❑ Plan Revision ❑ Requested by Building Inspector or Correction Notice - Inspector's Name: 6tequested By PIaa's Examiner- Examiner'sName: ❑ Other. If you are revising a plan which has already been issued, submit two(2) drawings reflecting the revisions for pla; review. If engineering is involved in this revision, the engineer must put his requirements on these drawings an, stamp and sign the drawings. Include two (2) sets of wet signed engineering. Revised drawings must cleariy shop When Approved, Process as Follows: ❑ Mail to Owner at this address: 4 ❑ Mail to Contractor at this address: , ❑ Call . and hold for pickup at the* ❑ Chico Office ❑ Oroville Office ❑ Deliver with next inspection. Revised Plan Check Fee: 13 546.00 Receipt #: I ❑ Additional Fees Not Require( Additional fees may be due based upon complexity and time involved to process this submittal Additional Fees: Receipt h June 10, 2003 Department of Development. Services Building Division 7 County Center Drive Oroville, CA 95965 (530).538-7541 (530) 538-2140 FAX' Ron Riisager 13542 Skypark Industrial Avenue Chico, CA 95973 North Valley Building Systems 9 Three Sevens Lane, Ste. 5 Chico, CA 95973 Assessor Parcel Number: 048-010-025 Building Permit Number: 03-1026 Thank you for submitting the.plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS: 1. Specify NO. PARKING lettering in the hcp unloading zone per CBC .1129B.4.1. 2. Detail or specify accessible hardware on the pocket "door. 3. Please list all hazardous materials, if any, and.quantities per CBC T 3-B. 4. Justify provision of an accessible shower in the Men's Room and none in the Women's. 5. Are the areas above the Work Room and the Men's/Office #6 enclosed? If so, provide access to each. If not, provide clear signage "NO STORAGE OR USE OF THIS SPACE IS PERMITTED WITHOUT SPECIFIC ENGINEERING AND PERMIT". 6. Detail the mounting and bracing of AH1/HS1 HVAC units. 7. CLARIFICATION: T24 PERF -1 building orientation is South 180°. What is used ,to determine orientation? E.g., the front door or entry.is West 270°. 8. Specify door hardware compliant with CBC 10043.3.1.8. STRUCTURAL COMMENTS: 1. Please document the selection of 120OS250 ceiling joists at 24" o.c. 1 of 2 c Page 2 2. Justify the use of Exposure B at this site. The property is exposed in the east quadrant greater than %2 mile, and the airport in general is known to receive stronger winds. 3. Two overhead doors on the South Elevation provide 37% openings. Document and show that the doors, tracks and fasteners comply with wind loads, or design the building as partially enclosed. 4. CLARIFICATION ONLY: footing calculation p.21 shows a 144 sq. in. notch, while the detail M/S 1 shows 72 sq. in.; OK. . If you wish to discuss any of these requirements, please call (530) 872-2646 between the hours of 1:00 p.m. and 4:00 p.m., Tuesday through Thursday. Please refer to your Data Sheet for remaining non -plan check items. (You received this form, when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Keith Long, Architect Plans Examiner Consultant 2 of 2 BUTTE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT HAZARDOUS MATERIALS AND EMMISSIONS QUESTIONNAIRE (A Building. Permit cannot be approved without this completed form.) BUILDING PERMIT NUMBER i`� � A o2� APN 044 Firm Name 1 1 tZZ ��SZ,'ti'1 1L%*N;r_� �_so ' f�� :�1 �au-sS 'Address 47A'12JC Nature of Business Contact Person Phone#% cs 15-S 1. Does you�r� siness or that of your tennants handle, store, or transport hazardous materials? El NO Ir YES NOTE: Hazardous materials are defined as any material that, because of its quantity, concentration, or physical or chemical characteristics, poses a significant present or potential hazard to human health and safety or to the evironment if released into the the workplace or the environment. "Hazardous Materials" include, but are not limited to, hazardous chemicals, hazardous waste, paints, oils, lubricants, fuels, flammables, combustibles, corrosives, gases, and any material which ` a handler or the administering agency has a reasonable basis for believing to be injurious to the health and safety of persons or harmful to the environment if released. . 2. Do you or will your future tenants handle store, or transport 55 0allons,.500 pounds, or 200 cubic feet (at•. standard temperature 4 pressure), or formulation containing hazardous material? ® 'NO ❑ YES If you answered YES to 1 or 2, contact the Butte County Environmemtal Health Department (916-538-7281) for a review of the project. 3. Is the business/facility/operation to'be located within 1000 feet or the outer boundry of a school or scchgol site? R NO ❑ YES } IF YES, name of school: 4. Does the business/facility/operation have the potential to emit any air pollutants; e.g., dust, soot, odors, fuumps, vapors, or other volatile compounds? 2'NO ❑ YES IF YES, contact the Butte County Air Pollution C of District (916-891-2882) for permit requirements. Owner or Authorized Company Representative / (Date) BCEHD BCAPCD ® ® The applicant has met or is meeting the applicable requirements of Section 25505, 25533, and 25534 of the Health and Safety Code and the requirements for a permit from the Butte County Air Pollution Control District. ® The Above Regulations o t Apply To This Facility. BCEHD Signature. Date�i/C BCAPCD Signature Date WHITE - Building Dept ❑ YELLOW- Env. Health 0 PINK - APCD 0 GOLDENROD- Fire Dept. Crandall Engineering P.O. Box 124 www.crandallengineering.com Midpines,' CA 95345 Phone: (209) 966-4844 Fax: (559) 966-4744 ' June 1,9; 2003 Mr. Keith Long, Architect Department of Development 5ervice5 - Building Division 7 County Center Drive Oroville, Ca. 95965-3397 5ubject: Building Permit No. 03-1026 Dear Mr. Long: Attached are coPe5 of revi5ed drawings for the above project. The5e'5heet5 have been rev15ed in response to you comments dated"June 10 with changes. a5 follow: Non -Structural Comments: I . "No Parking" notation has been added to pavement marking in detail A/C I 2. Pocket door configuration and hardware are shown in added' -detail D/A I' . ✓ 3. 5tandard HazMat form 15 attached. Hazardous materials in building will con5i5t only of lubricants, anti -freeze and similar materials used in vehicle maintenance. Total quantity of materials will be less than exempt quantities in CBC Table 3D: / 4. Shower ha5 been changed to separate unisex facility. 5. 5pace 15 not enclosed, 5ign5 5tating 'No storage ..." have been added to the Floor Plan on revised sheet A I G. Mounting details for hVAC equipment have been added a5 detail M/52. 7. Energy documentation 15 based on `front' being toward the south (bottom of page) 5o left and right notations in refer to left and right 51de5 of drawing, 8. Note # I under `Exit Door Requirement5", detail A/A I , now Specifies hardware must comply with CBC 1003.3.1 .8. Structural Comments: I . Calculations for '12005250-097 ceiling joi5t5 are attached. ✓ 2. 51te conforms with CBC definition of 'B' exposure 5ite. No full quadrant 15 open for %2 mile from site. All quadrants have buildmg5 or significant surface irregularities covering at least 20 percent of the area within one mile of the 5Ite. ✓3. Roll -up door support rail will be provided as Shown in added detail F/A3. ' /4. Noted. Plea5e call if you have further que5tion5 o i39S 5incerely, y L LU No. C 32934 , * it J. Andy Crandall, ,P.E. CIVIL �P �� OF 06/13/03 11:14am P. 003 I rJ PLAN RFVEW RESPONSE FORM in order to cpe&te the miew of your pians, plerse comoeta the fonowWg Mnsmation and return this form with your M-submima. This fotm 6 Dot 004* m to All catraxiOn itcl wo 11x111 not be able to rioxpt your [c ubmitLaI for cevicw.. Them mug ihis form sc to CVM toga=d is our plea correction kttm -ft olbere is not cotw&md a valid respoom Mc m ate Y ruporLx W each item sad lha location where the inforttior>t cm be formd m the piam/pla. ATTACH THIS FORM TO A COPY YOUR pw RE1/n1M Lmm-ANO Rmm WrrH REME y AND 4R»6IM "S OWNERS NAME DATE: ASSESSORS PARCEL. NUMBER PERMIT NUMBER o-Z RESPONSE POR PLAN CHECK LETTER DATED: O1 REM x RESPONSE BY: LOCATION ON PLANS/CALCS: PLAN CHECK rMM 0 (COMMENTS: a D RESPONSE BY: Yl—A Tom. ;'T LA OG/12/OS 11:14am P. 003 I r♦ PLAN REVIIEW RESPONSE FORM In order to expedite the mieav of your pians, please eompteto the toil roving in�oa and return this form with your rz submiw. this form is not oompicte, as to adl correction herrn, we kill not be able to atxcpt your msu mites for inview. ihcre must be i r response to curry item mq*= d in our plant Carcocdoa kdet -By other' is not eoasil red as Vaud respom . Please ins y response to each item Imd tha kK:afim whore the infortaWca cin be found on the ptsns/ca m ATTACH THIS FORM TO A CD" OF YOM KAN RMLW LEiM ARD RETURN WITH REMED AND QRIGIHI4,E PL AXS OYMERS NAME DATE: two r� g�t�Ce C4— co ASSESSORS PARCEL NUMBER PERMIT NUMBER RESPONSE FOR PLAN CHECK LETTER GATED: lo� �3 PLAN CHECK ITEM 9 RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS_ PLAN CHECK rTEM 9 . RESPONSE BY: LOCATION ON PLANSiCALCS: COMMENTS: 06/13/03 11:14am P. 003 ' PLAN REVIEW RESPONSE FORM[ In order to expedite the mview of your pians, plesse complrte tho Ulm* in�Cmatioa and rd=this form with your �ubtn;tW. this form is not complete, m to all corrccaron it=s, wa will not be able to amept your mwbmitW for review. Tam must be i r resp = to cv+tq item teed in our plm correction kutm ftBy ot1kee Is not conddtred a valid mspon= . Please hTmale rrspocue to each item aad the iocmtim where the iabnostion cm be f mnd on the pbnzfcWc& y ATTACH THIS. FORM TO A COPY OF YOUR KM REVI W LETrM AND RETURN WITH REVISED AND ORIGMAL pis & ERS NAME M DATE: -7 l • � rd-t 7:DE.��L �• • ' `� ! � � /off ASSESSORS PARCEL. NUMBER PERMIT NUMBER D o c).Aa -4 c� RESPONSE FOR PLAN CHECK LETTER DATED: ` PLAN CHECK (ITEM r RESPONSE B-Y� LOCATION ON PLANWCALCS: COMMENTS: PLAN UrIM,1% 1 I CM N i-CarvINJc a I�••••r• COMMENTS: HECK ITEM X :NTS: W 0 O O (uzo"dol ") s2UTRoH 0TOP0oaD tWORRK I OOZO iOdOJ UIOIJ Paluud suh35v OCOt DDS, 0 1.33{ OCU® 31Ml M „OO,OSoTZ1 T tlesE) S M ..nn.Tq-T7T O lKQa 111 .....:.... O OH 08 NOIV .oma 1 - A. J#Am mom M it 4 "� �• 1\ -•••9'90 / .�� 7;.. � a \W w 7 zW 4 , ' oIc .77 °g2 /V% ,UU,u5o lG l Vbt:;0/V1 M .00,TSoT,T „6dl'pallilun„ Pup ,odl'Pivaojllea„ WO -4 E0/6T/90 uo paaulad deux iodo I W +D 0 4 V O O ij mi CRANDALL ENGINEERING 4958 Ponderosa Way P.O. Box 124 Midpines, CA 95345 Phone: (209 )966-4844 Fax: (209)966 -4744 A 1 =F- C�- %A� Y 1s, 2r.t)esl8n ° '� ,7G�o s , rE e,vet 3 I� Ixx 1 wV'u�aERectlys 2 Szxr kal o to a F s'$BC1x)n xir%t w r P • x,altilrefthu1'(± m m LtmY . ,Ma a d�;r rs in' ui? rn l . Ib m f Ya m! ifrsxi M�tLioLx ' �^,c. in in• 23�.t ut. m m 0.0346 005137-03 0.0451 0.388 1.32 3.198 0.799 2.873 0.073 0.435 0.503 1.71 4.134 1.033 2.666'0.093 0.430 3.198 0.663 13.10- 455 4.335 4.134 1.033 20.42 0.155 0.948 -0.709 2.991 0.944 f,OOSOOS137-33' 00S137.54 0.0566 137-680.0713 0.627 2.13 5.110 1.277 2.855 0.112 0.423 0.782 2.66 6.303 1008 4.000 .5.110 1.277 28.89 2006 4.000 5.110 1.249 37.38 2006 4.032 0.341 1.202 -0.700 2.981 0.945 0.670 1.460 -0.691 2.967 0.946 8005137-97 0.1017 1.576 2.839 0.134 0.414 1.093 3.72 8.597 2.149 2.805' 0.169 0.394 6.303 1.576 36.74 4048 4.000 8.597 2.149 53.09 9037 6.303 1.573 54.40 4048 4.003 1.325 1.762 -0.660 2.948 0.947 O62 33' 0 0346 OSf 0:413 141 `3 582 i� 896 29x3 0125 550 4.000 s3 562 0 757 14 96 455 4 306 8.597 2.149 78.22 11124 4.000 3.767 2.295 -0.658 2.908 0.949 00$162 43 00451 54' 0 20 0.537 183; ` 4 833 + 1 158 2 937 0;1¢010546 670 s5 }0 td 633 + 1 158 2289 1008 4;000: 0165 :1615 -0.95j 3142 0 908 . 0 364 2 058 8005162 0566 BOOS 16268 r0 0713 0 2 26 736 7`434 2,9270194 538 0 836 284, ' 7N089 17722 `0 5 736 L434 :3183 2006 4 000„ 5 736 1.397 4184 ` 2006 4039 -0'941 3132 0 Mlo 0'715„2509 -0 972 3119;, 0 d-'07-,...':10.1017'.:1:169 913'Ill035 530, 3.98.,; 9 713.x2'4282 883 0305 O 510' a 7 089 F� 1772 4041 - 4048 4 000 713 �c2428 ' 7 069 1757 59 67 4048 4 013 91.1,. 1416 .3047 0 9214.3`101• 0 912.. -4:0b OS200 33', 0.0346 0.448 1.52 4.096 1.024 3.023 0.227. 0.712 ;r9 .58.27..;9037.:,4:000 4.096 0.812 16.04 455 97.13. ^2.428 86.14 s 11124,:4'000 ad 023 'x;88913062: 0 914. BOOS20043 0.0451 0.582 1.98 5.302 1.325., 3.018..0.292 0.708 4.410 5.302 1.293 25.54 • 1008 4.038 . 7 0.179 2.945 -1.306 3.369' 0.850 005200.54 ' 0.0566 005200.68 . 0.0713 0.726 2.47 6.573 1.643 3.009 -0.357 0.701 0.907 3.09 8.140 2.035 2.996 0.435 0.692 6.573. 1.643 35.75 2006 4.000 6.573 1.475 44.15 2006 4.168 0.395 3.763 •1295 3.359 0.851 0.775 4.612 -1286 3.346 0.852 005200 97 0;1017 127.1 4.32 ,11203 2.801 2.969 0.576 0.673..11103 8.140 2.035 45.29 4048 4.000 2.801 65.12 9037 4.000 8.140. 1.964 65.21 4048 4.055 1.537 5.631 -1275 3M- 0.853 00525013 ` 0 0451 5054. 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Web stiffeners are required'at all support points and conceritraled loads lie Section Property Table Notes ' on page 6.' J.: t Screw Table Notes Screw spacing and edge distance shall not be less than 3 x D. (D = Nominal screw The allowable screw values are based on the steel properties of the members being connected, er AISI section E4. p When connecting materials of different metal thicknesses or yield strengththe lowest applicable values should be used. , ca Screw strength needs to be verified by the screw manufacturer. Values include a 3.0 factor of safety. Applied loads may be multiplied by 0.75 for seismic or wind loading, per AISI A 5.1.3. z Penetration of screws through joined materials should not be less than 3 exposed threads. Screws should be installed and tightened in accordance with screw manufacturer's recommendations. Values based on a tensile to yeld steel property ratio.of 1.08. Allowable Loads for Screw Connections W6011 W-11-1 NOit . 0.0188 33 36 -48 26 s y b 0.0283 .33 36 88 39 96 52 31 56 36 60 41 30 0 0312 33 36 102 47 104 54 110 62 33taM 03 N52 ;03P{'o36� " >F 1120 f9,4 4s� r43 � X1'30 57 k140� ;60 w z 1� 68 lk } 00566' ; x ;178 8 MOM 3 1272"; 6 ,L 79 272 1- 3 f x? r t si �S Ss 98 0.0713 33 36 316 97 99 375 94fi2? x;,293 _ „r.,y109: • X312. i Ir^123 0.1017 18 33 36 450 142 535 168 620 195 70b 156 54 0.0566 50 54 378 120 412 222 68 . 0.0713 50 54 478 151 444 165 473 187 97 0.1017 50 54 682 2 568 179 15 811 627 207 669 236 255 939 296 1068 336 Weld Table Notes Weld capacities based on AISI, section E2 r When connecting materials of different.metal `thicknesses or yield st be used. rength, the lowest applicable values should" <' Values include a 2.5 factor of safety. Applied loads may be multiplied by 0.75 for seismic or wind loading per AISI A 5.1.3. Values' based on a tensile to yeld steel property ratio of 1.08. Allowable Loads for :Fillet. Welds and Flare Groove Welds' 4 u` �icliness tiT.ensile "^E` s M81 M"iit� 43 0.0451 33 36 482 54 0.0566 33 36 605 4 68.: . 0.0713`:::::::.`•.33 :;:, :::':'36' 33d�::E:'.:i i"..38:6:=�: 43 0.0451 50 54 731 54 0.0566 50 54 917 68...0:0713;: :'54., 97. 0..1017:` ii: 'S0':'i i;i: .::ii5q ', SSMA CRANDALL ENGINEERING `- 40282 Highway 41 Suite 8 r Oakhurst , CA 93644 . Phone: (559)642-4844 Fax: (559)642-4884 . FASTENERS .1 SUGGESTED CAPACITY FOR SCRFw rnMMr:1-TnDC ions Kinex NU i ea: i . N.A.: not applicable - two thicknesses of this metal gage cannot be connected by this size of screw. 2. Screw capacities are based on averaged test results divided by a safety factor of 3.0. Test data is available from Buildex Division of ITW, Inc., Elmhurst, Illinois; test 4845. 3. Screw capacities are based on minimum connected material strength of FY 33,000 PSI. The ratio of the material ultimate tensile strength to yield strength should be equal to or greater than 1.15. 4. Screw spacing and edge distance shall not be less than 1.5xD or P/0.6 Fyl, where D is the screw shank diameter and P is the shear load. POWER ACTUATED FASTENERS Suggested loads for power driven fasteners are shown in the.following tables: The fasteners used in power.actuated tools are manufactured from special steel; heat-treated to produce a'very hard yet ducile fastener. The two basic types available are drive pins arid -threaded studs; although drive pins are used almost exclu- sively in.cold-formed steel frame construction. SUGGESTED..CAPAC:ITY.FO:R%POWER DRIVEN FASTENERS IN'CONCRETE (POUNDS) No. % = 14 No. 12-14 No. 10-16 No. 8-18 Minimum Penetration Steel D =168" D =.160" D '138 D = •120" No. 6 D = Thickness T = .205" T = .177" T = .153" T = .125" .10" T = .1066" Gage Shear or .150 250±]Ej:285330 Shear or 275 Shear or 1-1/4" Shear or 220 390 Shear or 345 .- 500 210 210 321 321 321 Bearing Pullout Bearing Pullout Bearing Pullout Bearing Pullout Bearing Pullout 33 KSI min. Yield 12 14 582 539 349 256 448 322 326 312 NA 301 NA NA 16 478 178 434 423 226 302 211 NA 208 NA 192 170 292 168 264 159 NA 147 33 KSI min. Yield 18 20 420 207 141 385 141 292 136 264 131 264 116 11 95 192 95 189 92, 189 90 179 NU i ea: i . N.A.: not applicable - two thicknesses of this metal gage cannot be connected by this size of screw. 2. Screw capacities are based on averaged test results divided by a safety factor of 3.0. Test data is available from Buildex Division of ITW, Inc., Elmhurst, Illinois; test 4845. 3. Screw capacities are based on minimum connected material strength of FY 33,000 PSI. The ratio of the material ultimate tensile strength to yield strength should be equal to or greater than 1.15. 4. Screw spacing and edge distance shall not be less than 1.5xD or P/0.6 Fyl, where D is the screw shank diameter and P is the shear load. POWER ACTUATED FASTENERS Suggested loads for power driven fasteners are shown in the.following tables: The fasteners used in power.actuated tools are manufactured from special steel; heat-treated to produce a'very hard yet ducile fastener. The two basic types available are drive pins arid -threaded studs; although drive pins are used almost exclu- sively in.cold-formed steel frame construction. SUGGESTED..CAPAC:ITY.FO:R%POWER DRIVEN FASTENERS IN'CONCRETE (POUNDS) NOTES: 1. Capacities shown are for stone aggregate con- crete and.are based on a low velocity shot. 2. Minimum fastener spacing: 4": minimum fastener edge distance: 3". 3. Values may not be increased by 1/3 for wind or seismic loads. 4. IGBO uninspected values - Hilti/ICBO research " 42388. SUGGESTED.BEARING QAPACITY FOR POWER DRIVEN FASTENERS USED TO CONNECT GAGE THICKNESS STEEL (POUNDS) Fastener Steel Gage Thickness Shank Dia. Shank Diameter Minimum Penetration Type of Loading Concrete Compression Strength (PSI) 2000 3000 4000 0.145" 1-1/8" Pullout Shear 90 160 115 225 145 265 0.177" 1-7/16" Pullout Shear .150 250±]Ej:285330 205 275 0.205" 1-1/4" Pullout Shear 220 390 18 345 .- 500 NOTES: 1. Capacities shown are for stone aggregate con- crete and.are based on a low velocity shot. 2. Minimum fastener spacing: 4": minimum fastener edge distance: 3". 3. Values may not be increased by 1/3 for wind or seismic loads. 4. IGBO uninspected values - Hilti/ICBO research " 42388. SUGGESTED.BEARING QAPACITY FOR POWER DRIVEN FASTENERS USED TO CONNECT GAGE THICKNESS STEEL (POUNDS) Fastener Steel Gage Thickness Shank Dia. 16 GA. 18 GA. 20 GA. 0.145" - - 198 0.177" - 321 241 0.205" 465 372 279 NOTES: 1. Bearing Capacity based on Bearing Area x 1.15 x 33,000 psi. 2. Values calculated in accordance with the 1980 AISI Specifica- tion for the Design of Cold -Formed Steel Structural Members. Section 4.5.6. 1. Tests were conducted with the fastener point driven completely through the back side of the hot -rolled steel member obtain proper gripping force. 2. Fasteners should not be located less than 1/2" from the edge of steel. 3. A minimum fastener spacing of 1-1/2" is necessary. 4. Bearing strength based upon: Bearing area x 1.15 x 33.000 psi for cold -formed steel. 5. Capacities shown are for either shear or pullout. 6. Values may not be increased by 1/3" for wind or seismic loads. 7. ICBO uninspected values - Hilti/ICBO research 42388. 1/2" 660 581 465 372 279 was necessary to qe� SUGGESTED CAPACITY FOR. POWER DRIVEN FASTENERS IN STRUCTURAL STEEL (POUNDS) Steel Shank Dia.: 0.145" Shank Dia.: 0.177" Shank Dia.: 0.205". Thickness Gage 1/4" Steel Thickness Steel Thickness Steel Thickness 3/8" 1/2" 1/4" 3/8" 1/2" . 1/4" 12 210 210 210. 210 335 395 395 210 210 335 395 395 485 525 485 525 14 16 210 210 210 335 395 395 465 465 18 210 210 210 321 321 321 372 372 Trn 20 197 197,197 241 241 241 279 279 1. Tests were conducted with the fastener point driven completely through the back side of the hot -rolled steel member obtain proper gripping force. 2. Fasteners should not be located less than 1/2" from the edge of steel. 3. A minimum fastener spacing of 1-1/2" is necessary. 4. Bearing strength based upon: Bearing area x 1.15 x 33.000 psi for cold -formed steel. 5. Capacities shown are for either shear or pullout. 6. Values may not be increased by 1/3" for wind or seismic loads. 7. ICBO uninspected values - Hilti/ICBO research 42388. 1/2" 660 581 465 372 279 was necessary to qe� -;. _..-. Crandall Engineering www.crandallengineering com s s° t, P.O. Box 124 z =� Midpines, CA 95345 { Phone: (209) 966-4844 .Fax: (559) 966-4744 April 30, 2003: Butte County Department of Development Services '7 County Center Drive Oroville, Ca. 95965-3397 5ubject: Proposed building at 13542 5kypark Industrial Ave. Dear Sir or Madam: F Herewith are copIe5 of the followincg documents for inclu5ion with the permit application for- the or•the proposed building to be built by North•Valley Building 5y5tem5•at the above'addre55: Title 24 Energy Documentation by Energy Calculation Services. Electrical Plan5 by Agri Electrc of Chico, CA.,'which, will. be the electrical • contractor for th15 project. Mechanical Plan by McCllelland Air Conditioning, Inc. of Chico, CA., which will y ' be.the mechanical contractor for th15 project. These document5 have been reviewed and found to be compatible with my intended'de5i6Jn for the project. Please call me if. f you have further que5t1on5 on th15 matter.. 51ncerely, •. - s QRoFESS�: J. Andy Crandall, F. E. w ' No. 32934 Zn p, . , • `* Exp, r).30-06 X a CIVIL\P t, OF CALIF Cc: NVBS - 03022 ` (7- 7' • April 30, 2003 Butte Co. Department of Development Services #7 County Center Drive Oroville, CA 95965 Attn: Building Division Re: A.P. # 048-010-025 To Whom It May Concern: We are providing this letter of intent .in regards to the proposed building on Skypark Industrial Avenue, A.P..# 048-010-025 in Chico. The intended use for this building is an office / service facility for Firestorm Wildland Fire Suppression, Inc. who will be leasing from Ron Riisager. The scope of work performed by our company is contract fire fighting and vegetation management,for fire suppression. There will be a total of six (6) full time employees that will be empl6yed at the facility. Four of which are office personnel and two that will be involved in equipment service / maintenance and dispatch. All maintenance of trucks and equipment will be performed within the 60' x 80' area and shall be limited to light service only where no welding or open flame -will be required. The workroom will be used for `service and repair of hand tools along with some storage of filters and supplies. Normal operations would be five days a week Monday thru Friday from 7:00 a.m. to 5:00 p.m. However, at times this could increase due to workload. Most of the contract work performed by Firestorm is out of the area and employees will report directly to the jobsite, however there. may be a time that an additional two (2) or three (3) employees will report to the office for a short time and leave to work offsite. There is no retail sales or services that willbe provided to'the general public at this place of business. Thank you for your help regarding this permit application. Respectfully, JuQj Jim, President 4 a —✓ .1 - it • Crandall Engineering P.O. Box 124 www.crandallengineering.com r Midpines, CA 95345 Phone: (209) 966-4844 Fax: (659_) 966-4744 r ,, April 30, 2003^ Butte County Department of Development 5ervice5 7 County Center Drive Oroville, Ca. 95965-3397 ` Subject: Proposed building at 13542 5kypark Industrial Ave. Dear Sir or Madam: herewith are copie5 of the following documents for inclusion with the permit application for the proposed building to be built by North Valley BuildincJ 5y5tem5 at -the above address: Tale 24 Enercjy Documentation by Energy Calculation 5ervlce5. Y_ Electrical Plans by AcJri Electrc of Chico, CA., which will be theelectrical contractor for this project. a 4 Mechanical Plan by McClielland Air Conditioning,'Inc. of Chico, CA., which will be the mechanical contractor for th15,project. These documents have been reviewed and found to be compatible.with my intended design for the project. _ Please call me if.you have further que5tion5'on this matter. 51ncerely, a QROFESS� J. Andy Crandall, P. E. W NO. c32s3a t Exp. &30-06 �F OF CAL1F Cc: NVBS ` 03022 ' • r - -ria RGY CALCULATION SERVICES Ucliting, Analysis and Documentation } CEC CergNed Energy Plans Examiner - RES91-1006 / N"1 -1002{ -HERS Analysts - RD/FmHa Auditors - Member of RRHA of Texas Reff, Title 24 energy calculations for your CONEWERCIAL project. To Whom It May Concern: In reviewing these documents, you will see that there are signature lines requiring signing. Read the signature requirements at these areas and determine who is most qualified parry, or the party willing to accept responsibility for the contents of these areas, and have them signed. It is a State of California requirement that the MECH-1, ENV -1 and LTG -1 forms be an integral part of your, submittal plans; i.e., transferred to a vellum or Mylar for reproduction. Note: Some building department jurisdictions are not enforcing this requirement. Please retain one set of documents as your permanent file copy. Any questions will be gladly answered. If I may be of any assistance, now, or in the " future, please don't hesitate to call. Thank you for your business. Marty Runnells, CEPE Energy Calculation Services 1907 Mangrove Avenue, Suite E ecs@energyguru.com 877 /530.894.8466 tel. Chico, California 95926 Esc 1989 530.894.3422 fax PLAN REVISION Please complete the following information in order to process your submittal. If this form is not complete, come and legible, it may cause a delay in processing. Owner's Name: Received By: _Date: �6 qo A- P. #: Permit #: Q-��oZ in Time: i ContactPhoaeNumber. . �/� r { . Purpose of submittal: ❑ Permit Application Data Item ❑ Engineering ❑ Plan Revision ❑ Requested by Building Inspector or Correction Notice - Inspector's Name: ®'Requested By Plan's Examiner- ExamineesName: A�IJA r1t2d_Q ❑ Other: If you are revising a plan which has already been issued, submit two(2) drawings reflecting the revisions for pla; review. If engineering is involved in this revision, the engineer must put his requirements on these drawings an stamp and sign the drawings. Include two (2) sets of wet signed engineering. Revised drawings must clearly shoe When Approved, Process as Follows: ❑ Mail to Owner at this address: ❑ Mail to Contractor at this address: ❑ Call-. and hold for pickup at the ❑ Chico Office ❑ Oroville Office ❑ Deliver with next inspection. Revised Plan Check Fee: ❑ 546.00 Receipt #: ❑ Additional Fees Not Require( Additional fees may be due based upon complexity and time involved to process this submittal Additional Fees: Receipt #: COUN 1 Y OF SUITE - DEPAR?MEN T OF DEVELOPMENT SERVICES - BUILDING DIVISI%I 7 County Center Drive 9. Oroville, California 95965 • Telephone (5 0) 538-154 P RbIIT NO. APLICATION AND PERMIT %�� _ A:5ESS0RPARCl1 NUMRFA 1 ^ - Ol - l 20MN0 ( 11 yU C/J`J r BUILDING PERMIT N OWNER TELEPHONE SQ. FT. -OCC. BUILDING VALUATION I�la'1 h i t 0. 89 I -(� Na BURRING gty'k 1 IAcLts-t-r i of Cvk. (�o , CA LOT NO. SUSONISION-S NAME mKllm1 USEOFSTRUC�TUyR-"E SF ❑ Duplex ❑ Mobilehome ❑ Other l C 1C.O U31 SPEC TYPE OF WORK New x Addition ❑ Remodel ❑ Utilities ❑ Instillation ❑ Other ❑ Describe Work: t0� OU 96 melo .1 b lcU *PES FEE P,IZ SFLA SHERIFF ®Ti<{ER AM0V T REC b 7S �,5:.'7S TO to -PVT XWO wwvm lace I Permit Fee :hecking Fee $ V Plan Checking Fee $ i PERMIT FEE S PLUMBING PERMIT Gv 0.00 .00 —Each—Trap O'NHERS MAILING ADDRESS 3S 4 a sk cLr k 1,A LL"+w' i a.l Ave. Oi COUTRACTOR'S NAME NOS+I� Vct l (Q a 6W l L_I ,1a S- u Each gas water heater or vent TT�7e MAILING ADD S vkrus Lav\..2_. e- S Co Building sewer AN COQ STRUCTTON LENDER Mobile Hom G W @20.00 O -MIT FEE S �O LENDER'S MAILING ADDRESS Fling FeeR2� rvtcs ..A.R Ess 23.00Dllrn Service 200A TO rawA 46.00 OWEILNG OCQLP.DNS. (a ACC. eLos. ARCHITECT OR ENGINEER a i Y1 ee <i AYLCL.. PowER APPARATUS a sINGLP otmtT as ARCHRECT OR ENOINEFR9 MAJUNd ADDRESS _ BURRING gty'k 1 IAcLts-t-r i of Cvk. (�o , CA LOT NO. SUSONISION-S NAME mKllm1 USEOFSTRUC�TUyR-"E SF ❑ Duplex ❑ Mobilehome ❑ Other l C 1C.O U31 SPEC TYPE OF WORK New x Addition ❑ Remodel ❑ Utilities ❑ Instillation ❑ Other ❑ Describe Work: t0� OU 96 melo .1 b lcU *PES FEE P,IZ SFLA SHERIFF ®Ti<{ER AM0V T REC b 7S �,5:.'7S TO to -PVT XWO wwvm lace I Permit Fee :hecking Fee $ V Plan Checking Fee $ i PERMIT FEE S PLUMBING PERMIT Gv 0.00 .00 —Each—Trap -7:00 -i- Z Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 Gas piping system 1 -5 outlets 15.00 Building sewer AN 15.00 Mobile Hom G W @20.00 -MIT FEE S �O 1 L P Fling FeeR2� rvtcs ..A.R Ess 23.00Dllrn Service 200A TO rawA 46.00 OWEILNG OCQLP.DNS. (a ACC. eLos. ►LULTFOUTLET oN REBID. a @7.50 PowER APPARATUS a sINGLP otmtT as Ex. - OCCU . OUTLET OR ITMAE9 Zo eAL ® .en Ex. Occup. °ei 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S -2 ( r%LK .MECHANICAL PERMIT Fling Fee 20.00 Heating 20, W V, Cooling Q 'c)' L6, ce Hood 6.50 Ventilation L,(.56 9•60 PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ (,o Occ COFLST. 'P' TOTAL FEE $ HAZ. D. FEES IMP RCOD CDF PARCEL PO HO ISSUE This permit is hereby Issued under the applicable provisions of the Butte County Code and/or Resolutions to do work Indicated above for which fees have been paid. By . Date ReceiplNo. PERMIT EXPIRES ON WHlic•O.D.S.•B.D.. CANARY•ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT .wr-L.*:^c'Y.tR::l r. .'.y: Uaa •:. cit^-ty .:! "�f'A'ij kZ• �.... .. t c-7+ ,y:. ,.. ... - . ,-,1 'r+ri x -;c... ..- � -:r' .� fr• � vry W .�.+. �9i..':1 ''rte '��7 � ..::�� Y'T? ;• �$,'.:7 Ri'vS� "F. n:<nF�1'47^3iSi'. r.. COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 -� PERMIT APPLICATION DATA SHEET OWNER: ASSESSOR PARCEL NUMBER Proposed Building Use: ( ( P a Counter Technician: Date: Items required in order to apply for a permit, All boxes MUST be checked O marked NA in order to apply. L. Plot plans, 3 or 4 sets, signed,iy the preparer of the plans. t V,�. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3* Engineered plans, 3 or 4 sets, with wet.signature on plans AND 2 sets of stamped and signed calculations. _ ❑ 4. Engineered truss details and layouts in duplicate. No faxes! l Energy compliance design and supporting documentation in duplicate. ❑ 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans,*all in duplicate. ❑ 7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Items -required-for-initial-plan-review.—If-checked-items-have-not-been-received,–plan-revietv-can not-proceed.—The-perm it -will -be indexed and returned to the plan review line-up when required items are received. Date Received By ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ❑ 9. Plot plan and business license approval from the City of Biggs ..................................... I�10. Letter of intent for. non-residential buildings......................................................:.. ❑ 11. Detached Accessory Building Form filled out by the owner ..................................... ❑ 12. Hazardous Material Form............................................................................... _ ❑ 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the followinj items.) ❑ 14. Fees as shown on the attached Schedule of Fees Due Sheet ......................... :............. ❑ 1 .. Statement of Intent for Non -heated and A/C Buildings ................................. .......� ['16. Sanitation and plot plan approval from the Environme al HealtXDe artent in �I Ci ❑/17. City of Chico Plumbing permit ........................ .C�� 14 8. California Department of Forestry plan approval paid. Sent O .................... Q 19. Planning approval for (A) Use: ✓(B)Parking: 7C) Parcel Check: & ,µ,yJ o3 Vli� Contact Land Development about ❑ Improvements, ❑ Drainage .............................. 21. Encroachment Permit for driveway from the Public Works Dept: (construction approval prior to occupancy). . ❑ 22. Pre -Inspection for required ................ ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carrier and Policy Number ............................................... ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... Letter of Signature authorization.................................................................... 7. Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits........,................................................ ❑ 30. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 31. Other: When issued Telephone and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit Applicant: Date: Z- //Ols 1. Index permit application for the above items numbered: 2. Additional. items required Contractor, designer, owner, was advised cf the above data by Contractor, designer, owner, was advised of the above data by Plans reviewed by: Date: Structural reviewed by: Date: Note transfer by: Date: Plan Check Letter ❑ phone, ❑ mail, ❑ counter, by Date: ❑ phone, ❑ mail, ❑ counter, by Date: _ Plans approved by: Date: Structural approved by: Date*.._ Crandall Engineering. -p www.crandallengineering.com P.O. Box 124 � • Midpines, CA 95345 Phone: (209) 966-4844. Fax: (559) 966-4744 April 30, 2003 Butte County Department,of Development 5ervice5 7 County Center Drive Oroville, Ca. 95965-3397 5ubject: Proposed building at 13542 5kypark Industrial Ave. Dear 5ir or Madam: herewith are copies of the following documents for inclusion with the permit application for the proposed building to be built by North Valley Building Systems at the above address: Title 24 Energy Documentation by Ener9Y Calculation 5ervice5. Electrical Plans'by Acgri Electrc of Chico, CA., which will be the electrical contractor for this project. Mechanical Plan by McCllelland Air Conditionincg, Inc. of Chico, CA., which will be the mechanical contractor for this project. These documents have been reviewed and found to be compatible with my intended design.' for the project. Please call me if you have further ciuestions on this matter. 51ncerely, FES • d �4- r k� Ew � '� '• J. Andy Crandall, P. E. U No. 032934 m ExP.6-30.06 A CNIL\P OF CALIF - Cc: NVBS 03022 Apri130, 2003 Firestorm Wildland Fire Suppression Inc: Safety, Quality, Performance 4950 Cohasset Rd. # 9 .Chico, CA 95973 Phone: (530) 898-8153 Fax: (530) 898-8579 Butte Co. Department of Development Services #7 County Center.Drive Oroville, CA 95965 Attn: Building Division Re: A.P. # 048-010-025 To Whom It May Concern: We are providing this letter of intent in regards to the proposed building on Skypark Industrial Avenue, A.P. # 048-010-025 in Chico. The intended use for this building is an office / service facility for Firestorm Wildland Fire Suppression, Inc. who will be leasing from Ron Riisager. The scope of work performed by our company is contract fire fighting and vegetation management for fire suppression. There will be a total of six (6) full time employees thdt will be employed at the facility. Four of which are office personnel and two that will be involved in equipment service / maintenance and dispatch. All maintenance of trucks and equipment will be performed within the 60' x 80' area and shall be limited to light service only where no "welding or open flame will be required. The workroom will be used for service and repair of hand tools along with some storage of filters and supplies. Normal operations would be five days a week Monday thru Friday from 7:00 a.m. to 5:00 p.m. However, at times this could increase due to workload. Most of the contract work performed by Firestorm is out of the area and employees will report directly to the jobsite, however there may be a time that an additional two (2) or three (3) employees will report to the office for a short time and leave to work off site. There is no retail sales or services -that will be provided to the general public at this place of business. Thank you for your help regarding this permit application. Respectfully, Jun President Crandall Engineering P.O. BOX 124 www.crandallengineering.com ' Midpines, CA 95345 Phone: (209) 966-4844 Fax: (559) 966-4744 June 1 9, 2003 Mr. Keith Long, Architect ' Department of Development 5ervice5 - Building Division 7 County Center Drive Oroville, Ca. 959G5-3397 5ubject: Building Permit No. 03-.1026 Dear Mr. Long: t Attached are copies of revised drawings for the above project. These sheets have been rev15ed in response to you comments _dated June 10 with changes as follow: Non -Structural Comments: I . "No Parking" notation has been added to pavement marking in detail A/C I 2. Pocket door configuration and hardware are shown in added detail D/A l . 3. Standard HazMat form 15 attached. Hazardous materials in building will con5i5t only of lubricants, anti -freeze and similar materials used in vehicle maintenance. Total quantity of materials will be 1e55 than exempt quantitie5 in CBC Table 3D. 4.- Shower has been changed to separate unisex facility. 5. 5pace 15 not enclosed, 51g n5 Stating `No 5t.orage ..." have been added to the y`~ Floor Plan on rev15ed sheet A I G. Mounting details for. HVAC equipment have been added a5 detail M/52. 7. Energy documentation 15 based on „',front' being toward the south (bottom of page) so left and right notation5 in refer to left and right sides of drawing. 8. Note # I under `Exit Door'Reciuirements", detail A/A I , now specifies hardware must comply with CBC 1003.3.1..8. , Structural Comments: I . Calculation5 for 12005250-097 ceiling•Jo15t5 are attached. 2. 51te conforms with CBC definition of `B' exposure Bite. No full quadrant i5 open' for %2 mile from site. All quadrants have`building5 or Significant surface. irregularitle5 covering at least 20 percent of the area! within one mile of the site. 3. Roll -up door support rail will be provided,a5 Shown in added detail F/A3. 4. Noted. Please call if you have further que5tion5 o ge �p �W G �l• 5incerely,�'�� Lo No. C 32934 m •• Ex J. Andy Crandall, P. E. C[VIL kAl} q� OF Cp► OS/12/08 11:14am P. 003 I PLAN REVIEW RESPONSE FORM border t0,cxpe&te�the tcview of your pias ple�ne complde ftfotloaring ioo5otmation and crxurn this form. with your m^subm;ttal: this CoIYri'is floc complete; .. to all ootTection iwni% we tw M tat be able to-tiooept yoarmq bmittal for review.. 'here Mug be a r . respoosc to item mVeaed in our p1ala car><ertion ktber. ")3y athe:�' it not, 000.ddChed a valid respotLse. Please mate y rwpons - to each item ttAd the kxad xt wham the kb m>►fion co be found an the piatak,alm .,�..,., vWW �Y AU m • rrivr nF VMW PtRM W LlTf1Nt.AND RETURN WrTl- REVAED AND L.PLANS S PARCEL. NUMBER rNUM9ER Cl) OZIo RESPONSE FOR PLAN CHECK LETTER OA - :K ITEM X RESPONSE BY: CHECK ITEM 0 RES; G m -ATION ON PLANSICALff G ��1 12.04P H )CATION ON PLANS/CALC: L 06/13/03 11:14am P. 003 i PLAN RUIEW RESPONSE FORM. In order to expedite the t>:view of your pians, plesre complete %e Wowing Mxmation and, ret m. Us f0rIU with your tt-submitral. . this tocm is floc ooaiplete. tis to � carraxion ibem� wo ttvlll not be able to aoxpt yoar t�,bmittal for ttrview.: Thm mug be i r. response to CVM item togve w in our playa correc6an lettm "13y other" it not oonsidtt�od '>i valid cespoisse .Please �c�te Y rrsponx to each item wd tba Wa im where ft kbmmWon t= be foand on tie phns/calm . ATTACH THIS FORM TO A COPY Of YOUR PtM RrMW LMM AND WITH {tEVT5ED AND ORIGIM pLMS OJ�/NERS NAME SAM c'f �o ►� / 1 cl /� ASSESSORS PARCEL NUMBER PERMIT NUMBER RESPONSE FOR PLAN CHECK LETTER DATED: t / c> / a� O � - 1 � ZCo PLAN CHECK ITEM x 41 COMMENTS:' 44SE BY: LOCATION ON PLANVCALCS: PLAN CHECK ITEM !f RESPONSE BY: COMMENTS: 7 )CATION ON PLANS/CALCS:. 06/13/03 11:14am P. 003 PLAN REVIEW RESPONSE FORM. your pians, plc= comVe•Do tbo following in5otmaiion and refuter this form with your tt- bmival. In order to expedite the tcvnew of yo dd3 form is not oomptcte, a s to all aontct on itaaa tro Fill wt be abk 40. tioxpt yarr c�-submittal dor reyicw. 'Itcrc must be a r. respotlsc to c�^tty itxm tegvestcd in our, plats =mc'don kam "By Q&ee is not ooasidcred & valid mspot>se_ Please u y risponse to each item and tha k)mf n wh= ft infort� cm be found on tit plans/calm ATTACH TNES FOAM TO A COPY OF YOUR KMRE1 M LEi M AN* R>�1Rrt WIiii REVISED AND 4RIGINA,L ptAMS r NERS NAME ATE: SESSORS PARCEL NUMBER PERMIT NUMBER RESPONSE FOR PLAN CHECK LETTER OATED: O A� PLAN CHECK ITEM"ti ttESPONSI: BY: LOCATION N.PLANSlG CS: COMMENTS tl _..:... PLAN CHECK Tmm if" RESPONSE BY. LOCATION ON PLANSJCALCS COMMENTS: :........... ....... ........ _ PLAN.CHFCK 1?EM RESPONSE 9Y: LOCATION ON PLANSCALCS: COMMENTS: PLAN CNECK ITEM >r RESPONSE BY: LOCATION ON PLANSICALCS: COMMENTS: —r PLAN CHECK=#RESPONSE BY: COMMENTS: )CATION ON PLANS/CALCS: ` r, 0 TOPO! map printed on -06/19/03 from "California.tpo" and "Untitled.tpg" 121051'00" W WGS84 121050'00" W till/J , C 30 \... -- 2sO�'• ... J v � a ' ;p464 k•• �� I •��b' iii r '' PAP M 1J 1 Ci� A' L AIR �° I 20,x. 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'4.494'...107.85...7814' 88.41 :,2658:6.257 :1;899..7.666.,-0.734 '0.970 z .: 5361,46.966:A'494 :4137 0 331': OA59, 26.966: ' 6.000 : 26.966. 4.494 159.42: 7814 6.000 :5.433'* 10.187:-0.713 4223 0.971 520054' 0.0566 0.953 3.24 17.662 2.944.4.306"0.393-70.643 '17'.662 2.658 52.52 1321 6.281 17.662 2.143 64.17 1321 6.836 1.017 11.462 -1.047 4.478 0.945 20068 0.0713' 1..192 4.06 •'21.947 3.658 4.291 0.479 0.634 21.947 3.658 81.40 2658 6.000 21.947 3.265 97.75 2658 6.300 2.020 14.038 -1.036 4.459 0.946 97 0.1017 1.677 5.7-1- 30.417 5.069 .4 .258 0.635 0415. 30 417 5.069 117.87 7814 6.000 30.417 5.069 174.89 1814 6.000 5.783 18.876 -1.014 4.420 0.947 25054' 0 0566 0 0713 1009 3 43: 19 68113280.; 4 416 :6 683 + 0 823 *,,1263 '19.691 1679 '5294 ; 1321 ' 6,521 19681: 2'.238,:67.01'.1321 6,995 1,078. 19354 -1:395 4.704„ 0.912 5097>5.0.1017a;1.779 430' 24 484,54081 4 402 r0 836 A 813 8:05x,34.016:C5.669.4.373 }0:794 24 484 3,963 x 78 31 � 2658 • � 6;065 24 484::3147 xz94;22, 2658 8,643 2141,; 23 798 -1384 4686 ,;, 0.913 , ;1121 34.016..5'."658.127:80=7814.:6.004.34.016::5.446'1183.15;7814:'6:088 6.134:32260-1:361.4.648•" .914 to thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads Section Property Table Notes on page 6. SSMA Screw Table Notes Screw spacing and edge distance shall not be less than 3 x D. (D = Nominal screw diameter) The allowable screw values are based on the steel properties of the members being connected, per AISI section E4. When connecting materials of different metal thicknesses or yield strength, the lowest applicable values should be used. Screw strength needs to be verified by the screw manufacturer. ' Values include a 3.0 factor of safety. Applied loads may be multiplied by 0.5 for seismic or wind loading, 7 g, per AISI A 5.1.3. Penetration of screws through joined materials should not be less than 3 exposed threads. Screws should be r installed andtightened in accordance with screw manufacturer's recommendations. �. Values based on a tensile to yeld steel property ratio of 1.08. t ME II Allowable Loads for Screw Connections Ma Weld Table Notes Weld capacities based on AISI, section E2 When connecting materials of different metal thicknesses or yield strength, the lowest applicable values should be used. Values include a 2.5 factor of safety. l Applied loads may be multiplied by 0.75 for seismic or wind loading Values based on a tensile to yeld steel property ratio of 1.08. per AISI A 5.1.3. Allowable Loads for Fillet Welds and Flare Groove Welds SSMA CRANDALL ENGINEERING SHEET OF 40282 HI,ghway 41 Suite 8 Oakhurst , CA 93644 J09.N0: Phone: (,559)642-4844 Fax: (559)642-4884 DATE: r � CRANDALL ENGINEERING _ SHEET OF. j ai 40282 Highway 41 Suite 8 t Oakhurst , CA 93644 , JOB NO: Phone: (559)642-4844 Fax: (.559)642-4884 DATE:-^Isi'O� / 4 1 t�.►0� �. 1. Z �dl co v \ 2� �O�o • . 4( - s FASTENERS j SUGGESTED CAPACITY FOR SCREW CONNECTORS (POUNDS) NOTES: 1. N.A.: not applicable - two thicknesses of this metal gage cannot be connected by this size of screw. 2. Screw capacities are based on averaged lest results divided by a safety factor of 3.0. Test data is available from Buildex Division of ITW. Inc., Elmhurst, Illinois; test #845. 3. Screw capacities are based on minimum connected material strength of FY 33,000 PSI. The ratio of the material ultimate tensile strength to yield strength should be equal to or greater than 1.15. 4. Screw spacing and edge distance shall not be less than 1.5xD or P/0.6'Fyt, where D is the screw shank diameter and P is the shear load. POWERACTUATED FASTENERS Suggested loads for power driven fasteners are shown in thefollowing tables: :.The fasteners -used in power. actuated tools are manufactured from Special steel; heat=freated to produce a very hard yet" ducile fastener The two basic. types available are drive pins and threaded studs; altholagh•drive pins are used almost exclu- sively in.cold-formed steel frame construction. SUGGESTED.CAPACITY. FOR.POWER DRIVEN FASTENERS FN''.CONCRETE (POUNDS) Shank Diameter No. 1/4 = 14 No. 12-14 No. 10-16 No. 8-18 No. 6 Steel D = .188" D = .160" D = .138" D = .120" D = .100" Thickness T = .205" T = .177" T = .153" T = .125" T = .106" Gage Shear or 1-1/4" Shear or 220 390 Shear or 345 500 Shear or 335 Shear or 395 485 Bearing Pullout Bearing Pullout Bearing Pullout Bearing Pullout Bearing Pullout 33 KSI min. 465 18 210 210 210 321 321 321 372 372 Yield 20 Nr)TFS• 1 Tc tl 197 197 - -A,... ...;. ......,.-.---- 197 --`-. �_. _ 241 . . 241 . .. 241 279 279• 279 12 582 349 448 322 326 312 NA 301 NA NA 14 539 256 434 226 302 211 NA 208 NA 192 16 478 178 423 170 292 168 264 159 NA 147 33 KSI min. Yield 18 420 141 385 141 292 136 264 .131 264 116 20 207 95 1 192 95 189 92, 189 90 ` 179 71 NOTES: 1. N.A.: not applicable - two thicknesses of this metal gage cannot be connected by this size of screw. 2. Screw capacities are based on averaged lest results divided by a safety factor of 3.0. Test data is available from Buildex Division of ITW. Inc., Elmhurst, Illinois; test #845. 3. Screw capacities are based on minimum connected material strength of FY 33,000 PSI. The ratio of the material ultimate tensile strength to yield strength should be equal to or greater than 1.15. 4. Screw spacing and edge distance shall not be less than 1.5xD or P/0.6'Fyt, where D is the screw shank diameter and P is the shear load. POWERACTUATED FASTENERS Suggested loads for power driven fasteners are shown in thefollowing tables: :.The fasteners -used in power. actuated tools are manufactured from Special steel; heat=freated to produce a very hard yet" ducile fastener The two basic. types available are drive pins and threaded studs; altholagh•drive pins are used almost exclu- sively in.cold-formed steel frame construction. SUGGESTED.CAPACITY. FOR.POWER DRIVEN FASTENERS FN''.CONCRETE (POUNDS) Shank Diameter Minimum Penetration Type of Loading Concrete Compression Strength (PSI) 2000 3000 4000 0.145" 1-1/8" Pullout Shear 90 160 115 225 145 265 0.177" 1-7/16"` Pullout Shear 150 250 205 285 275 i 330 r,O.205" 1-1/4" Pullout Shear 220 390 280 445 345 500 NOTES: 1. Capacities shown are, for stone aggregate con- crete.and.are based on a low velocity shot.. 2. Minimum fastener spacing: 4": minimum fastener edge distance: 3". 3. Values may not be increased by 1/3 for wind or seismic loads. 4. ICBG uninspected values - Hilti/ICBO research #2388. `POWER DRIVEN FASTENERS USED TO NESS STEEL (POUNDS) auuut i tu.tstAHI1v1U. CAPACITY FOR CONNECT GAGE THICK Fastener Shank Dia. Steel Gage Thickness 16 GA. 18 GA. 20 GA. 0.145" - - 198 0.177" - 321 241 0.205" 465 372 279 NOTES: 1. Bearing Capacity based on Bearing Area x 1.15 x 33.000 psi. 2. Values calculated in accordance with the 1980 AISI Specifica- tion for the Design of Cold -Formed Steel Structural Members, Section 4.5.6. SUGGESTED CAPACITY FOR. POWER DRIVEN FASTENERS IN STRUCTURAL STFFI rpnt wmzi Steel Thickness Gage Shank Dia.: 0.145" Shank Dia.: 0.177" Shank Dia.: 0.205". Steel Thickness Steel Thickness Steel Thickness . 1/4" 3/8" 1/2" 1/4". 3/8" 1/2" 1/4" 3/8" 1/2" 12 210 210. 210 335 395 395 485 525 660 14 210 210 210 335 395 395 485 525 581 16 210 210 210 335 395 395 465 465 465 18 210 210 210 321 321 321 372 372 372 20 Nr)TFS• 1 Tc tl 197 197 - -A,... ...;. ......,.-.---- 197 --`-. �_. _ 241 . . 241 . .. 241 279 279• 279 - -- -- -- "-. _..-. r -.••• �•••�•• ....,.,r,c.cry --w' muc Vi me nut-rulleu sleet memoer. I nls was necessary to obtain proper gripping force. 2. Fasteners should not be locatetl less than 1/2" from the edge of steel. 3. A minimum fastener spacing of 1-1/2" is necessary. 4. Bearing strength based upon: Bearing area x 1.15 x 33.000 psi for cold -formed steel. 5. Capacities shown are for either shear or pullout. 6. Values may not be increased by 1/3" for wind or seismic loads. T ICBO uninspected values - Hilti/ICBG research #2388. { e BU'1IE COUN'T'Y DIVISION OF ENVIRONMENl'AL HEALTH P.O. Box 5364 7 County Center Drive ` (411 Main Street) Oroville, CA 95965 Chico, CA 95928 (530) 538-7281: (530) 891-2727 ' -SEEPAGE PIT INSTALLATION INSTRUCTIONS Y` 0,7 .Top -7 Moto; ,o. fs may /goapprovcd �0 � � � s O/7 �ovr m e�- ;- Rey v; to W 0 p u 00 !)li/�16rr a n dobe, IA O P' ..s 0 O p Ya k co,� 16 �- �� o e • o f Env: iw?&er740/ W)() _ fr'ea /�/S - or D 0 0.0 O ----_ re9vire�r�n'A. o o ,c)� 0o U�v / • �� ,1,,l / 0 00 - to Oo . 00 00 ' oa > 0 e O 0 Oo 00 0 o0 poo 0 ci Ve 7. 0000 O 0 � o 00 0 _ x All piD( clad 4r� APS r--;chec't/ .'ILS , 150/iJ i�.pe- . onc.rel`c' , ' Caf, f x j ..,` /faro'�.ui� O� PProve d Sv mll ur Co 14,61, sfo.�r 3 otherwise Q PP -Ove d, /o f t pr mwc a k" c ,9rovndc «l�, e BU'1IE COUN'T'Y DIVISION OF ENVIRONMENl'AL HEALTH P.O. Box 5364 7 County Center Drive ` (411 Main Street) Oroville, CA 95965 Chico, CA 95928 (530) 538-7281: (530) 891-2727 ' -SEEPAGE PIT INSTALLATION INSTRUCTIONS Y` 0,7 .Top -7 Moto; ,o. fs may /goapprovcd �0 � � � s O/7 �ovr m e�- ;- Rey v; to W 0 p u 00 !)li/�16rr a n dobe, IA O P' ..s 0 O p Ya k co,� 16 �- �� o e • o f Env: iw?&er740/ W)() _ fr'ea /�/S - or D 0 0.0 O ----_ re9vire�r�n'A. o o ,c)� 0o U�v / • �� ,1,,l / 0 00 - to Oo . 00 00 ' oa > 0 e O 0 Oo 00 0 o0 poo 0 ci Ve 7. 0000 O 0 � o 00 0 _ x All piD( clad 4r� APS r--;chec't/ .'ILS , 150/iJ i�.pe- . onc.rel`c' , ' Caf, f x j ..,` /faro'�.ui� O� PProve d Sv mll ur Co 14,61, sfo.�r 3 otherwise Q PP -Ove d, /o f t pr mwc a k" c ,9rovndc «l�, z n 'r f ( IMI Ir I c C-t IT - M!P' AwyA�llA► G r ° t C n - ° n 9 ^ o ae o a T ° r c q , a ° ° a Butler Afanufaci wing Company 7440 Doe Aveirue BUTLER P.D. Box 1590 ® Visalia, CA 93279-1590 (559) 651-5369 March 1, 2003 Andy Wood 40x4Ox12 LRDS 1:12 North Valley Building Systems Ron Riisager Chico, CA Chico, CA BMC No. 04-021300 To Whom It May Concern: Please accept this letter as our certification that the Butler Mfg. Co. (an RISC 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. These loads have been defined by the builder' in the order documents. 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 and a collateral load of 3.0 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 and1607.6 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 SD Load combinations will be in accordance with Section 1612.3.2 of the Uniform Building Code: The Butler Components, when properly erected on an adequatefoundation 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. QROFESSIO Cordially yours, R. AIq� (F z amid R. Azar P.E. 0. C64515 Design Engine Exp•,6-30-03 i• r; CIVIL OF CAUF�.. O . 3 3C 19 CUSTOMER: Ron Riisager LOCATION: Chico, CA BUILDER: North Valley Bldg Sys. BUILDING SIZE UNIT 1: LRDS 40X40X12 LRF 1:12 BMC ORDER NO.: 04-021300 DESIGNER: Hamid Azarbin DATE: 3/25/03 z TABLE OF CONTENTS UNIT 1 •f DESIGN CRITERIA: D1 _ SPECIFICATIONS: " Q�pFESS/o/v R• A � 2,yR�F2c ROOFECONDARIES:. 5 ' F: Q 2 2 SIDEWALL SECONDARIES: 19 w No. C64515 ENDWALL STRUCTURALS: 23 bcp.6-30-03 LONGITUDINAL BRACING: 25 * WALL PANEL: Q JrgTFOFICAI�F�� ROOF PANEL: 27. ' FRAME DESIGN: F1 FRAME CONNECTIONS: S1 DATE: 03/25/03 D E S I G N C R I T E R I A R E P O R T PD120ODDC TIME: 11:49 AM -------------------------------------------------------------------_--------------------------------------------- PAGE 1 - ORDER # 021300 BUILDER NORTH VALLEY BUILDING S. BLDR ORDER # 03-32 BLDR-ACCOUNT-#--20-04-007-90- LDR-ACCOUNT #-- 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LINE) (WIND) (CODE/YEAR) (SLOPE) • UNIT # 1 BLDG DESCRIPTION LRDS 40' 0" 0/32 X 40' 0" .0/32 X 12' 3""32/32 20 PSF 80 MPH UBC 97 1.000:12 (COLUMN SHAPE) (COLUMN KNEE) (COLUMN OFFSET) (GIRT DEPTH) LSW: STRAIGHT RSW: STRAIGHT LSW: VERTICAL RSW:,VERTICAL LSW: 1 1/4" RSW: 1 1/4" LSW: 9 1/2""' RSW: 9 1/211 " --------------7---------------------------'- 1. DESIGN SPECIFICATIONS ---------------------------------------------=--=-------- 3. SPECIFIED DESIGN LOADS AND BUILDING CODE 1.1 All structural mill sections or welded -up plate sections are designed in accordance with the 1989 edition of the 3.1 BUILDING CODE: AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND The 1997 edition of the "Uniform Building ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. Code" by the International Conference of Building Officials (ICBO). ' 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. 3.2 DESIGN LOADS Terrain Cat/Wind Exp B 1.3 All welding shall be done in accordance with "the AMERICAN Dead Load 2.2 + Frame Weight WELDING SOCIETY CODE FOR_BUILDING CONSTRUCTION. Roof Live Load 20 psf 2. MATERIAL SPECIFICATIONS (Minimum Fy and Fu in ksi) - Exposure of Roof Partial Exposed Rf Thermal Condition Normal Built-up Sections matl <=1" thick and <=12" wide,_ Fy 55. Collateral Load 3.00 psf Built-up Sections matl_ >1" thick or >12" -wide\:. Fy '=,5,0. Wind Speed 80 mph Wide flange Sections (unless noted) .............. Fy = 36. Seismic Zone 3 Cold -formed Members up to .120 thickness .......... Fy. 60': Snow Importance Factor 1.000 over .120 thickness .......... Fy = 55. Wind Importance Factor 1.000 Galvanized Material. .... .... Fy = 42. Seismic Importance Factor 1:000 Brace Rods up to 3/4" diameter ................. Fu = 80. Min County Ground Snow 0 psf over 3/4" diameter .................... Fu = 70. Building Use Category 4 (GENERAL USE) Roof Cover BRII 28 Gage ..•................. Fy = 80. Wall Cover SHWAL 26 Gage .................... Fy = 50. Wall Cover NONBUTLER a DATE: 03/25/03 D E S I G N C R I T E,R I A R E P.0 R T PD120ODDC TIME: 11:49 AM PAGE 2 -------------------------------------------------------------------------------------------------------------------- ORDER # 021300 BUILDER NORTH VALLEY BUILDING S BLDR ORDER # 03-32 BLDR.ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRDS 40' 0" 0/32 X 40' 0" 0/32 X 121- 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 (COLUMN SHAPE) (COLUMN KNEE) (COLUMN OFFSET) (GIRT DEPTH) -- LSW: RSW.: STRAIGHT LSW: VERTICAL RSW: VERTICAL LSW: 1 1/4" RSW: 1 1/4" -LSW: 9 1/2" RSW: 9 1/2" - -----------------------------------------------------------------------------------------=--------------------- ACTUAL DESIGN LOADS LIVE LOAD INTERMEDIATE FRAME ENDWALL STRUCTURALS ROOF STRUCTURALS 20.0 psf FRAMES: 1, 2 20:0 psf FEW 20.0 psf BAYS: 1, 2 none REW COLLATERAL LOAD INTERMEDIATE FRAME ENDWALL STRUCTURALS ROOF STRUCTURALS 3.00 psf FRAMES: 1, 2 3,.00 psf FEW 3.00 psf BAYS: 1, 2 - 3.00 psf REW WIND SPEED ENDWALL SIDEWALL INTERMEDIATE FRAME STRUCTURALS STRUCTURALS BRACINGROOF STRUCTURALS 80.00 mph FRAMES: 1, 2, 80.00 mph FEW 80.00 mph RSW 80 mph 80.00 mph BAYS: 1, 2 80.00 mph REW 80.00 mph LSW WIND COEFFICIENT (* INDICATES OVERRIDE) - PRESSURE SUCTION UPLIFT All girts 0.900 -0.900 Roof Structurals -1.000" Bracing 0.800 -0.500 e i E r f. DATE: 03/25/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: 11:49 AM-_-- 0_00_01GLOBAL DATA LRDS DESIGN SPECIFICATIONS PAGE 1 -�------------ - - = ----------------------------------------------------------------.------------------- ORDER # 021300 BUILDER NORTH VALLEY BUILDING S BLDR ORDER # 03-32 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRDS 40' 0" 0/32 X 40' 0" 0/32 X 12' 3`32/32 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 H -Section beams and H or C Section posts arranged as described below. 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 f 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) H -Section roof beams and Light gage "C" Section posts or H -Section posts designed as a pinned frame. Lateral support is provided by cross bracing in the plane of the endwall or in the roof. Endwall roof beams and H -Section posts are welded members using 55 ksi steel for flanges and webs. "C" Section posts may be single or double 12" members fabricated from 60 ksi minimum yield material. (2) H -Section roof beams and posts designed as a modular rigid frame. Lateral support,is provided by frame action and bracing in the plane of the endwall where required. 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. f DATE: 03/25/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: 11:49 AM -----------------0_ ------- - 00-01 GLOBAL DATA --------------------------------------------------------------------------------------------- LRDS DESIGN SPECIFICATIONS PAGE 2 ORDER # 021300 BUILDER NORTH VALLEY BUILDING S BLDR ORDER # 03-32 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) , (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRDS 40'' 0". 0/32 X '40' 0". 0/32 X 12' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 3 METHOD OF ANALYSIS 3.1RIGID FRAMES The rigid frame is designed using the stiffness analysis method. The frame is designed with pinned connections at the column bases. Modular frames with interior columns are designed with pinned connections at the column top. The. indeterminate reaction analysis for this frame uses the energy method considering bending only. To account for the changing sections of the frame, summations are obtained by dividing the frame into a number of individual sections and adding the frame coefficients of these sections. 3.2 ENDWALL FRAMING Endwall framing has two options. Option 1 is a Pinned Endwall consisting of H -Section roofbeams designed as simple or continuous supported by endwall posts designed as pinned end members. Option 2 is a Rigid Endwall consisting of H -Section roof beams and posts designed as modular rigid frames with or without endwall bracing.' g of 3.2.1 Pinned Endwall 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 and the axial load caused by the vertical forces (dead load, live load, uplift) from the tributary roof area. All roof and wall loads will be considered uniformly -distributed. 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 i Endwall roof beams will be designed as simple span or continuous members depending on post arrangement. Eave y connections will be considered to provide pinned end support as will the ridge connection when a post is situated under the ridge. 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 t deducted from the applied uplift load. Purlins will brace the, top flange and flange braces will -brace the bottom flange of 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 Rigid Endwall 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: 03/25/03 D E S I G N D A T A R E P O R T PD1200DSN TIME: 11:49 AM 0-00-01 GLOBAL DATA LRDS DESIGN SPECIFICATIONS PAGE 3 ------------------------------------------------------------------------------------------------------------------------- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-32 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F 'ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) .(SLOPE).. UNIT # 1 BLDG DESCRIPTION LRDS 40' 0" 0/32 X 40' 0" 0/.32 X 12' "3" 32/32 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 endwahl ' 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. All live or snow loads and uniformly distributed. wind pressure or suction are assumed , 3.3.3 Wall Panels r 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... F 3.4 WIND BRACING i 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 AISC. Rods 0.75 inch in diameter and less will have a minimum So 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. s • k: DATE: 03/25/03 D E S I G N D A T A R E P O R T PD1200DSN TIME: 11:49 AM 0-00-01 GLOBAL DATA LRDS DESIGN SPECIFICATIONS PAGE 4 ----------------------------------------------------------------------------------------------------------- -"----------- ORDER # 021300 BUILDER NORTH VALLEY BUILDING S BLDR ORDER # 03-32 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530=345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) -(CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRDS 40' 0" 0/32 X 40' 0" 0/32 X 12' 3" 32/32 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. s 3.4.2 Endwall Bracing i The endwall bracing for the Pinned Endwall will be designed as the lateral support system of the frame. >I Endwall bracing for the Rigid Endwall will be designed to act in conjunction with the rigid frame action of .the frame to :P resist the forces caused by the wind load on the sidewalls. cs f i E ' 1; DATE: 03/25/03 D•E S I G N D A T A R E P O R T PD1200DSN TIME: 11:49 AM 1-02-01 ROOF STRUCTURALS -------------------------------------------------------------------------------------------------------------=----- LEFT SIDEWALL EAVE STRUTS PAGE 5 ORDER .# 021300 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-32 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia COMPLEX - NO I (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION •LRDS 40' 0" 0/32 X 40' 0" 0/32 X 12' --------------------------------------------------------- 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 SPANS AND UNIFORM LOADS( FT & PSF) +----------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS- OADSNUMBER NUMBERWIDTH DL CLL LL WPRESS WSUCT +------------------------------------ 1 19.50 4.03 1.2 3.0 20.0 0.0 19.3 2 18.00 4.03 1.2 . 3.0 20.0 0.0 19.3 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD -LOAD SHOWN. EAVE.STRUT BRACE LOCATIONS - +--------------------=--------------------------- BAY LOCATION/ NUMBER POSITION +-------------------------------------- 1 NO BRACES FOR THIS BAY 2 NO BRACES FOR THIS BAY 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 + CLL + LL -0.43 11.84 -0.19 -2.33 + WL (S) 0.32 =8.86 0.14 1.75 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 227-4 8.00 0.096 0.084 60.00 3.50 0.31 1.38 1.61 15.98 2..94 2 0540505 236-4 8:00 0.096 0.080 60.00 3.50 0.31 1,38 . ;1.61 15.98 2.94 " NOTES:. MINTH,K = MINIMUM DESIGN THICKNESS DATE: 03/25/03 D E S I G N D A T A R E P 0/R T TIME: 11:49 AM ---------------------------------------------------------------------------------------------------------------------- 1-02-01 ROOF STRUCTURALS LEFT SIDEWALL EAVE STRUTS PD120ODSN PAGE 6 ` ORDER - # 021300 BUILDER NORTH VALLEY BUILDING S BLDR ORDER # 03-32 BLDR ACCOUNT - # 20-04-007-90 BLDR CONTACT .-ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia COMPLEX UNIT - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) # 1 BLDG DESCRIPTION LRDS 40' 0" 0/32 X 40' 0" 0/32 X 12' 3" 32/32 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 1.1 1.6 0.670 1 9.7 52.8 132.6 __0..00 29.20 0.398 1 9.7 2 18.0 -0.9 0.2 52.8 0.159 1.6 0.596 1 9.0 48.9 132.6 0.00 30.50 0.368 1 9.0 -0.2 48.9 0.136 1 .1.3 25.6 1 1.0 28.2 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM _ = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN-KIPS) ALLM = ALLOWABLE MOMENT (IN-KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT ,CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT"TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN-KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition). LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND • I DATE: 03/25/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: 11:49 AM 1-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS PAGE 7 ---------------------------------------------=---------------.-----------------------------=---------------------------------------- ORDER # 021300 BUILDER - NORTH,VALLEY BUILDING S BLDR ORDER # 03-32 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 53.0-345-7296 PROJ.NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRDS 40' 0" 0/32 X 40' 0" 0/32 X 12' 3"32/32 20 PSF 80 MPH UBC 97 1.000:12 SPANS AND UNIFORM LOADS( FT & PSF) +---------------------------------------- BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT ----------------------------------------- ___ ---------------------------------------------------- 19.50 1 19.50 4.03 1.2 3.0 20.0 0.0 19.3 ' 2 18.00 4.03 1.2 3.0' 20.0 0.0 19.3 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS +-.------------------------------------ BAY LOCATION/ NUMBER POSITION +---------------------------------------------------------------------------------------------------------------+ 1 NO BRACES FOR THI,S•BAY 2 NO BRACES FOR THIS BAY NOTES:: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL _ -i LOAD COMBINATIONS END FORCES :S r i ------------------------------+----.-------------------------------------+ FRONT EW REAR EW SHEAR, MOMENT SHEAR MOMENT - NO DESCRIPTION (K) (IN -K) (K) (IN -K) +"--=---------------------------+-----------------------------------------+ DL + CLL + LL -0.43 11.84 -0.19 -2.33 2 DL + WL (S) 0.32 -8.86 0.14 1.75 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 227-4 8.00 0.096 0.084 60.00 3.50 0.31 1.38. 1.61 15.98 2-.94 f. 2 0540505 236-4 8.00 0.096 0.080 60.00, 3.50 0.31 1.38 1.61 15.98 2.94 (, NOTES: MINTHK = MINIMUM DESIGN THICKNESS u r i 'r DATE: 03/25/03 D E S I G N D A T A R E P O R T PD1200DSN TIME: 11:49 AM 1-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS PAGE 8 ----------------------------------------------------------------------------------------------------------------------- ORDER # 021300 BUILDER NORTH VALLEY BUILDING S BLDR ORDER # 03-32 BLDR ACCOUNT # 20.-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) .UNIT #' 1 BLDG DESCRIPTION LRDS 40' 0" 0/32 X 40' 0" 0/32 X 12' 3" 32/32 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 -7 --------------------------------------------------------------------------------------------------------------- 1 0.0 1.1 1.6 0.670 1 9.7 52.8 132.6 0.00 29.20 0.398 1 9.7 0.2 52.8 0.159 1 1.3 25.6 2.-.18.0 -0.9 1.6 0.596 1 9.0 48.9 .132.6 0.00 30.50 0.368. 1 9.0 -0.2 48.9 0.136 1 1.0 28.2 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) . ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE.OF MOMENT CSRB = COMBINED STRESS RATIO AT -CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR A KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND F DATE: 03/25/03 D E S I G N D A T A R E P O R T PD1200DSN "` TIME: 11:49 AM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 9 ----------------------------------------------------------------------------------------------------------- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-32 BLDR ACCOUNT # ' 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP -.Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 4 0/32 X 40' 0" 0/32 X 12' 3" 32/32 20' PSF 80MPHUBC UNIT # 1 BLDG DESCRIPTION LRDS---- 40'--0"----- ------- 97 1.000:12, SPANS AND UNIFORM LOADS (FT.& PSF) ; +-------------------------------------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS LAP PURLIN NUMBER WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE i +---"----------------------------------------------------------------------------------+ i 1 19.50 5.00 1.2 3.0 20.0 0.0 10.0 SIMPLE 2 18.00 5.00 1.2 3.0 20.0 - 0.0. 10.0 SIMPLE 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 WPRESS WSUCT l -------------- --------------------------------------------------- 1 19.50 0.00 0.0 0.0 0.01 0.0 0.0 "r 2 18.00 0.00 0.0 0.0 0.0 0.0 0.0 PURLIN BRACE LOCATIONS +------------------------------------------------------------------.---------------------=------------------------+ BAY LOCATION/ NUMBER POSITION ---------------------------------------- ------------------------------------------------------------------------ 1 :NO BRACES FOR THIS BAY 2 NO BRACES FOR THIS BAY NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST,THE FRONT ENDWALL is LOAD COMBINATIONS END FORCES 'i ,�... -------------------------------------------------------------------------- FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + CLL + LL -0.54 14.70 -0.24 -2.90 k 2 DL + WL (S) .0.19 -5.31 0.08 1_05 t i DATE: 03/25/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: 11:49 AM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 10 ---------------------------------------------------------------------------------------------------------------------- ------------- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-32 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia COMPLEX.- NO . (TYPE) (WIDTH), (LENGTH) (HEIGHT) (LIVE). (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRDS 40' 0" 0/32 X 40' 0" 0/32 X 12' 3" 32/32 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 0530924 239-4 8.00 0.067 0.061 60.00 2.63 0.25 1.06 1.00 9.76 1.98 2,. 0530923 239-4 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 0.0 1.3 3.4 0.374 1 9.7 63.6 77.1 0.00 14.90 0.824' 1 9.7 0.2 63.6. 0.684 1 3.9 2 18.0 -1.1 2.4 0.462 1 9.0 58.8 59.2 0.00 11.30 0.993 1 9.0 =0.2 58.8 0.992 1 2.5 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL�SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV =COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET). FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE'ABSENCE OF MOMENT CSRB. = COMBINED STRESS RATIO AT CRITICAL MOMENT {* indicates overstress condition) XC-= DISTANCE (FEET)FROM LEFT ,SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTV= SHEAR (KIPS) AT COMBINED LOCATION ACTMC .MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND :i DATE: 03/25/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: 11:49 AM ----------------------------------------------------------------------------------------------------------------------- 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 11 ORDER # 021300 - BUILDER NORTH VALLEY BUILDING S BLDR ORDER # 03-32 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND,) (CODE/YEAR) (SLOPE) UNIT #" 1 BLDG DESCRIPTION LRDS 40' 0" 0/32 X 40' 0" 0/32 X 12' 3" 32/32 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 1.3 - CLIP 1 14.6 77.1 1.30 CLIP 1 1'. E -1.2" CLIP 1 0.0 77.1 -1.20 CLIP 1 2 S 1.1 CLIP 1 0.0 59.2 1.10 CLIP 1 2 E -1.1 CLIP 1 -2.8 59.2 -1.10. 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) t i DATE: 03/25/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: 11:49 AM .1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS --------------------------------------------------------------------------------------------------------------------------- PAGE' 12 - ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-32BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH). (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) •UNIT # 1 BLDG DESCRIPTION LRDS 401. 0" 0/32 X 40' 0" 0/32 X 12' 3" 32/32 20 PSF 80 MPH UBC -------------------------------------------------------------------------------------------------. 97 1.000:12 SPANS AND UNIFORM LOADS (FT & PSF) +-------------------------------------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS LAP PURLIN NUMBER WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE +-------------------------------------------------------------------------------------+ 1 19.50 5.00 1.2 3.0 20.0 0.0 10.0 SIMPLE 2 18.00 5.00 1.2 3.0 20.0 0.0 10.0 SIMPLE ;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 WPRESS WSUCT ' +----=-------------------------------------------=------------+ 1 19.50 0.00 0.0 0.0 0-0 0.0 0.0 2 18.00 0.00, 0.0 0.0 0.0 0.0 0.0 PURLIN BRACE LOCATIONS +=------------------------------------------------- BAY LOCATION/ NUMBER" POSITION +---------------------------------------------------------------------------------------------------------------+ 1 NO BRACES FOR THIS BAY 2' NO BRACES FOR THIS BAY 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 5 DL + CLL + LL -0.54 14.70 -0.24 -2.90 2 DL + WL (S) 0.19 -5.31 0.08 1.05 DATE: 03/25/03 D E S I G N D A T A R E P O R T PD1200DSN TIME: 11:49 AM -------------- 1-02-01 ROOF STRUCTURALS ----------------- RIGHT SLOPE PURLINS, PAGE 13 -------------------- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S ---------------- BLDR ORDER ------------------------- # 03-32 BLD.R -------------=----------- ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-3.45-7296 PROJ NAME.- FIRESTORM WILDLAND F ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) UNIT # 1 BLDG DESCRIPTION' ---------------- LRDS40' 0" 0/32 X 40' 0" ---------------------------------------------------------------------------------=-=------------- 0/32 X 12' 3" 32/32 20 PSF 80 MPH .(SLOPE) 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 0530924 239-4 8.00 0.067 0.061 60.00 2.63 0.25' 1.06 1.00 9.76 1.98 2 0530923 239-4 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 0.0 .1.3 3.4 0.374 1 9.7 63.6 77.1 0.00 14.90 0..824 1 9.7 0.2 63.6 0.684 1- 3.9 2 18.0 -1.1 2.4 0.462 1 9.0 58.8 59.2 0.00 11.30 0.993 1 9.0 -0.2 58.8 0.992' 1 2.5 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR " XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition)' LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT =MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW =• ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 03/25/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: 11:49 AM 1-02-01 ROOF STRUCTURALS ----------------------------- RIGHT SLOPE PURLINS PAGE 14 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S ---------------------------------=---------------------- BLDR ORDER # 03-32 BLDR ACCOUNT 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 .# PROJ NAME - FIRESTORM WILDLAND F ENGR'GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRDS 40' 0" 0/32 X 4'0' 0" 0/32 X 12' 3" 32/32 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 1.3 CLIP _ 1 -14.6. 77.1 1.30 CLIP 1 1 E -1.2 CLIP 1 0.0 77.1 -1.20 CLIP 1 2 S 1.1 CLIP 1 0.0 59.2 1.10 CLIP 1 2 E -1.1 CLIP 1 -2.8 59.2.. -1.10 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: 03/25/03' D E S I G N D A T A R E P O R T PD120ODSN TIME: 11:49 AM 1-02-01 ROOF STRUCTURALS ----------------------------------------------------------------------------------=---------------------------= LSW EXT OVHANG EAVE STRUTS PAGE 15 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER #, 03-32 BLDR ACCOUNT # --------- 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRDS 40' 0" 0/32 X 40' 0" 0/32 X 12' 3" 32/3,2 20 PSF 80 MPH USC 97 1.000:12 SPANS AND UNIFORM LOADS( FT & PSF) J +- ---------------------------------------------------- -----+ BAY'. SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +--------------------------------=-------------------------+ 1 19.50 2.04 1.2 3.0 24.0 0.0 19.9 2 18.00 2.04• 1.2 3.0 24.0 0.0 19.9 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO: DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS +-------------------------'------ ----- BAY LOCATION/ NUMBER POSITION ------------------------------------------ =-------------------------------------.----------------=----------------+ 1 NO BRACES FOR THIS BAY 2 NO BRACES FOR THIS BAY 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) +-------------------------------- --------------------------------------"--+ 1DL + CLL + LL -0.25 6.97 -0.11 -1.37 2 DL + WL (S) 0.17 -4.62 0.07 0.91 _ 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 0540540 239-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 2 0540540 239-4 8.00, 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2..30 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 03/25/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: --------------------------------.------------------------------------- 11:49 AM 1-02-01 ROOF STRUCTURALS LSW EXT OVHANG EAVE STRUTS PAGE 16 ORDER # 021300 ----------=--------------------------------------------------- BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-32 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # ----------------=---------------------------------------=--------------------------------------------------------------------------- 1 BLDG DESCRIPTION LRDS 40' 0" 0/32 X 40' 0" 0/32 X 12' 3" 32/32 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 0.6 5.3 0.120. 1 9.7 31.7 101.6 0.00 20.70 0.312 1 9.7 0.1 31.7 0.098 1 0.0 21.2 2 18:0 -0.6 5.3 0.107 1, 9.0. 29.3 101.6 0.00 21.40 0.289 1 9.0 -0.1 29.3 0.084 1 0.0 22.8 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR 'ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR _ XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM. = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE_ AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (*'indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF.CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC, = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates over condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 03/25/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: 11:49 AM 1-02-01 ROOF STRUCTURALS RSW EXT OVHANG EAVE STRUTS PAGE 17 --------------------------------------------------------- # 021300 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-32 BLDR m ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR'GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRDS 40' 0" 0/32 X 40' 0" 0/32 X 12' 3" 32/32 20 PSF 80 MPH o k: UBC 97 1.000:12' SPANS AND UNIFORM LOADS( FT & PSF) REAR EW +----------------------------------------------=-------- BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT SHEAR MOMENT +------------------------------------- MOMENT , 1' 19.50 2.04 1.2 3.0 24.0 0.0 19.9 ~NO DESCRIPTION 2 18.00 2.04 1.2 '. 3.0 24.0 0.0 19.9 (K) (IN -K) (K) NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS ` +----------------------------------------------------------------------- BAY LOCATION/ NUMBER POSITION +----------------------------------------- 1 NO BRACES FOR THIS BAY 2 NO BRACES FOR THIS BAY 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 + CLL + LL -0.25 6.97 -0.11 -1.37 2' DL + WL (S) 0.17 -4.62 0.07 0.91 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 0.540540 239-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28. 12.83 2.30 2 .0540540 239-4 -8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 03/25/03 D E S I" G N D A T A R E P O R T PD120ODSN TIME: ------------------------------ 11:49 AM 1-02-01 ROOF STRUCTURALS RSW EXT OVHANG EAVE STRUTS PAGE 18 ------- ORDER # 021300 ----------------------------------------------------------------------------------------------- BUILDER - NORTH VALLEY BUILDING S I BLDR ORDER # 03-32 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME = FIRESTORM WILDLAND F ENGR GRP - Vi4salia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRDS 40' 0" 0/32 X 40' 0" 0/32 X 12' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 J. .DESIGN DATA SUMMARY +----=----------------------------------------------------=--------------------------------------------------------------- BAY + SHEAR *********** *********** COMBINED AXIAL & BENDING ********** * COMBINED SHEAR & BENDING ** ''STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ALTA- ALLA CSRB LD XC , ACTVC ACTMC CSRC -LD ACT-ALLOW ---=------------------------------------------------------------------------------------------------------------------------------+ 1 0.0 0.6 5.3 0.120 .1 9.7 31.7 101.6 0.00 20.70 0.312 1 9:7 0.1 31.7 0.098 1 0.0 21.2 2- 18.0 -0.6 5.3 0.107 1 9.0 29.3 101,6 0.00 . 21.40 0.289 1 9.0 -0.1 29.3 0.084 1 0.0 22.8 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR (` ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) - .CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS,) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL,FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE A KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO -AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition)' LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD c. ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND ^its DATE: 03/25/03 D E S I G N D A T A R E.P 0 R T PD120ODSN " TIME: 11:49 AM 1-03-01 SIDEWALL STRUCTURALS -----------------------------=------------------------------------------------------------------------------------------ LEFT SIDEWALL GIRTS PAGE ,19 ;• ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-32 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP -Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) '= UNIT # 1 BLDG DESCRIPTION" LRDS 40 0" 0/32 X 40' 0" ------------------------------------------------------------------------------------------------------------------------------------ 0/32 X 12' 3" 32/32 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 ,. ------------------------------------------------------------------------- 9.50 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 -------------------------------------------=-------'--------------- 9.50 Z95/0550303 223-2 Z95/0550303 205-2 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 ----------------------=----- 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) IY PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) 0550303 Z 9.50 0.060 60.00 2.75 0.25 1.06 1.00 13.47 1.98 DATE: 03/25/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: 11:49 AM 1-03-01 SIDEWALL STRUCTURALS LEFT SIDEWALL GIRTS 20 PAGE.--------------------------------------------------------------------------•---------------------------------------------- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-32 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) .(SLOPE) UNIT # 1 BLDG DESCRIPTION LRDS 40' 0" 0/32 X 40' 0" 0/32 X 121, 3" 32/32 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 0.183 1 9.7 -29.0 53.6 0.540 ----- 2 9.7 0.1 29".0 0.073 1 2 18.0. -0.5 2.7 0.169 1 9.0 -24.7 53.6 '0.460 2 9.0 0.1 24.7 0.054 1 DATE: 03/25/03 D E S I G N 'D A T A R E P O R T PD1200DSN TIME: 11:49 AM 1-03-01 SIDEWALL STRUCTURALS --------------------------------------------------------------------------7-------------------------------------------- RIGHT SIDEWALL GIRTS PAGE 21 - ORDER # 021300 . BUILDER NORTH VALLEY BUILDING S BLDR ORDER # 03-32 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY.WOOD BLDR PHONE # 530-345-7296 PROJ NAME -.FIRESTORM WILDLAND F ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR). (SLOPE) UNIT # 1 BLDG DESCRIPTION LRDS 40' .0" 0/32 X 40' 0" --------------------------------------------------------------------------------------------------------------------------------- 0/32 X 12' 3" 32/32 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 ----------------------------------------------------------------------------- 9.50 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 -- -------------------------------------- 9.50 Z95/0550303 223-2 Z95/0550303 205-2 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 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) 0550303" Z 9.50 0.060 60.00 2.75 0.25 1.06 1.00 13.47. 1.98 DATE: 03/25/03 D E S I G N D A T A R E P O R T PD1200DSN' TIME: 11:49 AM -------------------------------------------------------------------------------------------------------------------- 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS PAGE 22 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # " 03`'32 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION ------------------------------------------------------------------------------------------------------------------------------------- LRDS 40' 0" 0/32 X 40' 0" 0/32 X 12' 3" 32/32 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 0.183 1 9.7 -29.0 53.6 0.540 2 9.7 0.1 29.0 0.073 1 2. 18.0 -0.5 2.7 0.169 1 9.0 -24.7 53.6 0.460 2 9.0 0.1. 24.7 0.054 1 a' ' 1 DATE: 03/25/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: 11:49 AM ------------------------------------------------------------------------------------------------------------------ 1-04-01 ENDWALL STRUCTURALS, FRONT ENDWALL GIRTS. PAGE 23 ORDER # 021300 BUILDER NORTH VALLEY BUILDING S BLDR ORDER # 03-32 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRDS 40' 0" 0/32 X 40' 0" 0/32 X 12' 3" 32/32 20 PSF 80 MPH" UBC 97 1.000:12 SPAN AND UNIFORM LOADS (FT & PSF) ---------------------------------------------------------------------------=--- (WIND PRESURE = 9.0 PSF / WINDAUCTION = 9.0 PSF) GIRT,ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 16.00 24.00 ---------------------------------------------------------------------- LOAD WIDTH / LEFT LAP / RIGHT LAP -------------------------------------------------------------------------- 9.50 6.00/0.0/0.0 6.17/0.0/0.0 i GIRT LOCATIONS (TYPE/ PART NUMBER - ----------------------------------------------------- LENGTH(IN).) GIRT ELEVATION SECTION 1 ------------- SECTION 2 LENGTH(FT) 16.00 24.00 ---------------------------------------- - 9.50 Z95/0550303 169-2 Z95/0550303 265-2 INNER GIRT BRACE LOCATIONS (DISTANCE -FROM LEFT SIDE OF SECTION (FT)') ----------------------------------------------------------- ELEVATION SECTION 1 SECTION 2 w LENGTH(FT) 16.00 24.00 -------------- 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 NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) _IY, (IN**4) 1.98 0550303 Z 9.50 0.060 60.00 2.75, 0..25 1.06 1.00 13.47 DATE: 03/25/03 D E S I G N D A T A' R E P O R T PD1200DSN TIME: 11:49 AM 1-04-01 ENDWALL STRUCTURALS FRONT ENDWALL GIRTS PAGE '24 -------------------------------------------- ----------------------------------------------------------------------------------------- ORDER # '021360 BUILDER NORTH VALLEY BUILDING S BLDR ORDER # 03-32 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT_- ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRDS 40' 0" 0/32 X 40' 0" 0/32 X 12' 3" 32/32 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 .' 0.0 0.4 2.7 0.159 1 8.0 20.6 53.6 0.385 2 8.0 0.1 20.6 0.038 1 2 24.0 -0.7 2.7 0.245 1 12.0. -47.7 53.6 0.890 2 12.0 0.1. 47.7 0.199 1 I 4.. - ` LONGITUDINAL BRACING DESIGN ` 's psf - .WEIGHT (W) OF REW= 1.4 �G , . CUSTOMER: Ron Riisa er. 9 DATE: 03/01/03 BUILDER: North Valley Bldg.Systems `. DESIGNED BY: H.A: - BMC ORDER #: 021300 TOTAL SEIS ROOF LD: T—psf - i, BLDR ORDER #:,1! s WIDTH . LENGTH • HEIGHT ` , 40 44 12 BUILDING LOADINGS: - ' BUILDING CODE: UBC ROOF LIVE/SNOW LOAD: 20 i EDITION YEAR:, 1997 DEAD LOAD: 4 ' COLLATERAL LOAD-' 3 E r WIND DESIGN: L - WIND SPEED(V in mph): 80. ` WIND EXPOSURE FACTOR: B , WIND IMPORTANCE FACTOR([): 1.00 ' MEAN ROOF HEIGHT(H)(ft): _, -12.83 . Ce= 0.62 Cq= 1.3 total for building walls and " :at each parapet q=0.00256(V)^2= 16.38 psf P=(Ce)(Cq)gl= 13.21 psf .10 psf minimum ( 0.013 ) ksf SEISMIC DESIGN: SEISMIC ZONE: 3 SEISMIC'COEFFICIENT Ca (FROM 16-Q): 0.36 - SEISMIC ZONE FACTOR Z (FROM 16-1): 0.3 SEISMIC COEFFICIENT C„ (FROM 16-R): 0,54 SEISMIC IMP. FACTOR([): 1 .� BRACING R: -2.2 , SOIL PROFILE TYPE: SD BRACING Q 0 (FROM TABLE 16-N): 2.2 STRUCTURAL PERIOD: T = C. t hn �sia = 0.1356 '"(30-8) . V -RTW - 1.81 W (30-4) WHERE C, = 0.020 NEED NOT EXCEED: ONTROLLING V/1.4= 0.29 W Eh=V .2 rmex= 0.500 2.5C 1 a W,= 0.409 W (30-5) V = 20 R P = 2 - - 1.05 (30-3) Amax Ag . SHALL NOT BE LESS THAN: . ' . (gym ax =1 5, Pm =1 V = 0.11 Ca „ I W = 0.040 W (30-6) 4 u s e p = 1.os E = p E h = pV , = 0.306 W(30-1) ,, ~ FOR SIDEWALL RODS: (STRENGTH DESIGN) E = S2o E h += S2oV = 0.900 W(30-2) 4 ' . WEIGHT (W) OF FEW= 1.4 psf - .WEIGHT (W) OF REW= 1.4 psf , . , ROOF DEAD LOAD: 4 'psf ROOF COLLATERAL LOAD: 3.0 psf - psf TOTAL SEIS ROOF LD: T—psf - 1997BRACE1 BUILDING BRACING. REACTIONS BAYS BRACING BAY SIZE LOCATION 20 H I - V LSW(WIND)1.7RSW(WIND) , aVH 1.7 LSW(SEISMIC) 1 RSW(SEISMIC)2.8 } 4 , • i, 1tY µ 3V• s a� 76 - LONGITUDINAL BRACING DESIGN V CUSTOMER: Ron Riisager DATE: 3/1/03 DESCRIPTION: North Valley Bldg Systems DESIGNED BY: H.A. BUILDER: 021300.• BMC ORDER M 021300 'BUTLER ORDER tt: WIND LOADING SEISMIC LOADING BAY 20 20 20 POST DIST ILSW ISTR FEW REW BAY BAY BAY BAY CNTRL CNTRL SPACE NO OF FROM WALL WALL POINT STRUT ROD ROD POINT STRUT. ROD ROD ROD ROD ROD ROD OC BAYS H HT HT LOAD LOAD LOAD LOAD LOAD LOAD LOAD LOAD SIZE ALLOW SIZE ALLOW LSW 1 .12.00 12_.00 12.00 1.7 `- 0.9 1.9 r0.8 RSW 1 40 12.00 12.00 12.00 0.8 1.7 0.9 1.9 y_ 20 1 1.3 1.4 1/2 6.9 20 13.67 13.67 --13.67 1.8 1.8 1.9 1.9 20 1, 1.3y i 1.4 1/2, 6.9 -W NOTE ., -SIDEWALL BRACING NOT BY BMC (FIX BASE COLUMNS BY OTHERS). } ' -BMC'S PROVIDED SIDEWALL X-BRACING IS FOR ERECTION PURPOSES _ S,�e wal✓1 GA��es+ Se�sM,G Lokr�+�.. Gre GnS�P� +n c,� � . ��' , . Bnt �. D��n ' • r 1997BRACEI ' n Butlerib® 11 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" 12" 12" 12" 4 1/2" 3" i 4 112" 4'1/2" 3" 1 4 1/2" 4 1/2" 3" 4 1/2" �- ; Outside Face 1 1/2" •. Section Throuoh Panel Section PrODertleS for One Foot of Width Panel Material Design I FY Thick (in) (ksi) I EWeight (ksi) I (#/Pt.) I opression on Outside m Sx (in3) 1 (in4) ompression on inside Sx (in3) I (in4) 28 Ga. Steell 0.0140R5O Panel Material 29500 0.86 0.03288 .0.04070 0.02710 0.02270 26 Ga. Steel 0.0 17029500 104 1161 12851135 1.14 0.04190 0.05153 0.03501 0.02870 24 Ga. Steel 0.022529500 26 Ga. Steel 1 80 1 1.45 0.05981 0.07267 0.05135 0.04060 24 Ga. Steel 0.0225 29500 1.45 0.06415 0.07716 0.05686 0.04340 22 Ga. Steell 0.028529500 1200 81 1128 1.40 0.09770 0.11370 0.07400 0.06170 0.032 Alum. 0.0320 121.51100001 87 0.55 1 0.09710 0.11530 1 0.08740 0.06630 Y -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 with 1989 Addendum., All values shown are for continuous conditions of spans greater than 2. -Weight of panel has 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 Fy I Span= 2.5' 1 Span = 3.0' Span = 4.0' Span = 5.0' Span = 5.27' (ksi) P I S I P I S P I S P S P S 28 Ga. Steel 80 104 1161 12851135 77 1 87 1 67 1 53 42 36 38 32 26 Ga. Steel 1 80 1 185 2101 86 1140 55 90 49 81 ' 24 Ga. Steel 80; 1 306 13591 218 1259 127 1200 81 1128 72 116 24 Ga. Steel 1 50" 220 2781 155 1 199 . 87 11341 55 1 86 50 78 22 Ga. Steel 1 50 319 13901 313 1280 123 154 118 1101 73 90 0.032 Alum. 1 21.51 148 1179 ' 104 11321 45 1 72 1 32 52 28 47 Note: Leaend -P = Pressure on Outside face ' Painted Finish ON Y -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 with 1989 Addendum., All values shown are for continuous conditions of spans greater than 2. -Weight of panel has 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 DESIGN - C O N T E N T S DATE: 02/28/03 CADDS TIME: 11:36 AM 7 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-32 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia 77 (TYPE) (WIDTH) (HEIGHT) (SNOW). (WIND) (CODE/YEAR) (SLOPE) (UNIT) (FRAMELINES) PAGE NO. DESIGN FRAME # ------ ------ EWDS 40'-0" -------- 12'-4" ------ 20.PSF ------ 80 MPH ----------- UBC 97 ------- 1.00 ------ TO 12 1 ------------ FEW -------- F 1•� DESIGN FRAME # ' 04 LRDS 40'-0" 12'-4" 20 PSF 80 MPH 1 UBC 97 1.00 TO 12 1 .02,o3 F2 -q- F R A M E D E S I G N - G E N E R A L I N F O R M AT I O N DATE: 03/25/03 TIME: 11:40 AM CADDS --------------------------------------------------- --------------------------------------------------------------------------------- PAGE: F 1.) ORDER # 021300 - BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 -BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 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 = '16.000 FT MODULUS OF ELASTICITY = 29000 KSI' FRAME HEIGHT = 11:333 FT. 11.,333 FT. 2 = 24.000 FT COL. CLEAR HT. = 10.420 FT. 10.420 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 = 1.000 IN. 1.000 IN. GIRT DEPTH = 9.500 IN.' 9.500 IN. ENDWALL PURLIN DEPTH = 8.000 IN. 8.000 IN. FRAME OFFSET = 6.000 IN. (PURLIN UNINSULATED)•POST OFFSET 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 0.583 0.000 1 1 0 1 0 1 1- 2 0 0 1 .50 ' 2 0.583 10.880 0 0 0 1 0 2. 2- 3- .1.00 0 0 0.75 1.00 3 16.000 12.165 0 0 0 1 0 3 4- 3 Rotated 0 1 1.00 1.00 4 16.000 0.000 1 1 0 1 `0 4 3- 5 0 0 4.50 1.00 5 20.000 12.498 0 0 0 0 0 5 6- 5 0 0 0.89 •1.00 6 39.417 10.880 0 0 0 1 0 6- 7- 6 0 0 1.50 1.00 7 39.417 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: 03/25/03 TIME: 11:40 AM CADDS ------------------------------------------------------------------------------------------------------------------ PAGE: F 2 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME -.FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (L'IVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 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, W SW&EW Girt @ corner, U SW Girt, 0 FL Outside flange only braced V EW Girt Only, O Other, E Eave str, P Purl, L Lmk TP 0 -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 (in kips) perpendicular to the flange COLUMN 1- 2, BRACE COLUMN 4-A BRACE COLUMN 7- 6 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 9.50 W O -IF YES 9.50 W O -IF NO 9.50 W O -IF YES 3.98 3.98 P O -SF 10.42 O O -IF YES 11.66 O O -IF YES 10.42 0 O -IF .YES 8.98' 8.98 P O FL 12.00 E 0 FL NO 13.34 E NO 12.00 E O FL NO 13.98 13.98 P O -SF ROOFBEAM 3- 5 BRACE ROOFBEAM 6- 5 BRACE DIST ACCUM ID BRACE FORCE. DIST ACCUM ID BRACE FORCE 2.98 18.98 P O -SF 0.00 0.00 E 0 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 F R A M DATE: 03/25/03 E D E S I G N - C O N V E N T I O N S TIME: 11:40 AM CADDS PAGE: F 3 ---------------------------------------------------------------------=----------------------------------------------- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP — Visalia (TYPE) (WIDTH) •(HEIGHT) (LIVE) (WIND) (CODE/YEAR) • (SLOPE) DESIGN SYSTEM FRAME # 03 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 ounter 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 l 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. SCRAM - 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 - L O A D S U M M A R Y DATE: 03/25/03 CADDS TIME; 11:40 AM --------------------------------------------------------------------------------------------------"---------------------------------- PAGE: F 4 ORDER # 021300 BUILDER — NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 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 NONBMC 0.00 PSF ROOF BRII 28STL 2:22 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL NONBMC 0.00 PSF ENDWALL NONBMC 0.00 PSF CANOPY / OVERHANG / WIDTH=EXTENSION LEFT SIDEWALL = 4.073'FT. OVERHANG CONN DETAIL C304 1 . RIGHT SIDEWALL = 4.073 FT. OVERHANG CONN DETAIL C304 ENDWALL = 4.000 FT. OVERHANG BUILDING USE AND LOCATION et -STATE = CALIFORNIA (INLAND) COUNTY = BUTTE" 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) = '3.000 PSF ROOF LIVE LOAD {LL ) = 20.000 PSF MIN COUNTY GROUND SNOW LOAD = 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR . MIN COUNTY RAIN ON SNOW = 0.0 PSF ROOF EXPOSURE = Partially•Exposed Roof THERMAL CONDITION = Normal COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT CANOPY/OVERHANG '. 100.00% 1.00 20.00 - LEFT ROOF 100.00% 1.00 .20.00 RIGHT ROOF 100.00% 1.00 20.00 ¢ RIGHT CANOPY/OVERHANG 80.00% 1.00 16.00 UNBALANCED SNOW LOADS (SLL),. (SLR) ROOF LIVE LOAD (LL ).= 20.000 PSF COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD • w IYl�• F R A M E D ES I G N - L O A D S U M M A R Y DATE: 03/25/03 fix. TIME: 11:40 AM CADDS ---------------------------------------------=---------------- PAGE: F 5 . ORDER # 021300 BUILDER NORTH VALLEY BUILDING S --------------------------------------------------------------------- BUILDER ORDER # 03-32 BUILDER ACCOUNT # "20-04-007-90' BLDR CONTACT - ANDY WOOD' BLDR PHONE #.530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia ?; (TYPE) (WIDTH) +(HEIGHT)., (LIVE) (WIND) (CODE/YEAR)- (SLOPE) DESIGN SYSTEM FRAME 4.03 DESCRIPTION EWDS 401-0" 12'-4" 20 PSF - 80 MPH UBC, 97 1.000 TO 12 FACTOR COEFF (PSF) LEFT CANOPY/OVERHANG 100.00% 1.00 20.00 LEFT ROOF 100.00% 1.00 20.00' - RIGHT ROOF - 100.00$_.,< 1.00 20.00 RIGHT CANOPY/OVERHANG 80.00%1.00 16.00. WIND LOADS rs _ WIND LOAD LEFT 80.000 MPH ( 10.000 PSF) MIN COUNTY WIND SPEED _ 76 MPH _ _ 6 • 'c: Rt -" WIND LOAD RIGHT = 80.000 MPH ( 10.000 PSF) INCLUDES 1.00 IMPORTANCE FACTOR WINDUPLIFT 80.000 MPH ( 10.000 PSF) _LOAD wi WIND LOAD CASE WIND ENCLOSURE _ ENCLOSED COEFFICIENTS WIND FROM LEFT WIND FROM RIGHT INTERNAL PRESSURE INTERNAL SUCTION (WLL) (WLR). (IP ) (IS ) LEFT CANOPY/OVERHANG' -1.200 (SUCTION ) -0.700 (SUCTION)• 0.000 - LEFT SIDEWALL- 0.800 (PRESSURE) -0.500 (SUCTION ) 0:000 "� 0.000 LEFT ROOF ,-0.700 (SUCTION ) -0.700-(SUCTION ) 0.000 0.000: ,!�s RIGHT ROOF -0.700 (SUCTION ) -0.700 (SUCTION-) 0.000 0.000 - RIGHT SIDEWALL -0.500 (SUCTION ) 0.800 (PRESSURE) 0.000 6.000 RIGHT CANOPY/OVERHANG -0.7Q0 (SUCTION ) -1.200 (SUCTION ) 0:000 . ENDWALL'WIND.PRESSURE (ENDWALL WIND SUCTION, (EWP) (EWS) SIDEWALLS ;-0.700•(SUCTION ) -0.700 (SUCTION ), ROOF -1:500 (SUCTION ) -1:500 (SUCTION ENDWALL 0.900 (PRESSURE) -0.900 (SUCTION )' ` SIDEWALL CANOPY/OVERHANG -1.200 (SUCTION ) -1.200 (SUCTION ) - ENDWALL CANOPY/OVERHANG -1.200(SUCTION ) -0.700 (SUCTION ) ` 3 F R A M E D E S I G N - L 0 A D S U M M A R Y DATE: 03/25/03 TIME: 11:40 AM CADDS --------------------------------------------------------------------------------------------------=------------------ PAGE: F 6 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT -.ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION ------------------------------------------------------------------------------------------------------------------------------------- EWDS 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 CANOPY/OVERHANG = 7.220 PSF Seismic W - LEFT ROOF = 7.220 PSF Seismic W - RIGHT ROOF = 7.220 PSF Seismic W - RIGHT CANOPY/OVERHANG = 7.220 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 - r 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: 03/25/03 CADDS TIME: 11:40 AM PAGES F T ------------------------------------------------------------------------------------------------------------------------------------- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) .(WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 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 + CLL + LL 1.000 N -N N Std Des 100.00 DL 10.0.00 CLL 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 D+CLL+EQL/1.4 . 1.333 N N N Std Des 100.00 DL 100.00 CLL 72.00 EQ 5 D+CLL+EQR/1.4 1.333. N N N Std Des 100.00 DL 100.00 CLL -72.00 EQ 6 DL + CLL + SLL + SLR 1.000 N N N Std Des 100.00 DL 100.00 CLL 7 PD+PC+0.70PL+2.80EQL 1.700 Y N N Axial C 100.00 DL 100.00 CLL 70.00 LL 280.00 EQ 8 PD+PC+0.70PL+2.80EQR 1.700 Y N N Axial C 100.00 DL 100.00" CLL 70.00 LL -280.00 EQ 9 0.85P(DL+CL)+2.SOEQL 1.700 Y N N Axial T 85.00 DL 85.00 CLL 280.00 "EQ 10 0.85P(DL+CL)+2.80EQR 1.700 Y N N Axial T 65.00 DL 85.00 CLL -280.00 EQ 11_ DL+CL+2.SOEQL 1.700 Y N N Conns 100.00 'DL 100.00 CLL 280.00 EQ 12 DL+CL+2.80EQR 1.700 Y N N Conns 100.00 DL 100.00 CLL -280.00 EQ 13 DL + EWP 1.333 N N N Std Des 100.00 DL 100.00 EWP 14 DL + EWS 1.333 N N N Std Des 100.00 DL 100.00 EWS F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 03/25/03 TIME: 11:40 AM CADDS ------------------------------------------------------------------------------------------------------------------- PAGE: F 8 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT)_ (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------ -------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 03 DESCRIPTION EWDS - 40'-0" ----------------- 12'-4" 2.0 PSF 80 ------------------------------------------------------------- MPH UBC 97 1.000 TO 12, L 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 16.00 0.000 K/FT -0.032"K/FT 0.000 K/FT DL 4 3 - 5 UNIF 16.00- 20.00 0.000 K/FT -0.032 K/FT 0.000 K/FT DL 5 6 - 5 UNIF 20.00 40.00 0.000 K/FT -0.032 K/FT 0.000 K/FT ODL 2 2. - 3 MCONC 0.00 11.00 0.000 KIP -0.129 KIP 3.149 IN-K ODL - 5 6 -_ 5 MCONC 40.00 11:00 0.000 KIP -0.129 KIP -3.149 IN-K LOAD CASE (CLL) COLLATERAL LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ "LABEL NO (START-END) TYPE FT FT X Y Z LOCATION -CLL 2 2 - 3 UNIF 0.00 16.00 0.000 K/FT -0.043 K/FT 0.000 K/FT CLL 4 3 - 5 UNIF 16.00 20.00 0.000 K/FT -0.043 K/FT 0.000 K/FT CLL 5 6 - 5 UNIF 20.00 40:00 0.000 K/FT -0.043 K/FT 0.000 K/FT OCLL 2 2 - 3 MCONC 0.00 11.00 0.000 KIP -0.174 KIP 4.255 IN-K OCLL. 5 6 - 5 MCONC 40'.00 11.00 .0..000 KIP -0.174-KIP -4.255 IN-K LOAD CASE (LL ) LIVE LOAD LOAD MEMBER JOINTSLOAD DISTANCES LOADS DIRECTION/ LABEL"' NO (START-END) TYPE FT', FT X "- Y' Z LOCATION LL 2 2 - 3 UNIF 0.00 16.00 0.000 K/FT -0.285 K/FT 0.000 K/FT LL 4 3 - 5 UNIF 16.00 20.00 0.000 K/FT 70.285 K/FT 0.000 K/FT LL 5 6 - 5. UNIF 20.00 40.00 0.000 K/FT -0.285 K/FT 0.000 K/FT OLL 2 2 - .3 MCONC 0.00 11.00 0.000 KIP -1.161 KIP 28.367 IN-K OLL 5 6 - 5 MCONC 40.00 11.00 0.000 KIP -0.929 KIP -22.693 IN-K 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 16.00 -0.099 K"/FT 0.099 K/FT 0.000 K/FT WLL 4 3 - 5 UNIF 16.00 20.00 -0.099 K/FT 0.099 K/FT 0.000 K/FT WLL 5 6 - 5 UNIF 20.00 40.00_ 0.099 K/FT: 0.099 K/FT 0.000 K/FT WLL 6 7- 6 UNIF 0.00 12.00. 0.051 K/FT 0.000 K/FT 0.000 K/FT OWLL 2 2 - 3 MCONC 0.00 11.00 0.000 KIP 0.693 KIP -16.939 IN-K f i OWLL 5 6 - 5 MCONC,, 40.00 11.00 0.000 KIP 0.404 KIP 9.881 IN-K + -; F R A M E D E S I G N - A P P L I E D L O A D S DATE: 03/25/03 CADDS TIME: 11:40 AM PAGE: F 9 ORDER # 021300 --------------------------------------------------------------------------------------------------------------- 1BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # ; 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12. LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE- FT FT X Y Z LOCATION y " WLR L 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 16.00 -0.099 K/FT 0.099 K/FT 0.000 K/FT .WLR 4 3 - 5 UNIF 16.00 20.00 -0.099 K/FT 0.099 K/FT 0.000 K/FT WLR 5 6 - 5 UNIF 20.00 •40.00 0.099 K/FT 0.099 K/FT 0.000 K/FT WLR 6 7 .- 6 UNIF 0.00 12.00 -0.082 K/FT 0.000 K/FT 0.000 _ K/FT OWLR 2 2 - 3 MCONC, 0.00 11.00 0.000 KIP - 0.404 KIP -9.881 IN -K OWLR 5 6 - 5 MCONC 40.00 11..00 0.000 KIP. 0.693 KIP• 16.939 IN -K LOAD CASE (EQ )' SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES• LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EQ 2 2 - 3 CONC, 0.00 0.329 KIP 0.000 KIP,,• 0.000 IN -K. Outside flange EQ 4 3 - 5- CONC 16.00 0.082 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 5 6 - 5 CONC 40.00 0.412 KIP 0.000 KIP 0.000 IN -K Outside flange OEQ 2 2 - 3 MCONC 0.00 11.00 0.084 KIP 0.000 KIP 0.000 IN -K OEQ 5 6 - 5 MCONC 40.00 11-.00 0.084 KIP 0.000 KIP 0.000 IN -K 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 -0.071 K/FT 0.000 K/FT 0.000 K/FT EWP,. 1 1 - .2 UNIF 0.00 12.00 0.000 K/FT 0.000 K/FT -0.072 K/FT EWP. 2 2 - 3 UNIF 0.00 16.00 -0.181 K/FT 0.181 K/FT 0.000 K/FT EWP 3 4 - 3 UNIF 0.00 13.34 0.000 K/FT 0.000 K/FT -0.179 K/FT EWP 4 3 - 5 UNIF 16.00 20.00 -0.181 K/FT 0.181 K/FT 0.000 K/FT EWP 5 6 - 5 UNIF 20.00 40.00 0.181 K/FT 0.181 K/FT 0.000 K/FT - EWP 6 7 - 6 UNIF 0.00 12.00 0.071,K/FT 0.000 K/FT 0.000 K/FT EWP 6 7 - 6 UNIF 0.00 12.00 0.000 K/FT 0.000 K/FT -0.107 K/FT OEWP 2 2 - 3 MCONC 0.00 11.00 0.000 KIP 0.612 KIP -14.958 IN -K OEWP 5 6 - 5 MCONC 40.00 11.00 0.000 KIP 0.612 KIP 14.956 IN -K ;N F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 03/25/03 TIME: ------------------------------------------------------------------------------------------------------------------------------=----- 11:40 AM CADDS PAGE: F 10' ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND-F ENGR GRP - Visalia (TYPE) (WIDTH)' (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN --------------- SYSTEM FRAME ----- # 03 ------------------------------------=----------------------------------------------------------------------=---- DESCRIPTION EWDS 40'-0" 12'-4" 20" PSF 80 MPH UBC 97 1.000 TO 12 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 -0.071 K/FT 0.000 K/FT 0.000 K/FT EWS l 1 - 2 UNIF 0.00 12.00 0.000 K/FT 0.000 K/FT 0.072 K/FT EWS 2 2 - 3 UNIF 0.00 16.00 -0.181 K/FT 0.181 K/FT 0.000 K/ FT' 'EWS ' 3 4 - 3 UNIF 0.00 13.34 0.000 K/FT 0.000 K/FT 0.119 K/FT EWS 4 3 - 5 UNIF 16.00 20.00 -0.181 K/FT 0.181 K/FT 0.000 K/FT EWS 5 6 - 5 UNIF 20.00 40.00 0.181•K/FT 0.181 K/FT 0.000 K/FT EWS 6 7 - 6 'UNIF 0.00 12.00 0.071 K/FT 0.000 K/FT 0.000 K/FT EWS m 6 7 - 6 UNIF 0.00 12.00 10.000. K/FT 0.000 K/FT 0.107 K/FT OEWS 2 2 - 3 MCONC 0.00 11.00 0.000 KIP 0.612 KIP -14.958 IN-K OEWS 5 6 - 5 MCONC 40.00 11.00 0.000 KIP 0.612 KIP 14.958 IN-K 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: 03/25/03 CADDS TIME: 11:40 ------------------------------------------------------------------------------------------------------------------------------------ AM PAGE: F 11 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY*WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) ; (WIND) (CODE/YEAR) .(SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 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 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 9.50 9.50 -- 2 4.75 12.00 X3.88 101.51 5.21 1.33 1.33 5.11. 1.16 1.33 1.33 9.60 9.60 95:83 9.50 9.50 3 9.50 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 9.50- -9.50 4 10.42 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 0.92 0.92 MEMBER'NO. 2 JOINTS 2 - 3 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 1:00 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 4.00 2.99 2 3.98 12.00 3.88 10.1.51 5.21 1.33 1.33 - 5.11 .1.16 1.33 1.33 9.60 9.60 95.83 5.02-' 10.03 3 8.98 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 5.02 1.0.03 4. 13.98 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 9583 5.02 10.03 - .5 15.96 12.00 3 A 8 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 4.98 4.98' .MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 CEE SECTION = .12.OP.067S ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO' LUBI 4: PTS. NO. (FT) (IN) (IN2) (IN4) (IN4)' (IN) (IN) (IN) (IN) '(IN) (IN)" (IN) (IN) RATIO (FT) (FT) 1 1 0.00 12.00 -1.38 29.12 2.30 1.35 1.35 4.59- 1.29 177.10 9.50 9:50 2 4.75 12.00 1.38 29.12 2.30 1.35 1.35 4.59 1.29 177.10 9.50 9.50 3 9.50 12.00 1.38 , 29.12 2.30 1.35 1.35 4.59 1.29 177.10 9.50 9.50" 4 11.66 12.00 1.38, 29.12 2.30 1.35 1.35 4.59 1.29 177.10 2.16 2..16 MEMBER NO: 4 JOINTS 3 - 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 3.97 3.97 2 2.98 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 3.97 3.97 3 3.96 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 1.96 1.96. 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: 03/25/03 CADDS TIME: 11:40 ------------------------------------------------------------------------------------------------------------------------------------ AM PAGE: F 12 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND'F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 .------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION EWDS" 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 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 1.00 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 4.00 2.99 1 2 3.98 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 5.02 10'.03 3 8.98 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 5.02 10.03 4:'; 13.98 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 5.02 10.03 5. 18.98 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 5.02 5.02 6 19.96 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 1.96 1.96 MEMBER NO. 6 JOINTS 7 - 6 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 9.50 9.50 ,`• 2 4.75 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 9.50 3 9.50 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 9.50 .-9.50 9.50 4 10.42 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 0.92 0.92 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: 03/25/03 CADDS TIME: 11:40 AM PAGE: F 13 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER.ORDER # 03-32 - BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP = Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE). (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------------------------------------------------------------------------------------ SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'74" 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 4.44 0.00 33..00 28.32 33.00 0.99. 17.38 0.97 1.00 1.75 0.04 0.00 0.00 0.04 1 2 2 12.00 3.88 16.92 16.92 4.38 -31:60 15.28 33.00 28.32 -0.55 13.04 0.97 1.00 1.75 0.07 0.06 0.06 0.13 1 1 3 12.00 3.88 16.92 16.92 4.32 -63.21 15.28 33.00 28.32 -0.55 13.04 0.97 1.00 1.75 0.07 0.11 0.11 0.19 1 1 4* 12.00 .3.88 16.92 16.92, 4.30 -72.39 33.00 33.00 31.94 -0.55 13.04 0.97 1.00 1.06 0.03 0.13 0.13 0.17 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. (INY (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 0.73 -110.65 33.00 33.00 31.94 2.06 13.04 0.97 1:00 1.42 0.01 0.20 0.20 0.21 1 1 2 12.00 3.88 16.48 16.48 0.27 -50.80 43.99 43.99 30.63 0.41 13.04 0.97 1.00 1.19 0.00 0.08 0.10 0•.10 5 1 3 12.00 3.88 16.92 16.48 0.23 -28.86 43.99 43.99 30.63 -1.45 13.04 0.97 1.00 1.19 0:00 0.65. 0.06 0.06 - 5 1 4 12.00 3.88 16.48 16.48 0.30 -105.23 33.06 33.00 25.07 -3.14 13.04 0.97 1.00 1.41 0.00 0.22 0.25 0.26 1 1 5* 12.00 3.88 16.92 16.92 0.30 -177.78 33.00 33.00 31.94 31.94 -3.14 13'.04 0.97 1.00 1.23 0.06 0.32 0.33 0.33 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 7.71 0.00 12.69 27.99 27.99 -1.09 2.98 1:00 0.44 0.00 0.00 0.54 1 13 2 12.00 1.38 4.85 4.85 7:69 0.00 10.84 23.09 23.09 -0.24 2.98 1.50 0.51 0.00 0.00 .0.74 1 13 3 12.00 1.38" 4.85 4.85 7.67 0.00 10..84 23.09 23.09 0.80 2.98 1.00 0.51 0.00 0.00 0.74 1 13 4* 12.00 1.38 4.85 4.85• 7.65 0.00 14.88 27.75 27.75 1.29" 2.98 1.66 0.37 0.00 0.00 0.47 1 13 Yy. 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: 03/25/03 CADDS TIME: 11:40 --------------------------------------------------------------------------------------'---------------------------------------------- AM PAGE: F 14 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT- ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 ------------------------- DESCRIPTION EWDS ----------------- 40'-0" ----------------- 12'-4" ------------ 20 PSF --------- 80 MPH ------------ UBC ---- 97 ------ ------ 1.000 ----- TO 12 ----- -------- --- --- ROOF BEAM 3 - 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 0.93 -172.59 33.00 33.00 31.94 4.46 .13.04 0.97 1.00 1.67 0.01 0.31 0.32 0.33 1 1 2 "12.00 3.88 16.48." 16.48 0.81. -14.01 33.00 33.00 31.9.4 2.99 13.04 0.97 1.00 1.67 0.01 0.03 0.03 0.03 1 1 3* 12.00 3.88 16.92 16.92 0.81 19.16 33.00 31.94 33.00 2.99 13.04 0.97 1.00 2.30 0.01 0.04 0.03 0.04 1 1 ROOF BEAM 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) (KS'I) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 .16.92 0.86 -93.57 33.,00 33.00 31.94 3.64 13.04 0.97 1.•00 2.19 0.01 0.17 0.17 0.18 1, 1' 2 12.00 3.88 16.48 16.48 - -0.02 -48.61 43.99 43.99 27.16 1.99 13.04 0.97 1.00 1.00 0.00 0.08 0.11 0•.11 2 1 3 12.00 3.88 16.92 16.48 0.57 152.94 33.00 31.94 33.00 -0.23 17.38 _0.97 1.00 1.52 0.00 0.28 0.27 0.29 1 3 4 12.00 3.88 16.48 •16.48' 0.41 158.68 33.00 31.94 33.00 -1.73 13.04 0.97 1.00 1.02 0.00 0.30 0.34 0.33 1 1' 5 12.00 3.88 16.48 16.48 0.30 53.07 33.00 31.94 33.00 -3.06. 13.04 0.97 1.00 1.43 '0.00 0.10 0.11 0.11 1 1 6* 12.00 3.88 16.92 161.92 0.30 19.16 33.:00 31.94 33.00 -3.06 13.04 0.97 1.00 1.41 0.00 0.04 0'.03 0.04 1 1 COLUMN' 7 - 6 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 5.80 0.00 31.94 28.32 33.00 0.87 17.38 0.97 1.00 1.75 0.05 0.00 0.00 0.05 1 3 2 12.00 3.88 16.92 16.92 5.74 -31.60 15.28 33.00 28.32 -0.55 13.04 0.97 1.00 1.75 0.10 0.06 0.06 0.15• 1 1' 3 '12.00- 3.88 16.92. 16.92 5.67 -63.21. 15.28 33.00 28.32 -0.55 '13.04 0.97'1.00 1.75 0.10 0.11 0.11 0.21 1 1 4*, 12.00 3188 16.92 16.92 5.66 -7.2.39 33.00 33.00 31.94 -0.55 13.04 0.97 1.00 1.06 0.05 0.13 0.13 0.18 1 1 � - E'. F R A M E D E S I G N - W E L D S U M M A R Y DATE: 03/25/03 CADDS TIME: 11:40 AM -------------------------------------------------------------------------------------------------=---------------------------------- PAGE: F 15 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER #' 03-32 BUILDER ACCOUNT # 20.-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) .(SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 80 MPH UBC 97 ------=---------------------------------------- ----40'_0"------12'_4"------20-PSF ------------------------- -----1_000-TO-12-------------- a,l PART WEB WEB FLG-TO-WEB FILLET ALLOW CONTROLLING t -"I NO. SECT THK STRESS SIZE- SHEAR MEMB ANAL LOAD (IN) (KIPS/IN) (KIPS/IN) NO. PT CONDI _ OV66208 1 0.120 0.054 1/8 2.620 1 1 2 OV66210 1 0.120 0.323, 1,/8 2.620 4 1 1 OV66212 1 0.000 0.000 3/32 1.392 0 0 0 OV66212 MILL -SECTION OR C -SECT: NO FLANGE TO WEB WELD REQUIRED OV66214 1 0.120 0.263 1/8 2.620 5 1 1 THE FLANGE -TO -WEB SHEAR 'VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD `e •r - •t • ri.` P v M M A R U Y F DATE: 03/25/03 CADDS TIME: 11:40 AM ----------------------------------------------,------------------------------------------------------------------- PAGE: F 16 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ------------ ACCOUNT # ------- 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME — FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND), (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ---------------------------------------------------------- # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF -------------------------------------------------------------------------- 80 MPH UBC 97 1.000.TO 12 .THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION, IN THE FLANGES FOR AXIAL PLUS BENDING 4: THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS i • j )� raAmo n E o z o m _- a E A c z'z o m a � oAro. 03/25/03' oAooa - TIME: _o.«n-AM _ `__ p�om��zr ___ ____ _�___________'_�____^____'__________ ORDER # oo onzLooa mooza VALLEY onzLozmo a onzLoEn nnoEa # ` ` _____�'________________ 03-32 onzLoEa Acconmr ' 20-04-007'e0 ut,uu cnmzucz - umoz wnno oLoa nanmu # 530-345-7296 paoJ NAME - FIRESTORM zLoLmwo r Emoo GRP ' Visalia (rrpo) (Wzora) (oozooz) (LIVE) (wzmo) (CODE/YEAR) (SLOPE) ' 000zom SYSTEM JFemME # 03 ' ooacazPrzmv --- ------- -'----- --- - -'- -- -- owoa ---------'------'---'- «u' -o" zz'-x" -- -------- zo Pan ------------------------------------------------------ oo MPH UBC yr 1.000 TO zz - poozTznE REAcrznm ozaoozznm , ` o H ozpe Horizontal Force to Right v . o --- -s--s'--* . v nzpo Vertical Force Up Z nzea Horizontal Out of Plane ' +---e i � � Z '' ussu u546 uszz `. 'mo. Loading Combination � zH zv 10 ao 'o «v «z ao ro ` 7V rZ' um o Sum v ' ` z oL+ CLL + LL - 0.55 «`«o 6.00 0.00 0.00 7.71 0.00 0.00 -0.55 0.00 1 0.00 17'95 ' ' z DL + WLL -o.pp .-z.zs 0.00 0.00 o.00 Lo.ry 0.00 0.00 -0.6'1 -o.az 0.00 '-1.60 -a.ea 3 DL + WLR orz -o.zs 0.00 ' 0.00 o.uo -.1.13 0.00 0.00 o.ur -z.sV 0.00 1.60 -2.86 « o+cLL+E0L/1.4 -n.zr o.ry 0.00 0.00 o.00 2.05 0.00 0.00 -o.«« z.oz 0.00 -0.71 4.46 ' so+ /1.4 0.54 1.37 0.00 0.00 0.00 1'78 0.00 0.00 0.18 1.31 o.00 0.71 4.46 * DL + CLL + ouL + aua 0.13 1.08 0.00 0.00 0.00 1.91 0.00 0.00 -0.13 1.47 'o.00 0.00 4.46 7 po+pc+o.roeL+z.aooOL not applicable 8,00+Pc+0.70pL+2.00EOa not applicable y 0.85p(oL+cL)+2.80oOL not applicable _ zo o.ose(oL+cL)+a.nooOnoo± applicable zz oL~cL+z.000QL not applicable 12 oL+cL+2-.80oVa not applicable z» DL + Enn 0.17 -1.48 0.47 1.29 -2.55 1.09 o.rn -'0.17 -2.04' 0.58 o'no -*'or z^ DL + EWa 0'17 z.«n ' � ` .o.�e -o'«r -1.29 -a.ss z^og ` ' -0.70 -0.17 -z.o« -0.58 o.Vo -6.07' No. Loading Combination Sum z z DL + CLL + Lu ' 0.00 u DL + nuL 0.00 a DL + wLRo no � 4 o+cLL+oOL/1.4 0.00 � s'o+cLo+EQa/l.« 0.00 'o DL +CLL + oLL + a4o 0.00 . \ 7 no+ec+n,ropL+z.00mQL not appl ! o Po+nc+o.rorL+u.000Oa not appl -y 0.85e(oL+CL)+2.noEOL not appl zo o,osP(oL+CIL)+z'uooOa oot appl 11 ou+cL+2.eoo0L not. appl zz oL+CL+z.00EOa not appl ' z» DL + one 4.54 14 oL+ Ewa -4.54 F R A M E D E S I G N'- R E A C T I O N S DATE: 03/25/03 CADDS TIME: 11:40 AM PAGE: F 18 ------------------------------------=-- ---------------------------------- =--------------------------------------------------------- = `t• ORDER # 021300 BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia r' (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # --------------------- 03 DESCRIPTION ------------------- EWDS -------- 40'-0" --------- 12'-4" ---------------- 20 PSF ---------- 80 MPH ------- UBC --------- 97 ------- 1.000 ------- TO 12 ------- ------------ POSITIVE REACTION DIRECTION R " H KIPS Horizontal Force to Right V 2-------3---5---6 V KIPS Vertical Force Up Z KIPS Horizontal Out of Plane +---H / 1 4 7 Z A532 A546 A533 ID Load Case 1H 1V 1Z 2Z 3Z 4V 4Z 6Z 7H 7V 7Z.; Sum H Sum V DL DEAD LOAD 0.07 0.58 0.00 0.00 0.00 1:04 0.00 X0.00 -0.07 0.78 0.00 0.00 2.39 CLL COLLATERAL LOAD 0.06 0.50 0.00 0.00 0.00 0.87 '0.00 0.00 -0.06 .0.69 0.00 0.00 2.07 LL LIVE LOAD 0.42 3.36 0.00 0.00 0.00 5.80 0.00 0:00 -0.42 4.33 0.00 0.00 13.49 WLL WIND LOAD LEFT -1.06 -1.83 0.00 0.00 0.00 -1.83 0.00 0.00 -0.53 -1.40 0.00 -1.60. -5.06 WLR WIND LOAD RIGHT 0.65 -0.80 0.00 0.00 0.00 -2.17 0.00 0.00 '0.94 -2.08 0.00 1.60 -5.06 EQ SEISMIC LOAD -0.56 -0.41 0.00 0.00 0.00 0_19 0.00 0.00 -0.43 0.22 0.00 -0.990.00 EWP EW WIND PRESSURE 0.10 -2.06 0.39 0.47 1.29 -3.59,."1.09 0.70 -0.10 -2.82 0.58 0.00 -8.46 EWS EW WIND SUCTION 0.10 -2.06 -0.39 -0.47 -1.29 -3.59 -1.09 -0.70' -0.10 -2.82 -0.58 0.00 -8.46 ' ID Load Case Sum Z DL DEAD LOAD 0.00 CLL COLLATERAL LOAD 0.00 I LL LIVE LOAD 0.00 WLL WIND LOAD LEFT 0.00 i WLR WIND LOAD RIGHT 0.00 r EQ SEISMIC LOAD. 0.00 EWP EW WIND PRESSURE 4.54 EWS EW WIND SUCTION -4.54 • �• A k i r, F R A M E D E S I G N - S T R E S S S U M M A R Y DATE: 03/25/03 CADDS TIME: 11:40 AM PAGE: F 19 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 I BLDR CONTACT - ANDY WOOD BLDR PHONE,# 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia r.'! (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ~I ------------------------------------------------------------- --------------- ------------------------------------------------' MEMBER NO. 1 JOINT 1 - 2 .-------------------- SECT. LENGTH - --------------( YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD y NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO GOND ?j 1 10.42 55. 3 4.75 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.'000 X .25.0 0.186 1 L' 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 i 1 4.32 -63.21 1.11 -3.74 -3.74 15.28 33.00- 28.32 0.99 17.38 0.057 2 f r MEMBER NO. 2 JOINT 2 - 3 ,; t --------------------------------- 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 16.00 55. 4 5-00 FT 12.00 IN 12.00 IN 5.000 X ,_.250 120 5.000 X. .250 0.331 1 i. ":•� 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 0.30 -177.78 0.08 -10.51 -10.51 33.00 33.00 31.94 -3.14 13.04 0.241- 1 4 i MEMBER NO. 31 JOINT 4 - 3 Rotated 90 degrees E - -------------------------- 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 i y 1 11.66 60. 3 4.75 FT 12.00 IN 12.00 IN 12.OP.067S 0.741 1 CONTROLLING ACTIONS ---AXIAL--- --- MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR-------- ---- - )' SECT. FORCE MOMENT AXIAL FBO FBI' FA FBO FBI. FORCE ALLOW STRESS LOAD E NO. (KIPS), (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 7.69 0.00 5.56 0.00 0.00 10.84 23.09 23.09 1.29 2.98 0.435 13 n :� F R A M E D E S I G N - S T R E S S S U M M A R Y DATE: 03/25/03 TIME: 11:40 AM v CADDS ----------------------------- ----------------------------------------------------------- PAGE: F 20 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER 4 -------------------------------------------- 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP'- Visalia (TYPE) (WIDTH) .(HEIGHT) (LIVE) (WIND) (CODE/YEAR). (SLOPE) DESIGN SYSTEM -------------------------------------------------------------------------------------------------------------------------- FRAME 4 03 DESCRIPTION EWDS 40'-0" 12'-4" i 20 PSF 80 MPH UBC 97 1.600 TO 12 MEMBER NO. 4 JOINT 3 - 5 SECT. LENGTH YIELD ---------- NO. MAX SEG DEPTH AT -DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS. I SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 4.00 55. 2 2.98 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.327 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 0.9,3 -172.59 0.24 -10.20 -10.20 33.00 33.00 11.94 4.46 13.04 0.342 1 r: 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 COND 1 20.00 55. 5 5.00 FT 12.00 IN 12.00 IN" 5.000 X .250 ,.120 5.000 X .250 .0.332 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 i. 1 0.41 158.68 0.11 9.63 11.06 33.00 31.94 33.00 3.64 13.04 0.279 1 MEMBER NO. 6 JOINT 7 - 6 e ------------------------ LENGTH YIELD - -------SECT. 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; 10.42 55. 3 4.75 FT- 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.209 1 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 f. 1 5:67 -•63.21 1.46 -3.74 -3.74 15.28 33.00 28.32 0.87 17.38 0.050 3 E. b: z: F R A M E D E S I G N - J O I N T D E F L E C T I O N S DATE: 03/25/03 TIME: 11:40 AM ------------------------------------------.------------------------------------------------------------------------------ CADDS PAGE: F 21 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20•-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 5'30-345-7296 PROJ NAME - FIRESTORM WILDLAND F. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS --- " - 20'PSF 80 MPH UBC 97 1.000 TO 12 POSITIVE DEFLECTION DIRECTION R i H INCHES Horiz. Deflection to Right. V _ 2------,-3---5---6 V INCHES Vertical Deflection Up +---H / 1 4 .: 7 z A532 A546 A533 i No. Loading Combination Cd 2H 2V 3H 3V 5H, 5V 6H 6V ,1 DL +-CLL + LL N -0.336 -0.005 -0.335 -0.028 -0.322 -0.185 -0.309 • -0.007 r 2 DL + WLL N 0.373 0.002 0.373 0.003 0.369 0.061 0.364 0.001 3 DL + WLR N -0.284 0.000 -0.285 0.004 -0.283 -0.012 -0-.2,82 0.002 !' 4 D+CLL+EQL/1.4 N "0..175 -0.001 0:175 -0.007 0.176 -0.016 0.177 -0.002 5 D+CLL+EQR/1.4 N -0.330 -0.002 -0.330 -0.006 -0.325 -0.072 -0.320 _ -0.001 6 DL + CLL-+ SLL + SLR N -0.078 -0.001 -0.078 -0.007 -0.075 -0.044• -0.071 -0.002 C 13 DL + EWP N 0.111 0.002 0.111 0.009 0.107 0.062 0.104 0.002 14"DL + EWS N 0.111 0.002 0.111 0.009 0.107, 0.062 0.104 0.002 - - i. 6 a: a �c I (c s .l. FRAME DES IGN - M E M B E R D E F L E C T I O'N S DATE: 03/25/03 TIME:" 11:40 AM CADDS i ------------------------------------------------------------------------------------------------------------------------------------ PAGE: F 22 ; ORDER# 021300 BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 I i BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia r (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) i DESIGN SYSTEM FRAME # 03 -------------------------------------------------------------------------------------"----------------------------------------------- DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 POSITIVE DEFLECTION DIRECTION R i H INCHES Horizontal to the Right V +---2---+-4-+-5-+ i V INCHES Vertical Up 3 6 z MAXIMUM MEMBER DEFLECTIONS t MEMBER 1H MEMBER 2V MEMBER 3H MEMBER 4V MEMBER 5V MEMBER 6H ' No. Loading Combination 'PT DEFL PT DEFL PT DEFL PT DEFL PT DEFL PT DEFL' 1 DL + CLL + LL 5 DL -0.336 3 0.044 5 -0.335 3 -0.185 4 -0.375 5 -0.309 6'• 2 + WLL 5 0.373' 3 -0.057 5 0.373 -3.0.061 3 0.134 5 0.364 3 DL' + WLR 5 -0.284 3 0.044 5 -0.285 3 -0.012 3 -0.041 5 -0.282. 4 D+CLL+EQL/1.4 5 0.175 3-0.029 5 0.175 3 -0.016 4. -0.028 5 0.177 5. D+CLL+EQR/1.4 5-0.330 3 0.049 5 -0.330 3 -0.072 3 -0.151 5-0.320' . 6 DL + CLL +'SLL + SLR 5-. -0.078 3 0.010 5 -0.078 3 --0.044 4 -0.089 5 -0.071 13 DL + EWP 5 0.111 3 -0.013 5 0.111 3 0.062 4 0.128 5 0.104 E 14 DL + EWS 5 0.111 3 -0.013 5 0.111 3 0.062 4 0.128 5 0.104 S t: �a, FRAME DES IGN - FRAME L A. Y OUT DATE: 03/25/03 CADDS I TIME: 11c40 AM ----------------------------------------------------------------------------------------------------------------------- F 23 k ORDER # 021300 BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # --PAGE -=---- 20-04-007-90 "s BLDR CONTACT —ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia - (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 ------------------------------------------------------------------------------------------------ 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 = 1.000 IN. COLUMN OFFSET = 1.000 IN. I .GIRT DEPTH = 9.500 IN. GIRT DEPTH. _ 9.500 IN. PURLIN DEPTH = 8,000 IN. (PURLIN UNINSULATED) PURLIN DEPTH.,, _ 8.000 IN. SPAN WIDTHS (LEFT TO RIGHT) SPAN .1 = 16.000 FT. SPAN 2 = 24.000 FT. l -R- 4 OV66210 OV66214 0 0 0. V V V 6 6 6 - t 6 . 6 6 c: 2 2 ., 2 `aF 0 1 0 8 2 E. 8 1 2 s E c,• 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: 03/25/03 CADDS TIME: 11:40 AM ------------------------------------ PAGE: F 7-4 ORDER # 021300 ------------------------------------------------------------------------------------------------ BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # ----------------------------------------------------------------.-------------------------------------------------------------------- 04 DESCRIPTION LRDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 11.000 TO 12 LEFT SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES EAVE HEIGHT = 12.002 FT. 12.002 FT. 1 = 40.000 FT MODULUS OF ELASTICITY 29000 KSI FRAME HEIGHT = 11.333 FT. 11.333 -FT. COL. CLEAR HT. _ 10.058 FT. 10.058 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 = 1.000'IN. 1.000 IN. GIRT DEPTH = 9.500 IN. 9.500 IN. PURLIN DEPTH = 8.000 IN. 8.000 IN. (PURLIN UNINSULATED) J ## P Delta Analysis ## --------------------- 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 0.417 0.000 1 1 0 1 01 1 1- 2 0 0 1.50 1.00 2 0.417 10.699 0 0 0 1• 0 2 2 '- 3 0 0 1.50 1.00 3 20.000 12.331 0 0 0 0 0 3 4- 3 .0 0 1.50 1.00 4 39.583 10.699 0 0. 0 1 0 4 5- 4 0 0 1.50 1.00 5' 39.583 0.000 1 1 0 1 0 ( 0. = FREE 1 = FIXED ) (`1 = RELEASE 0 = NO RELEASE ) f F R A M E D E S Y / B R A C E L O C A T I O N S i; DATE: 03/25/03 CADDS TIME: 11:40 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: F ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 40'-0" ------------------------------------------------------------------------------------------------------------------------------------ 12'-4" 20 PSF 80 MPH USC 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, W SW&EW Girt @ corner, U SW Girt, O-IF Outside and Inside flange braced >. V EW Girt Only, O Other, E Eave str, P Purl, L Lmk TP 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 0 FL 0.00 0.00 E 07L 9.50- W_ 0,- IF NO 9.50 W O-IF NO 3.98 3.98 P O-SF 3.98 3.98 P O-SF 10.06 O O-IF YES 10.06 0 O-IF YES 8.98, 8.98 P O FL 8.98 8.98 P 0 FL 12.00 E 0 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 r ' s N DATE: 03/25/03 T I O S CADDS TIME: 11:40 AM PAGE: F Z(, ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 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 ). F R A M E D E S I G N - L 0 A D S U M M A R Y DATE: 03/25/03 TIME: 11:40 AM CADDS' --------------------------------------PAGE;.F --------------------------------------=---------------'---------=----------------- ORDER # 021300 BUILDER - NORTH VALLEY BUILDINS G BUILDER ------------ ORDER # 03-32. BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 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 NONBMC 0.00 PSF ROOF BRII 28STL 2.22 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL NONBMC- 0.00 PSF CANOPY /"OVERHANG / WIDTH -EXTENSION LEFT SIDEWALL, , = 4.073 FT. OVERHANG CONN DETAIL C300 RIGHT SIDEWALL _ 4.073 FT. OVERHANG CONN DETAIL C300 BUILDING USE AND LOCATION , STATE = CALIFORNIA (INLAND) COUNTY = BUTTE ' 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) _ 3.000 PSF ROOF LIVE LOAD (LL ) = 20.000 PSF" MIN COUNTY GROUND SNOW LOAD = 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR MIN COUNTY RAIN ON SNOW = 0.0 PSF ROOF EXPOSURE = Partially Exposed Roof ,tI ;THERMAL CONDITION = Normal ' i COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR. COEFF (PSF)60.00% LEFT CANOPY/OVERHANG 1.00 12.00 LEFT ROOF" 60.00$ 1.00 12.00 RIGHT ROOF 60.00% 1.00 12.00 RIGHT CANOPY/OVERHANG . 60.00% 1.00 12.00 - (. UNBALANCED SNOW LOADS (SLL), (SLR) f ROOF LIVE LOAD (LL )._ 20.000 PSF j COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR _ COEFF (PSF) LEFT CANOPY/OVERHANG 60.00$ 1.00 12.00- • LS, F R A M E D E S I G N - L O A D S U M M A R Y =' DATE: 03/25/03 TIME: 11:40 AM CARDS Z$ ------------------- ----------------------------------------------------------------------------------------------------- PAGE: F ORDER # 021300 BUILDER -NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # -.20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-'7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia,,' (TYPE) (WIDTH) (HEIGHT). (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 40'-0" 1,2'-4" 20 PSF 80 MPH . UBC 97 1.000 TO 12 LEFT ROOF 60.00% 1.00 12.00 "tx' - RIGHT ROOF 60.00% 1.00 12.00 RIGHT CANOPY/OVERHANG 60.00% 1.00 12.00 -WIND LOADS. WIND LOAD LEFT = 80.000 MPH ( 10.000 PSF) MIN COUNTY WIND SPEED = 76 MPH WIND LOAD RIGHT = 80.000 MPH ( 10.000 PSF) INCLUDES 1.00 IMPORTANCE FACTOR WIND LOAD UPLIFT = 80.000 MPH ( 10.000 PSF) WIND LOAD CASE = 1 WIND ENCLOSURE = ENCLOSED COEFFICIENTS WIND FROM LEFT WIND FROM RIGHT INTERNAL PRESSURE INTERNAL SUCTION (WLL) (WLR) ('IP ) (IS LEFT CANOPY/OVERHANG -1.200 (SUCTION ) -0.700 (SUCTION ) 0.000 FW LEFT SIDEWALL 0.800 (PRESSURE) -0.500 (SUCTION ) 0.000 0.000 LEFT ROOF -0.700 (SUCTION.) -0.700 (SUCTION ) 0.000 0.000 RIGHT ROOF -0.700 (SUCTION ) -0.700 (SUCTION ) 0.000 - 0.000 RIGHT SIDEWALL -0.500 (SUCTION ) 0.800 (PRESSURE) 0.000 0.000 " RIGHT CANOPY/OVERHANG -0.700 (SUCTION ) -1.200 (SUCTION ) 0.000 ENDWALL WIND PRESSURE ENDWALL WIND SUCTION (EWP) (EWS). SIDEWALLS -0.700 (SUCTION ) -0.700 (SUCTION ) ROOF --0.700 (SUCTION ) -0.700 (SUCTION ) SIDEWALL CANOPY/OVERHANG-1.200.(SUCTION ) -1.200 (SUCTION ). SEISMIC LOADS (EQ ) YI PERCENT SNOW LOAD = 0.000% Seismic W - LEFT CANOPY/OVERHANG = 7.220 PSF Seismic W - LEFT ROOF = 7.220 PSF Seismic W - RIGHT ROOF - 7.220 PSF - Seismic W - RIGHT CANOPY/OVERHANG = 7.220 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 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 l NET SEISMIC FACTOR = 0.200 Maximum P Delta Stability Coefficient = ''0.02 Associated Load Combination 4 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 ce DATE: 03/25/03 TIME: 11:40 AM -------------------------------------------------------------------------------------------------------=--------- CADDS PAGE: F 2- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE )k 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE), (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 ---------------------------------------------------------------------=--------------------------------------------=-----------=--- DESCRIPTION LRDS 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 + CLL + LL 1.000 N N N Std Des 100.00 DL 100.00 CLL 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 D+CLL+EQL/1.4 1.333 N Y N Std Des 100.00 DL 100.00 CLL 72.00 EQ _5 D+CLL+EQR/1.4 1.333 N Y N Std Des 100.00- DL 100.00 CLL -72.00 EQ 6 DL + CLL + SLL +`SLR 1.000 N N N Std Des 100.00 DL 100.00 CLL 7 PD+PC+0.70PL+2.80EQL 1.700 Y N" N Axial C 100.00 DL 100.00 CLL 70.00 LL 280.00 EQ 8 PD+PC+0.70PL+2.80EQR 1.700 Y N N Axial C 100.00 DL 100.00 CLL 70.00 LL -280.00 EQ 9 0.85P(DL+CL)+2.80EQL 1.700 Y N N Axial T 85.00 DL 85.00 CLL 280.00 EQ 10 0.85P(DL+CL)+2.80EQR 1.700 Y N -,N Axial T 85.00 DL 85.00 CLL -280.00 EQ -,11 DL+CL+2.80EQL 1.700 Y N N Conns 100.00 DL 100.00 CLL 280.00 EQ 12 DL+CL+.2.80EQR 1.700 Y N N Conns 100.00 DL 100.00 CLL -280.00 EQ 13 DL + EWP 1.333 N N N Std Des 100.00 DL 100.00 EWP i _ • .i i F R A M E D E S I G N - A P P L I E D L O A D S DATE: 03/25/03 TIME: 11:40 AM _ _ CADDSPAGE: 30 } ----------------------------------------------------------------------------------------------------------------------- F ORDER # 021300 BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007=90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 53.0-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia . (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN -------------------'---------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 04 DESCRIPTION LRDS 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 -0.044 K/FT 0.000 K/FT } DL 3 - 4 - 3 UNIF 20.00 40.00 0.000 K/FT -0.044 K/FT 0.000 K/FT ODL 2 2 - 3 MCONC 0.00 11.00 0.000 KIP -0.181 KIP 4.419 IN -K l ODL 3 4 - 3 MCONC 40.00 11.00 0.000 KIP -0:181 KIP -4.419 IN -K . LOAD CASE (CLL) COLLATERAL LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/" LABEL. NO (START -END) TYPE FT FT X Y Z LOCATION CLL 2 2 - 3 UNIF 0.00 20.00 0.000 K/FT -0.060 K/FT 0.000 K/FT CLL 3 4 -. 3 UNIF 20.00 40.00 0.000 K/FT -0.060 K/,FT 0.000 K/FT •OCLL 2 2 - 3 MCONC 0.00 11.00 0.000 KIP -0.244 KIP 5.972 IN -K OCLL 3 4 - 3 MCONC 40.00 11.00 0.000 KIP -0.244 KIP -5.972 IN -K' 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 _-.0.240 K/FT 0.000 K/FT LL 3 4 - 3 UNIF 20.00 40.00 0.000 K/FT -0.240 K/FT 0.000 K/FT OLL 2 2 - 3 MCONC 0.00 11.00 0.000 KIP' -0.978 KIP 23.888 IN -K OLL 31 4 - 3 MCONC 40.00 11.00 0.000 KIP -0.978 KIP -23.888 IN -K i LOAD CASE (WLL) WIND LOAD LEFT �. LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ - LABEL. NO (START -END) TYPE FT FT X Y Z LOCATION r. 2` WLL 1 1 - 2 UNIF 0.00 12.00 `0.159 K/FT 0.000 K/FT 0:000 K/FT WLL 2 2 - 3 UNIF 0.00 20.00 -0.139 K/FT 0.1-39 K/FT 0.000 K/FT WLL 3 4 - 3 UNIF 20.00 40.00 0.139 K/FT 0.139 K/FT 0.000 K/FT WLL 4 .5 - 4 UNIF 0.00 12.00' 0.100 K/FT 0:000• K/FT 0.000 K/FT r OWLL 2 2 - 3 MCONC 0.00 11.00 0.000 KIP 0.973 KIP -23.775 IN -K OWLL 3 4 - 3 MCONC- 40.00 11.00 0.000 KIP 0.568 'KIP 13.869 IN -K _ e G' F R A M E D E S I G N - A P P L I,E D L 0 A D S DATE: 03/25/03 TIME: ---------------------------------------- 11:40 AM CADDS J PAGE- .. ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER #. 03-32 BUILDER ACCOUNT # -- 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP.- Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------- FRAME # 04 DESCRIPTION LRDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 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 -0.100 K/FT 0.000 K/FT 0.000 K/FT WLR 2 2 - 3 UNIF 0.00 20.00 -0.139 K/FT 0.139 K/FT 0.000 K/FT WLR 3 4 - 3 UNIF 20.00 40.00 0.139•K/FT 0.139 K/FT 0.000 K/FT WLR 4 5 - 4 UNIF 0.00 12.00 -0.159 K/FT 0.000 K/FT 0.000 K/FT OWLR 2 2 - 3 MCONC 0.00 11.00 0.000 KIP 0.568 KIP -13.869 IN -K OWLR 3 4 - 3 MCONC 40.00 11.00 0.000 KIP 0.973 KIP 23.775 IN -K 'LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EQ 2 2,- 3 CONC 0.00 0.57.8 KIP 0.000 KIP" 0.000 IN -K Outside flange EQ 3 4 - 3 CONC 40.00 0.578 KIP 0.000 KIP 0.000 IN -K Outside flange OEQ 2 2 - 3 MCONC 0.00 11.00 0.118 KIP 0.000 KIP" 0.000 IN -K OEQ 3 4"- 3 ` MCONC 40.00 11.00 0.118 KIP 0.000 KIP 0.000 IN -K 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 -0.139 K/FT 0.000 K/FT 0.000 K/FT F EWP 2 2 - 3 UNIF 0.00 20.00 -0.139 K/FT 0.139 K/FT" 0.000 K/FT EWP 3 4 -.'3 UNIF- 20.00 40-00 0.139 K/FT 0.139 "K/FT 0.000 K/FT EWP 4 5= 4 UNIF 0.00 12.00 0.139 K/FT" 0.000 K/FT0.000 K/FT i OEWP 2 2 - 3 MCONC 0.00 11.00 0.000 KIP 0.973 KIP -23.775 IN -K OEWP 3 4 - 3' MCONC 40.00 11.00 0.000 KIP 0.973 KIP 23.775 IN -K 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 -0.139 K/FT 0.000 K/FT 0.000 K/FT EWS 2 2- 3 UNIF 0.00 20.00 70.139 K/FT 0.139 K/FT 0.000 K/FT EWS 3 4- 3 UNIF 20.00 40.00 0.139 K/FT 0.139 K/FT 0.000 K/FT i EWS- 4 5- 4 UNIF 0.00 12.00 0.139 K/FT 0.000 K/FT 0.000 K/FT i 5 OEWS 2 2 - 3 MCONC 0.00 11.00 0.000 KIP 0.973 KIP -23.775 IN -K OEWS 3 4 .- 3 MCONC 40.010 11.00 0.000 KIP 0.973' KIP, 23.775 IN -K �. I, :•tri-' r F R A M E D E S I G N - A P P L I E D L O A D S DATE: 03/25/03 CADDS ~tr` TIME: 11:40 AM F ---------------------------- -------------------------------------------- --------------.-- -------PAGE: ---------- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT #. 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME —FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN -----------------------------------------------------------------------------------------------------------------------------------= SYSTEM FRAME # 04 DESCRIPTION LRDS- 40'-0" 12'-411 - 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 1 1 - 2 CONC .10.70 0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 4 4 5 - 4 CONC 0.00 -0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 4, 4 5 - 4 CONC 10.70 0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis 'I ) 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: 03/25/03 TIME: 11:40 AM CADDS '32 ------------- ----------------------------------------------------------------------------------------------------- PAGE: F ORDER # 021300 BUILDER -NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia , (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM -----------------------------------------------------------------------------------------------------------------=--------------- FRAME it 04 DESCRIPTION LR DS. 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 = 0.160'.. 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 8'.00 3.70 43.18 5.21 1.34 1.34 3.42 1.19 1.34 1.34 6.40 6.40 46.88 '' 9.50 9.50 2 4.75 8.00 3.70 43.18 5.21 1.34 1:34 3.42 1.19 1.34 1.34 6.40 6.40 46.88 9.50 9.50 3 9.50 8.00 3.70 43..18 5.21 1.34 1.34 3:42 1.19 1.34 1.34 6.40 6.40 46.86 9.50 9.50 4 10.05 8.00 3.70 43.18 5.21 1.34 1.34 3.42 1.19 1.34 1.34 6.40 6.40 46.88 0.56 0.56 MEMBER NO. 2 JOINTS 2" - 3 .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 0.69 16.00 4.36. 192.29 5.21 1.29 1.29 6.64 1.09 .1.29 X1.29 12.80 12.86 129.17, 4.00 3.30 rz 2 3.98 16.00 4.36 192.29 5.21,` 1.29 1.29 6.64• 1.09 1.29 1.29 '12.80 12.80 129.17 5.02 10.03 3 8.98 16.00 4.36 192.29 5.21 .1.29- 1.29 6.64 .'1.09 1.29 1-29 12.80 12.80 129.17 5'.02 10.03 4 13.98 16.00 4.36. 192.29 5.21 - 1.29 1.29 6.64 1.09 1.29 1.29, 12.80' 12.80 129.17 5.02 10.03 5 18.98 16.00 4.36 192.29 5.21 1.29 1.29 6.64. 1.09 1.29 1.29 12.80 12.80 129.17 5.02 5.02 6 19.94 16.00 4.36 192.29 5.21 1.29 1.29 6.64 1.09 1.29 1.29 12:80 12.80 129.17 1.93 1.93 MEMBER NO. 3 JOINTS 4 - _3 SECTION NO. 11 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 0.69 16.00. '16.00 4.36 192.29 5.21 1.29 1.29 6.64 1.09 1.29 1.29 12.80 12.80 129.17 4.00 3-.30 1: 2_ 3.98 4.36 192.29 5.21 1.29 1.29 6.64 1.09 1.29 1.29 12.80 12.80 129.17 5.02 10.03 3 8.98 16.00 4..36 192.29 5.21 1.29 1".29 6.64 1.09 1.29 1.29 12.80 12.80 129.17 5.02 10.03 4 13.98 16.00 4.36 192.29 5.21 1.29 1.29 6.64 1.09 1.29 1.29 12.80 12.80 129:17 5.02 10.03 5 18.98 16.00 4.36 192.29 5.21 1.,29 1.29 6.64 1.09 1.29 1.29 12.80 12.80 5.'02 5.02 6 19.94 16.00 4.36 192.29 5.21 1.29 1.29 6.64 1.09 1.29 1.29 .12.80 12.80 • .129.17 129.17 1.93 1.93 4 s i 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: 03/25/03 CADDS TIME: 11:40 AM ---------------------------------------------------------------------------------------------------------------------- PAGE: F 3g ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER'ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia. (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) '(CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRDS 40'-0" 12'74" 20 PSF 80 MPH UBC 97 1.000 TO 12 MEMBER NO. 4 JOINTS 5 - 4 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.160 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 8.00 3.70 43.18 5.21 '1.34 1.34 3.42 1.19 1.34 1.34 6.40 6.40 46.88 9.50 9.50 2 4.75 8.00 3.70 43.18 "5.21 1.34 1.34 3.42 1.19 1.34 1.34 6.40 6.40 46.88 9.50 9.50 3 9.50 8.00 3.70 43.18 5.21 1.34 1.34 3.42 1.19 1.34 1.34 6.40 6.40 46.88 9.50 9.50 4 10.05 8.00. 3.70 43.18 5.21 '1.34 '1.34 3.42 1.19 1.34 1.34 6.40 6.40, 46.88 0.56 0.56 . r i >f f: ' r' 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: 03/25/03 CADDS TIME: 11:40 AM PAGE: F '. 5 ------------------------------------------------------------------------------------------------------------------------------=----- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN --------------------------------------------------------------------------------------------'---------------------------------=------ SYSTEM FRAME It 04 DESCRIPTION LRDS 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 3.70 10.79 10.79 8.71 0.00 33.00 28.78 33.00 -2.18 28.16 1.00 1.00 1.75 0.07 0.00 0.00 0.07 1 1 2 8.00 3.70 10.79 10.79 8.71 -124.46 15.99 33.00 28.78 -2.18 28.16 1.00 1.00 1.75 0.15 0.35 0.36 0.50 1 1 3' 8.00 3.70 10.79 10.79 8.65 -248.92 33.00 33.00 28.78 -2.18 28.16 1.00 1.00 1.75 0.07 0.70 0.80 0.87 1 1 4* 8.00 3.70 10.79 10.79 8.59 7263.40 33.00 35.29 35.29 -2.18 28.16 1.00 1.00 1.17 0.07 0.69 0.69 0.76 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* 16.00 4.36 24.04 24.04 2.71 -299.84 33.00 33.00 31.17 6.28 9.57 0.94 1.00 1.58 0.02 0.38 0.40 0.42 1 1 2 16.00 4.36 23.36 23.36 -0.44 109.39 43.99 41.56 43.99 6.28 - 9.57 0.94 1.00 1.59 0.00 0.11 0.12 0.12 .2 1 3 16.00 4.36 24.04 23.36 2.58 229.91 33.00 31.17 33.00 4.69 9.57 0.94 1.00 2.01 0.02 0.31 0.29 0.33 1 1' 4 16.00 4.36 23.36 23.36 2.43 403.39 33.00 31.17 33.00 2.90 9.57 0.94 1.00 1.25 0.02 0.55 0.59 0.57 1 1 5 .16.00 4.36 23.36 23.36 2.28 469.21 33.00 31.17 33.00 1.11 9.57 0.94 1.00 1.07 0.02 0.64 0.69 0.67 1 1 6* 16.00 4.36 24.04 24.04 2.18 466.42 33.00 31.17 33.00 0.55 12.76 0.94 1.00 1.00 0.02 0.62 0.59 0.64 1 3 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* 16.00 4.36 24.04 24.04 2.71 -299.84 33.00 33.00 31.17 6.28 9.57 0.94 1.00 1.58 0.02 0.38 0.40 0.42 1 1 2 16.00 4.36 23.36 23.36 -0.44 109.23 43.99 41.56 43.99 4.69 9.57 0.94 1.00 1.59 0.00 0.11 0.12 0.12 3 1 3 16.00 4.36 .24.04 23.36 2.58 229.91 33.00 31.17 33.00 4.69 9.57 0.941.00 2.01 0.02 0.31 0.29 0.33 1 1 -4 16.00 4.36 23.36 23.36 2.28 402.20 33.00 31.17 33.00 1.11 9.57 0.94 1.00 1.25 0.02 0.55 0.59 0.57 1 1 5 -16.00 4.36 23.36 23.36 2.28 469.21 33.00 31.17 33.00 1.11 9.57-0.94 1.00-1.07 0.02 0.64 0.69 0.67 1 1 6* 16.00 4.36 24.04 24.04 2.18 466.42 33.00 31.17 33.00 0.55 12.76 0.94 1.00 1.00 0.02 0.62 0.59 0.64 1 2 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: 03/25/03 TIME: 11:40 AM CADDS 'y ------------------ ------- --- - - - - -- ------------------------------------------------------------------------------------- PAGE: F ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # ------------- 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) • (WIDTH) (HEIGHT) (LIVE) .(WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 ------------------------------------------------------------------------------------------------- DESCRIPTION LRDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 --------------------------------- COLUMN 5 - 4 PT. DEPTH. AREA SOX SIX AXIAL -ALLOW STRESSES-' SHEAR ALLOW ---STRESS RATIOS --COMB "CONT NO. (IN) (IN2) (IN3) (IN3) FORCE (KIPS) MOMENT FA -KIP) (KSI) FBO FBI (KSI) (KSI) FORCE (KIPS) SHEAR QS QA CB O.FL I.FL STRESS COMB >'+ (KIPS) AXIAL BENDG BENDG RATIO :M V `. 1* 8.00 3.70 ,.10.79 10.79 8.71 0.00 33.00 28.78 33.00 -2.18 28.16 1.00 1.00 1.75 0.07 0.00 0.00 0.07 1 2 8.00 3.70 10.79 10.79 8.71 -124.46 15.99 33.00 28.78 -2.18 28.16 1.00 1.00 1.75.0.15 0.35 0.36 0.50 .'1 1 1 3`' 8.00 -3.70 10.79 10.79 8.65 -248.92 33.00 33.00 28.78 -2.18 28.16 1.00 1.00 1.75 0.07 0.70 0.80 0.87 1 1 4* 8.00 3.70 10.79 10.79 8.59 -263.40 33.00 35.29 35.29 -2.18 28°.16 1.00 1.00 2.02 0.07 0.69 0.69 0:76 1 1 ! l e; • F 4 F R A M E D E S I G N - W E L D S U M M A R Y DATE: 03/25/03 ); TIME: 11:40 AM CADDS ----------------------------------'----------------------------------=---------= PAGE: F, ORDER # 021300 BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # = -------------------------------------- 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 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 OV66204 1 0.160 0.245 1/8 2.620 1 1 1 OV66206 1 0.120 0.322 1/8 2.620 3 1 1 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD 8 PD+PC+0.70PL+2.80EQR not applicable trr F R A M E D E S I G N R E A C T I O N S DATE: 03/25/03 CADDS TIME: 11:40 AMPAGE: F -3 ------------------------------------------------------------------------------------------------ ORDER # 021300 BUILDER -.NORTH VALLEY BUILDING S BUILDER ORDER # ------------------------------------ 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE),- (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME 4 04 DESCRIPTION --------------------------------------------------------------------------------------------------------------------------------------- LRDS 401-011 121-411. 20 PSF 80 MPH UBC 97 1.000 TO 12 POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to Right V .2---3---4 V KIPS, Vertical Force Up +---H Z A606 A606 P Delta Analysis Performed ff# No. Loading Combination 1H 1V 5H 5V Sum H Sum V 1 DL + CLL + LL 2.18 8.71 -2.18 8.71 0.00 17.42 2 DL + WLL -2.15 -2.77 -0.96 -1.36 -3.11 -4.13 3 DL + WLR 0.96 -1.36 2.15 -2.77 3.11 -4.13 4'D+CLL+EQL/1."4 .0.24 2.64 -1.24 3.22 -1.00 5.86 5 D+CLL+EQR/1.4 1.24 3.22 -0.24 2.64 1.00 5.86 6 DL + CLL + SLL + SLR 0.74 2`93 -0.74 2.93 0.00 5.86 7 PD+PC+0.70PL+2.80EQL not applicable 8 PD+PC+0.70PL+2.80EQR not applicable trr F R A M E D E S I G N - R E A C T I O N S DATE: 03/25/03: CADDS TIME: 11:40 AM PAGE: F ------------------------------------------------------------------------------------------------------------------------ - - ----- yPii: ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER 4 03-32 BUILDER ACCOUNT # 20-04-007-90 aE BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia, (TYPE) (WIDTH) (,HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME #{ 04 DESCRIPTION LRDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to Right V .2 --- 3 --- 4 V KIPS Vertical Force Up / 1 5 �. Z A606 A606 ID Load Case 1H 1V 5H 5V Sum H Sum V { DL DEAD LOAD 0.38 1.'49 -0.38 1.49 0.00 2.97 CLL COLLATERAL LOAD 0.36 1.44' -0.36 1.44 0.00 2.89 LL LIVE LOAD- 1.44 5.78 -1.44 5.78 0.00' 11.56 WLL WIND.LOAD LEFT -2.52 -4.25 -0.58 -2.85 -3.11 -7.10 WLR WIND LOAD RIGHT 0.58 -2.85 2.52 -4.25 3.11 -7.10 ' EQ-SEISMIC.LOA.D -0.70 -0.40 -0.70 0..40 -1.39 0.00 EWP EW WIND PRESSURE -0.04 -3.75 0.04 -3.75 0.00, =7.51 EWS EW WIND SUCTION. 70.04 -3.75 0.04 -3.75 0.00 -7.51" a PDE P Delta Unit Story S 0.00 -0.27 0.00 0.27 0.00 0..00 t. Y. ti tT F R A M E D E S I G N - STRES S SUMMARY - M DATE: 03/25/03 CADDS TIME: 11:40 AM PAGE: FA70 , ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S . BUILDER ORDER #03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT ANDY WOOD BLDR PHONE # 530=345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP Visalia x' (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ------------------------------------------------------------------------------------------------------------------------------------ FRAME # 04 DESCRIPTION LRDS 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 10.06 55. 3 4.75 FT. 8.00 IN 8.00 IN 5.000 X .250 .160 5.000 X .250 0.872 1 CONTROLLING ACTIONS ,J ---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 E 1- 8.65 -248.92 2.34 -23.06 -23.06 33.00 33.00 28..78 -2.18 28.16 0.078 1 4� MEMBER NO. 2 JOINT 2- 3 ---------------------------------- i, 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 16.00 IN 16.00 IN 5.000 X .250 .120. 5.000 X .250 0.671' 1' CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- --------------SHEAR-------------- F SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (RSI)-_ (KSI) (KSI) (KIPS) (KIPS) RATIO GOND;' 1 2.28 469.21 0.52 20.08 22.71 33.00 31.17 33.00 6.28 9.57 0.657 1't .. MEMBER NO. 3 JOINT 4 - -3 ------------------------------ z SECT., 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 ;S 1 `20.00 '55. 5 5.00 FT , 16.00 IN 16._00 IN 5.000 X .250 .120 5.000 X .250 .0.671 1 :C 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 2.28 469.21 0.52 20.08 22.71 33..00 31.17 33.00 6.28 9.57 0.657 1,' , ` ,DATE: o»/zs/oz cAoon TIME: zz.on um PAGE: n '___-_--_ _--_ ---_'--_- - -__-_ _'-_____-___-- _'-_--__--_____-_-'-_--_-______-___---- . on000 # 021300 aozLoEo - moaza VALLEY oozLozmo a BUILDER ORDER # 03-32 onzLoEa AccoomT # 20-04-007-e0� nLos comzACz' Amor W000 BLoa noomm # 530-345-7296 noVJ mmno - Fzaoazonm WzLoLnNo n Emoa oon - Visalia (zrpE) ' (nzoro) (eEzoor) (LIVE) (wzmo) (CODE/YEAR) (SLOPE) ooazom azozum FRAME # nx oEacnzerzom L000 «o' -n" zz'-«" uo eaF un meo ooc *r 1.000 TO 12 ------------------ ----__ --'_ -------_----__-_ ----------- --___-_-_---'-'_ - --_----`-'---_--______'___- , nomaon NO. « zozmz s 4 . ' ---------------------------------- SECT. aucr. unmorH rzoLo NO. - -_ MAX SEG ooere AT DEPTH ^ �z _ WEB COMB. aToEaa . Louo NO. (FT) azaEaa osoa ozzu START omo' onzEa FL. zoK. zmmoo FL. RATIO como . 1 ' 10.06 ss. s «rs rz o.00 zm o.00 zm' .s.ono X .aso .160 5.000 X .cso o.872 1. CONTROLLING zoma --AxzuL- - --- MAXIMUM araEaaoa-'- --- ALLOWABLE STRESSES ------------ ----- SHEAR --------------- oEcr. roacE MOMENT AXIAL FBO. noz Fu rao roz FORCE ALLOW aTnmoo LOAD NO. (ozna) � . (zm-ozn) (uoz) (KSI) (KSI) (oaz) (oaz) (ooz) (ozpa) ' (uzna) RATIO comD z - a'«s -o«o`yu 2.34 -uy.00 -23.06 3,3.00 ' `3.00 -2.18 28.1* 0.078 z ` w �s' F R A M E D E S I G N - J O IN T D E F L E C T I O N S DATE: 03/25/03 .CARDS TIME: 11:40 AM --------------------------- --------------------------------------------------------------------------------------- PAGE: F A--2- ORDER 021300 # BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # --=--------------- 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP Visalia DESIGN SYSTEM FRAME # 04 DESCRIPTION (TYPE) (WIDTH) LRDS 40'-0" (HEIGHT) 12--41- (LIVE) 20 PSF (WIND) (CODE/YEAR) (SLOPE) 80 MPH UBC 97 1.000 TO 12 s ---------------------------------------------------- ---------------- -------------- 'POSITIVE DEFLECTION DIRECTION R H INCHES Horiz. Deflection to Right V 2---3---4 E1i V INCHES Vertical Deflection Up I I' +---H / . 1 5, z A606 A606 ## P Delta Analysis Performed ## No. Loading Combination Cd 2H 2V 3H 3V 4H 4V 1 DL + CLL +"LL N -0.133 -0.010 0.000 -1.666 0.133 -0.010 2 DL + WLL N 0.762 0.003 0.734 0.349 0.706 0.002 3 DL + WLR N -0.706 0.002 -0.734 0.349 -0.762 0.003 4 D+CLL+EQL/1.4 N 0.360 •-0.003 0.405 -0.563 0.450 -0.004 5 D+CLL+EQR/1.4 N -0.450 -0.004 -0.405 -0.563. -0.360 -0.003 6 DL + CLL + SLL + SLR N -0.045 -0.003 0.000 -0.563 0.045 -0.003' 13 DL + EWP N 0.020 0.003 0.000 0.280 -0.020 0.003 �s' FRAME D E IGN N - M E M B E R D E F L E C T I O N S DATE: 03/25/03 CADDS TIME: 11:40 AM ----------------------------------------------------------------------------------------------------------------------- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # --PAGE: -------'- 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530=345-7296 PROJ NAME - FIRESTORM WILDLAND F, ENGR GRP - Visalia. (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) , DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 40'-0" 12'-4" 120 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 I I r Z MAXIMUM MEMBER DEFLECTIONS MEMBER 1H MEMBER 2V MEMBER 3V MEMBER 4H No. Loading Combination PT I DEFL PT DEFL PT ' DEFL PT. DEFL J 1 DL "+ CLL +,LL 2 -0..275 7 -1.666 7 -1.666 2 0.275 2 DL + WLL 5 0.762 7 0.349 5' 0.358 5 0.706 3 DL + WLR 5 -0.706 5 0.358 7 0.349- 5 -0.762 4 D+CLL+EQL/1 .4 5 0.360 5-0.567 7 -0.563 3 0.461 R!- 5.D+CLL+EQR/1.4 3 -0.461 7 -0.563 5 -0.567 5 -0.-360 _ "• 6 DL + CLL + SLL + SLR 2 -0.093 7 -0.563 7 -0.563 2 0.093 13 DL + EWP 2 0.041 7 0.280 7 0.280 2 -0.041 a. s FRAME DES IGN - F R A M E L A Y O U T k DATE: 03/25/03 CADDS TIME: 11:40 AM PAGE• F :`a `r ------ ----------------------------------------------------------------------------------------------------------------------------- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32, BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia. (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ .1.000 , a 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 = 1.000 IN. COLUMN OFFSET = 1.000 IN. GIRT DEPTH = 9.500 IN. GIRT DEPTH = 9.500 IN. PURLIN DEPTH = 8.000 IN. (PURLIN UNINSULATED) PURLIN DEPTH - 8.000 IN. SPAN WIDTHS .1 (LEFT TO RIGHT) SPAN = 40.000 FT. -R- ,OV66206 OV66206 a 0 0 V V ., 6 6 f: 6 6 i. 2 2 A . 0, 0 Ir 4 4 :a J 1 ty. a, 4: _ JS S P L I C E D E S I G N - C O N T E N T S DATE: 02/28/03 TIME: 11:36 AM --------------------------------------------------------------------------------- : CADDS ORDER # 021300 - BUILDER NORTH.VALLEY BUILDING S BLDR ORDER # - 03-32 ----------- BLDR ACCOUNT -_ ------------ # 20-04=007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP Visalia (TYPE) (WIDTH) ------------ (HEIGHT) -------- (SNOW) (WIND) . -(CODE/YEAR) (SLOPE) (UNIT) (FRAMELINES) PAGE NO. DESIGN FRAME # 3 EWDS 40"-0" 12'-4" ------ 20,PSF ------ 80 MPH, ------------------ UBC 97 1.00 •------ TO 12 1 ---=-------- FEW .. ---5 i,l DESIGN FRAME kk LRDS 40'-0" 12--41' 20 PSF 80 MPH UBC 97 1.00 TO, 12 1, 02,03 .5 27,E L O A D S S U M M A R Y DATE: 03/25/03 � _ CADDS TIME: 04:58 PM -------------------------------------------------------------------------- PAGE: 1.� ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # - 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296. PROJ NAME - FIRESTORM WILDLAND F_ ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 -PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 ------------------------------------------------------------------------------------------------------------------------------------- TYPE Pinned Base Plate No Ext Corner - S Nuts LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO CATEGORY (kips) (kips)- (kips) FACTOR STRENGTH 1 DL + CLL +:LL Std 'Des 4.40 0.53 0.00 1.00 N' 2 DL + WLL Std Des -1.25 -0.99 0.00 1.33 N 3 DL + WLR Std Des -0.22 0.73 0.00 1.33 N 4 D+CLL+EQL/1.4 Std Des 0.78 -0.28 0.00 1.33 N 5 D+CLL+EQR/1.4 Std Des 1.36 0.53 0.00 1.33 N 6 DL + CLL + SLL + SLR Std Des 1.07 0.13 0.00 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination -Does not apply to Splice Design. 8 PD+PC+0:70PL+2.BOEQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination- Does not apply to Splice Design. 10 0.85P(DL+CL)+2.BOEQR Axial T Category 4 Load Combination - Does not apply to,Splice Design. 11 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 13 DL + EWP Std Des. -1.47 0.18 0.39 1.33 N ,. 14 DL + EWS Std Des -1.47 0.18 -0.39 .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 Fig. Dimension 12.000" Offset from Structure Line 1.000" 6.000" Main Flange Dimensions - - Adjacent Depth Change Information Distance to Depth Change 101- 5.042" 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: 03/25/03 CADDS TIME: 04:58 PM ------------------------------------------------------------------------------------------------------------------- PAGE: S 2 - ORDER # 021300 BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT- ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia ' (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF ."80 MPH UBC 97 1.000 TO 12 SPLICE # 01 TYPE Pinned Base Plate No Ext Corner - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042853 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 0.051 CONTROLLING GOND. 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 r A307 WASHERS NO BOLT #"BOLTS DIST FROM 'DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 -2 3.000" — OUTER 2 2r 7.000" 4.0001 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 0.070 KSI FACTORED ULT..ALLOW. CONCRETE STRESS 1.842 KSI "'CONCRETE STRESS RATIO 0.038 ` :F 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 c.. DATE: 03/25/03 CADDS TIME: 04:58 PM PAGE: .S 3 ------------------------------------------------------------------------------------------------------------------------------------ �. ORDER # 021300 BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia " (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN " SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 .1.000 TO 12 SPLICE -------------------------------------------------------------------------------------------------------------=---------------------- # 01 TYPE Pinned Base Plate No Ext Corner - S Nuts 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) (Kai) COLUMN SIDE 1 Total Section is •in.Compression 0.000 10.000 2- 0.312 0.312 0.559 13.330 0.706 26.660, 3 0.055 0.055 0.412 13.330 0.124 26.660 4 Total Section is in Compression 0.000 13.330- 5 Total Section -is in Compression 0.000 13.330 6 Total Section is in Compression 0.000 10.000 7 Category 3 Load Combination - Does not apply to Splice Design. 8' Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4'Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination -"Does not apply to Splice Design. 11 -Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type., 13 0.367 0.367 0.244 13.330 0.830 26.660 14 0.367 0.367 0.244 13.330 0.830 26.660 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: 03/25/03 - TIME: 04':58 PM CADDS ---------------------------------------------------------------------------------------------------------=------------- s PAGE: S 4. ORDER.# 021300 BUILDER.- NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE #.530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT), (LIVE) (WIND) (CODE/YEAR) (SLOPE) , DESIGN SYSTEM FRAME # 03 `. DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12y SPLICE # 01 TYPE Pinned Base Plate-_- Ext Corner - S Nuts• --------------------------- ----No ----------------------------------------.= SPLICE PLATE 0042853 COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 8.000" X 12.500" :' X 0.500" +- 4.000"7+ OUTSIDE FLANGE 3.000" FFFFFFFFFFFFFFFFFFFFFFF '+' 0.250�X 5.000 I W x F -+--- o W o . 4.000" W -_ W y - �W W +• W. W Wi ' W W. - 12.000" W MAIN WEB ,.7 k W 0.120 a 5 500 is W t W W , ' '• W y - W *• W z W W. *tt Wa `=. W' INSIDE FLANGE- FFFFFFFFFFFFFFFFFFFFFFF , 0.250 X 5.000 ------------ ------ N D W E B P L A T E I N F O R A T I 0`N DATE: 03/25/03 TIME: 04:58 PM CADDSPAGE: --------------------------------------------------------------- S 5 ------------------------------------------------------------------------- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia" (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 TYPE Pinned Base Plate No Ext Corner - S Nuts z j, F L A N G E P L A T E S "' y;;,• LOCATION DESCRIPTION PART NO. SIZE DIST FROM - MAXIMUM STRESSES - 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 0.250 X 5.000 0.000 0.15 43.99 1.13 49.50 0.023 1 INNER 1 Main Flange 0.250 X 5.000 0.500 0.04 43.99 1.13 49.50 0.023 1 4 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 v- ------------- Inches -------------- (Ksi) (Ksi)' (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web 0.120 0.67 29.33 1.11 43.99 1.13 49.50 0.025 13 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 ---r---- STRENGTH, ---- FILLET ---- ----------.PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD, Out Face In Face Out Face In Face Win) Win) Win). COND OUTER 1 Main Flange M; Flange to Splice Plate 0.03 3.71 0.009 2 ?-'• • INNER 1 Main Flange Flange to Splice Plate 1/8" 0.01 3.71 0.003 13 W E L D I N F O R M A T I O N COLUMN SIDE 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 i Web to Splice Plate 1/8" 1/8" 0.11 0.08 6.77 -0.021 2 i 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: 03/25/03 TIME: 04:58 PM CADDS ----------------- ---------------------------------------------------------- PAGE: S. 6 - 'ORDER 4 021300 BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # - ------------------------------------------ 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP -.Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) .(WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO ,12 SPLICE # 02 --------------- -------------------------- TYPE Ext Col =------------------------------------------------------------------------------"------------- Roof Beam Knee In Exten r: Flg w/EF LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY. (kips) (kips) (in -k) FACTOR STRENGTH 1 DL + CLL + LL Std Des 4.26 -0.53 -68.94 1.00 N 2 DL + WLL Std Des -1.39 0.00 .71.33 1.33 N 3 DL + WLR Std Des -0.36 -0.12 -59.29 1.33 N 4 D+CLL+EQL/1.4 Std Des 0.63 0.28 -36.34 1.33 N 5 D+CLL+EQR/1.4 Std Des 1.22 -0.53 -69.15 1.33 N' 6 DL + CLL + SLL + SLR Std Des 0.93 -0.13 '- -16.40 1.00 N 3 7 PD+PC+0.70PL+2.80EQL Axial'C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design., 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice•Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns -0.21 1..45 188.72 1.70 Y r 12 DL+CL+2.80EQR. Conns 2.06 -1.70 -221:53 1.70 Y 13 DL +'EWP Std Des -1.61 0:67 26.78•.. 1.33- N 14. DL + EWS Std Des -1.61 0.67 26.78 1.33 N P A R T D I M E 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 nI Conn. Plate Angle (Degrees) 4.764 4.764 _ Offset from Structure Line 1.000" 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- 5.042" 18'-11.997" 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 ;Lx DATE: 03/25/03 CADDS yr: TIME: 04:58 PM PAGE: S 7------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021300 BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 •SPLICE # 02 ----------------------------------------------------------------------------------=------------------------------------------------- TYPE Ext Col — Roof Beam Knee In Exten Flg w/EF S P L I C E P L A T E COLUMN SIDE ROOF BEAM SIDE PLATE TYPE STANDARD FLANGE.PLATE PART NUMBER 0042865 ORIENTATION NORMAL - PLATE WIDTH 6.000" 5.000" PLATE LENGTH 15.375" PLATE THICKNESS 0.375" 0.25011- .250"PLATE PLATEYIELD STRESS 55.00 KSI 55.00 KSI PLATE OFFSET 0.878" DESIGN STRESS RATIO 0.419 0.964 CONTROLLING COND. 12 12 CONTROLLING LOCATION Outer Row 1 Outer Row 1 B 0 L T I 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 2.625" -INNER 2 2 4.125" 3.000" ` OUTER -2 2 5.625" 3.000" INNER 1 2 1.125" W E B .. S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR W A O B L E S •,v, DATE: 03/25/03 CARDS 1 TIME: 04:58 PM ----------------- PAGE: S 8 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 -------------------------- BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME FIRESTORM WILDLAND F ENGR GRP Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME'# 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 TYPE Ext Col - Roof Beam Knee In Exten -,�� Flg w/EF B O L T L O A D S / A L L 0 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 A11: ------------------------------ (Kips per Bolt) ------------------------------- (Ksi) (Ksi) (Ksi) (Ksi) ., COLUMN SIDE 1 1.812 0:733 0.000 0.000 0.358 21_.000 5.905 '43.994 tS 2 0.000 0.004 1.326 2.030 0.049 27.993 6.618 `58.652 3 2.251 1.185 0.000 0.000 0.035 27.993 7.336 58.652 4 0.000 0.000 0.525 0.875 0.092 27.993 2.851 58.652 5 2.343 1.156 0.000 0.000 0.256 27.993 7.636 58.650 6 0.446 0.186 0.000 0.000 0.082 21.000 1.453 44.000 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to'Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. - 10 Category 4 Load Combination =,Does not apply to Splice Design. 11 0.000 0.000 3.108 4.949 0.594 23.205 16.130 56.086 12 7.826 3.960 0.000 0.000 0.759 23.205- 25.510 56:077 13 0.000 0.088 0.599 0.872 0.334 27.993 2.841 58.648 14 0.000 0.088 0.599 0.872 0..334 27.993 2.841 _ 58.648 B 0 L T L 0 A D S / A L L 0 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) ----------------------- 7 ------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 1.645 0.731 0.000 0.000 0.358 21.000 5.361. 43.994 2 0.000 0.233 1.263 1.812 0.049 27.993 5.907 58.652 3 2.128 1.191 0.000 0.000 0.035 27.993 6.937 58.652 4 0.000 0:016 0.503 0.763 0.092 27.993 2.488 58.652 5- 2.192 1.160 0.000 0.000 0.256 27.993 7.143 58.650 6 0.407 0.186 0.000 0.000 0.082 21.000 1.325 44.000 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 0.000 0.344 2.971 4.372 0.594 23.205 14.252 56.086 12 7.352 3.976 0.000 0.000 0.759 23.205 23.964 56.077 13 0.000 0.167 0.582 0.803 0.334 27.993 2.618 58:648 14 0.000 0.167 0.582 0.803 0.334 27.993 2.618 58:648 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: 03/25/03 CADDS• TIME: 04:58 PM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 9 ORDER # 021300 -BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04=007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 TYPE Ext Col - Roof Beam Knee In Exten Flg w/EF' -----------------------.-------------------------------- -' -------- ------------------------------------------------------------------ SPLICE PLATE 0042865 COLUMN SIDE -->!<-- ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 15.375" X 0.375" I . .: . �� " USE EXISTFLG5000 X 0.250 +- 2.750„-+ 0.878” ------------------- ----------------------------- OUTSIDE FLANGE 2.625" FFFFFFFFFFFEFEFEFEFEFEF END FLANGE 0.250 X 5.000 I W 0.375 X 6.000 X 11.750 -+--- o W o W 3.000" W W -+--- o W o W_ ; W W W W W W W - W W 12.920" W 12.875" MAIN WEB W MAIN WEB 0.120 W 0.120 5.625" W i W W ., W t W W W, - W W yi W !! I -+--- o W O W INSIDE FLANGE 3.000" _ FFFFFFFFFFFFMSMSMSMSMSM MAIN STIFFENER 0042812 = 0.250 X 5.000 I W _ 0.250 X 2.500 X 11.000 NS/FS 1.125" W W -+----=-------- ---------- 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: 03/25/03 CADDS` TIME: 04:58 PM PAGE: S 10 ---------------------------------------------------------------------------------------------------------------- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE). DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 TYPE Ext Col - Roof Beam Knee In Exten Flg w/EF 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) :4 COLUMN SIDE OUTER 1 Main Flange 0.250 X 5.000 0.878 4.69 50.49 10.40 71.53 0.145 it ,- INNER 2 Main Flange 0.250 X 5.000 2.455 9.99 50.49 17.27 71.53 0.241 12 ROOF BEAM -SIDE OUTER 1 End Flange 0.375 X 6.000 X"11.750 0.000 1.19 50.49 7.18 71.53 0.100 11 INNER 2 Main Stiffener 0042872 0.250 X 2.500 X 11.000 2.500 5.24 50.49 13.22 71.53 •0.185 12 W E B P L A T E S _ ------------------- MAXIMUM STRESSES ------------------- ;w.. 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 0.120 1.56 °33.66 27.21 50.49 16.68 71:53 0.539 12 ROOF BEAM SIDE Main Web 0.120 16.23 33.66 28.55 50.,49 22.80 71.53 0.565 12 W E L D' I N FO R M'A T I'0 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 YES 3/16" 3/16" 1.20 12.63 0.095 12 INNER,2 Main Flange Flange to Splice Plate YES 3/161- 3/16" 2.56 12.63- 0.203 11 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: 03/25/03 I CADDS 'h TIME: 04:58 PM PAGE: S 11 ------------------------------------------------------------------------------------------------------------=----------------------- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee In Exten - �� Flg w/EF 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 1/B" 1/8" 3.27 0.12 6.34 0.515 12 W E L D I N F O R M A T I O N' ROOF BEAM SIDE ;. FL A N G E P L A T E S DESCRIPTION FULL ------------------ WELD STRENGTH ---- FILLET ------------- SIZE ------------------- PENETRATION'--------- -------- TENSION MAXIMUM STRESSES SHEAR ALLOW -------- CSR .- LOAD +' Out Face In Face Out Face In Face Win) Win) (k/ in) COND t? OUTER 1 End Flange End Flg to Inner Flg 3/16" - 0.46 4.76 0.096 .' 12 End Flg to Outer Flg 1/8" 1.86 0.000, .1 INNER 2 Main Stiffener Stiffener to Inner Flg 1/8" 1/8" 1.31 6.34 0.206 11 Stiffener to Web Plate 1/8" 0.75. 2.11 0.355 12 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) COND ,. Main Web. .Web to Inner Flange 1/8" 1/8" 3.43 1.69 G.' 02 0.634: 12 Web to End Flange 1/8" 0.51 2.11 0.243 11 <� ' anuzco oEozum - ApeuzEo LoAoa onmmAor � DATE: 03/25/03 cAoDa' � TIME: o«:So em paoE; S 12 " _-_-_---__ _--' _ - ---_________----__- - _____ -_ _ -''----_-_--_ __—_-_____-_-_____' � 000En # nzzsoo onzLoEn - moaro VALLEY oozLozma o oozLoEn 000Ea 03-32 onz ACCOUNT # 20-04-007-e0 gLoa comzocr xmDr w000 oLoo # 530 -345-7296 000z NAME - FzaoozoRmWzLoLjuxo r umoa oop - Visalia . (rrno) (Wzoza} (oEzoer) (Lzno) (ezmo) (coom/roAa) (euonm) DEozom arazEm raAmo # 03 osocnzpzzom omoo 401-011 121 -411 zo rar oo �eo oao yr 1.000 TO 12 ' opLzcm # os ------------------------------------ zYpo . eiooeu Base Plate -------'---'------' -- -----'----- ' - ----'-----'---'------ No Ext oWz Pin -------------------''---'--'----- - a Nuts � LOAD 000cazPrzom ooazom Arzuu SHEAR oaoAe r azamaa mEmoEa �. NO '--' ---------7--'-' - cuzEooar (kips) -------- ----_-' (kips) (kips) ---' -- ------- FAcroo ------ qTaumGze -------- . ' I oL+ CLL` + LL Std pea 7.87 0.00 0.00 1.00 m ' . z DL + mLL Std Des -0.71 0.00 0.00 1.33 m ' s . DL + WLR r Std Des -1'06 0.00 0.001.33 m « o+cuL+EQL/1.4 ` Std Des z.iS 0.00 0.00 1.»» m o+cLL-�EOu/1.4 ' Std Des . 1.88 0.00 0.00 1.33 m . ` 6DL + CLL + aLL + SLR Std Des , 2.02 0.00 0.00 1.00 m r nD+Pc+0.70nu+2.unE0L Axial c Category s Load Combination - Does not apply to Splice Design. ' , n no+ec+0.70eL+2.e0E0o Arial o.Categozy s Load Combination - Does not apply t Design. _* 0.8se(ou+cL)+2.80E0L Axial r Category « Load Combination - �Does not 'Splice apply to aplice'ocsigu. zo o.nsp(oL+CL)+z.uoE0a Axial r Category « Load Combination - Doe's not apply tu`.apzioe Design. zz -oL+cL+2.ono0L couoo category z Load Combination - Does not apply to this Splice Type. zz oL+cL+z.000Ou coouo Category -2 Load Combination - ooeo not apply to this Splice Type. 13 DL + Ene Std Des -o.«y 1.09._ n'oo 1.33 m . z«DL + owa std Des -2.4* . -z'on 0.00` z.a» m _ ' ^Pa�zz oImomdzoma co�umu ' ' ' Dimensions at Connection rlg. to Flg. Dimension . . o'000" � Offset from Structure Line . � 1.000" Maio Flange Dimensions , Adjacent b Change Information ` Distance to Depth cua- . 11'7 r.ysn^ /. �orlg�� Dimension, - . o.ono" � Pl. Angle (Degrees) . ' o.ono ' r •, ti 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: 03/25/03 CADDS r` TIME: 04:58 PM PAGE: S 13;l -------------------------------- ------------------------------------------------------------------------------------------------- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90'.` BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE). DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 03 TYPE Pinned Base Plate ------------------------------------------------------------------------------------------------------------------------------------ No Ext EWI Pin -.S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042856 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 8.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.0001' DESIGN STRESS RATIO 0.135 CONTROLLING GOND. 1 CONTROLLING LOCATION Cat. 2 Compression B O `L T I N F 0 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 105.000 ( In"2 )' CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE.STRESS 0.185 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.901 KSI CONCRETE STRESS RATIO 0..097. S-pLzco oEazom - ooLz LoAoo / A L uowAoL Ea oAzu. os/zs/os cAoDa ' TIME: o«.so em PAGE:a 1* __-__ ua000 -_-_, --- # 021300 _-__-- oozLoon -_--_______-'_____ moazH VALLEY nnzLozmo _-__ _-___-----__--`_'_'-___---_--_________ a onzLoEo 0000u # 03-32 oozLoEa AcconmT # 20-04-007-90 ' oLoa ComrAcr Amor w000 aLoo noomo # sso-s«s-rzy« pooz NAME - rzoEarnoM nzLoLANo r Emoooap - Visalia (TYPE) <wzora> (eEzoor) (LIVE) (mrmo) (CODE/YEAR) <aLoeE> `. ^ oESzom araromFRAME # oa oEacazezzom mWoo — «o' -o" zz'-«" zo pan uo mea ooc or 1.000 -To zo anLzcE # oy zrno . piqued Base elate No Ext owz Pin - o Nuts ..' _------ -'-'' ----- ----'--'----_'--'--------------'--- -- ----------'------------'---'------------'-'--------`--------------------- aoL T Loaoa / A L Lov,aB L Eo ^ ^ Louo OUTER EDGE' zxoxEa 000E SHEAR' rEmazom � NO nozEa z OUTERnorua s onzoo o zmmoa « zxmoxu 3 zmmEa u INNER I cv Act. Fv All. ft Act. rt All. | ------------------------------ .2 _ (Kips per Bolt) ------------------------------ (Kai) ` (ooi) (osi) (ooi) COLUMN azoo ` z - � Total Section is in Compression ` 0.000 10.000 . ' � o 0.357 ' 0.000 13.330 o.xV* zo.*so � sV.sso ' ' � 0.000 13.330 � z'��9 os.000 ` ' «* - �� Total Section is in Compression ' � 0.000 13.330 ' s Total Section is in Compression 0.000 .13.330 . o Total Section is in Compression0.000 zo.00n , r category 3 Load Combination - Does not Apply to Splice Design. n Category Load Combination ' Does ootapply to Splice Design. x Category,4 Load Combination Does not lto Splice Design. 10' ` Category « Load Combination Does not apply to Splice Design. 11 Category 2 Loau.Conbiontioo - oneo not apply to this Splice Type. zz category 2 Load Combination ' Does not apply to this Splice Type. 13 � .1.245 1.z4s �� 1.zar 13.330 u.ozr z« � z zus ' ' ' . � �»r ��u ayo . z.u�r � �o sso ' . ` . ` . 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: 03/25/03 CARDS TIME: 04:58 PM ------------------------------------------------------------------------------------------------------------ `4rFl ORDER # 021300 BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # -------------PAGE_-S--15 03-32 BUILDER ACCOUNT # 20-04-007-90 9 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296' PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION .EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 03-_-- ---------------- ---- TYPE -_---Pinned Base Plate --------------------------------------------------------- --------------- No Ext EWI Pin, -- -'S Nuts , SPLICE PLATE 0042856 COLUMN BOLTS: 0.750" DIA A307 NO WASHERS ^' 8,000" X 8.500" X 0.500" +- 4.000"-+ -+---------+--- --------------------- -------- OUTSIDE FLANGE. 3.000" FFFFFFFFFFFFFFFFFFFFFFF 0.250 X "5.000 I W r W W W .. W •}f W �# , 3. W ,W W .. . , W (' } yj 8.000" W *` MAIN WEB - W 0.120 5.500° W�t W W xi Y ` r t W ,:. W ] b W _ + W j S W INSIDE FLANGE FFFFFFFFFFFFFFFFFFFFFFF s, 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 0 R M A T 1 0 N DATE: 03/25/03 CADD§ TIME: 04:58 PM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 16 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-.90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 401-0" 121-4" 20 PSF MPH UBC 97 1.000 TO 12 SPLICE #-03 ----------------------------------------------------- TYPE Pinned Base Plate .80 No Ext EWI Pin - S Nuts' 7 ------------------------------------------------------------------------------ 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 I Main Flange 0.250 X 5.000 0.000 0.48 43.99 2.32 49.50 0.047 1 INNER 1 Main Flange 0.250 X 5.000 0.500 0.10 43.99 2.31 49.50 0.047- 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 0.120 1.10 29.33 2.57 43.99 2.32 49.50 0.058 13 W E L D I N F 0 R M A T 0 N COLUMN SIDE F L A N G E. P L A T E S -DESCRIPTION FULL --------------- WELD SIZE -------------- I ----- -------- MAXIMUM STRESSES -------- STRENGTH FILLET --------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out FaceInFace Out Face In Face (k/in) (k/in) (k/in) COND OUTER 1 Main Flange Flange to Splice Plate 1/811 0.12 3.71 0.033 13 INNER I , Main Flange Flange to Splice Plate 1/81- 0.03 -3.71 0.007 13 W E L D I N F 0 R M A T 1 0 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 1/8'. 1/811 0_31 0.13 7.13 0.047 13 S P L I C E D E S I G N - A P P L I E D L 0 D S S U M M A R Y DATE: 03/25/03 CADDS TIME: 04:58 PM PAGE: S 17 ---------------------------------------------------------------------=-------------------------------------------------------------- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 t BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 04 ------------------------------------------------------------------------------------------------------------------------------------ TYPE Interior Col to Roof Bm EW Post Top Clip w/o Stif LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y ADJ MOM ALLOW MOM STRESS MEMBER NO CATEGORY (kips) (kips) (kips) (in -k) (in -k) FACTOR STRENGTH -- ---------------- - - - - -- -- - - - - -- - - - - - -- - - - - - --- - - - - -- --- - - - --- -- - - - - -- - - - - - - 1 DL + CLL + LL Std Des 7.73 0.00 0.00 -182.37 540.33 1.00 N 2 DL + WLL Std Des -0.86 0.00 0.00 26.88 540.33 1.33 N 3 DL + WLR Std Des -1.20 0.00 0.00 22.24 540.33 1.33 N 4 D+CLL+EQL/1.4 Std Des 2.01 0.00 0.00 -42.00 540.33 1.33 N 5 D+CLL+EQR/1.4 Std Des "„ 1.74 0.00 .0.00. -45.25 540.33 1.33 N 6 DL + CLL + SLL + SLR Std Des 1.88 0.00 0.00 -43.63 540.33 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category_3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10' 0.85P(DL+CL)+2.BOEQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns 2.41 0.00 0.00 -37.31 540.33 1.70 Y 12 DL+CL+2.BOEQR Conns 1.34 0.00 0.00 -49.95 540.33 1.70 Y " 13 DL + EWP Std Des -2.63 1.29 0.00 63.02 540.33 1.33 N 14 DL + EWS Std Des -2.63 -1.29 0.00 63.02 540.33 1-.33 N P A R T D I M E N S I.0 N S Lower End, EW Post Upper End Roof Beam Top Clip Roof- Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" _ 7.500" 12.000" Part Slope 1.000 TO 12 Conn. Plate Angle (Degrees) 4.764 9 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 161- 0.000" 41- 0.000" - Adj.'P1. Angle (Degrees) 0.000 0.000 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: 03/25/03 CADDS TIME: 04:58 PM PAGE: S 18 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # .20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) `(HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) . DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 40''-0" 12'-4" 20 PSF 8.0 MPH UBC 97 1.000 TO 12 SPLICE # 04 TYPE : Interior Col.to Roof Bm EW Post,Top Clip w/o Stif 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 0.000" DESIGN STRESS RATIO 0.150 CONTROLLING COND. 13 CONTROLLING LOCATION Outer.Row 1. 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 A32.5 WASHERS NO BOLT # BOL'TS' 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 0.120" SHEAR FORCE IN BOLTS 7.728 kips CONNECTION DETAIL NO. :E137 USE PART NO. 0543358 WITHOUT BACKER PLATE CAPACITY = 13.0 kips S P L I C E D E S I G N - 13,0 L T L O A D S / A L L O W A B L E S DATE: 03/25/03 CADDS TIME: 04:58 PM PAGE: S 19 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER.ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN :SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 04 TYPE Interior Col to Roof Bm EW Post Top Clip w/o Stif *: - ---------------------------------------------------------------------------- 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) (Kai) ROOF BEAM SIDE 1 Total Section is in Compression 0.523 21.000 2 0.213 0.213 0.058 27.993 0.695 58.652 3 0.299 0.299 0.081 27.993 0.975 58.652 4 Total Section is in Compression 0.136 27.993 5 Total Section is in Compression 0.118 27.993 6 - Total Section is in Compression 0.127 21.000 r 7 Category 3 Load Combination - Does not apply to Splice Design. �! 8 Category, 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Total Section is in Compression 0.163 23.205 12 Total Section is in Compression 0.091 23.205 13 0.655 0.655 1.07b 27.993 2.136. 58.609. 14 0.655 0.655 1.070 '27.993 -2.136 58.609 'e 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: 03/25/03 CADDS TIME: 04 PM -`-------------------------"------------------------------=--=-----------------------------------------"---- PAGE: --_ :�. ORDER # 021300 BUILDER - NORTH VALLEY BUILDING I., S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY'WOOD BLDR PHONE # 530-345-7296 PROJ NAME.- FIRESTORM WILDLAND F • ENGR GRP - Visalia t ' (TYPE) (WIDTH)- (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1:000 TO 12 SPLICE # 04 TYPE - Interior Col to Roof Bm EW Post Top Clip w/o Stif- -------------------------------------------------------------------------------------------------------------------------------------- ROOF BEAM BOLTS: 0.625" DIA A325 NO WASHERS USE EXIST. FLG.: 5.000" X 0.250" TOP CLIP DETAIL: E137 +F +- 2.750"-+ -+---------+--- ------- v ---------- ---v ------- , 1.500" W W i. a r W W ` W 4 W, W _ jnj W' z W" �J• . ��. of W ., -r 'W W W a t W W. MAIN 'WEB 3.000"' W ` r<' 0.120 W fE } '+ a' W W t. r ' `W r W 1 - W , r W±t i W �• o _ -+--- 0 W 1.500" W ' -I - - - - - - -- - - -- ----- --- v ------ W------ v"------- 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: 03/25/03 CADDS TIME: 04:58 PM PAGE: S 21```�' ------------------------------------------------------------------------ ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S --------------------------------------------------- BUILDER ORDER # 03-32 BUILDER ACCOUNT # ----- 20-04-007-90 „rG,• BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME -"FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 04 ------------------------------------------------------------------------------------------------------------------------------------- TYPE : Interior Col to Roof Bm EW Post Top Clip w/o Stif W E B P L A T E S --=--------------- MAXIMUM STRESSES ----- - ------------- :r 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 0.89 22.00 3.64 43.99 10.70 :49.50 0.216 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 1 Near S. Far S. Near Side Far Side .(k/in) (k/in) (k/in) COND Main Web Web to. Inner Flange 6.0001, 1/8" 1/8" 0.44 0.04 7.41 0.059 13 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: 03/25/03 CADDS TIME: 04:58 PM -------------------------------------------------------------- '------------------------------=--------------------------------------- PAGE: S 22 ORDER # 021300 BUILDER -NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD -BLDR PHONE # 530-345-7296 PROD NAME - FIRESTORM WILDLANID F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 07 TYPE : Ridge 0/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 -279.15 1.00 N +50% ,MOMENT CAPACITY Std Des 0.00 0.00 279.15 1.00 N 1 DL + CLL + LL Std Des 0.78 3.02 16.12 1.00 N 2 DL + WLL Std Des -0.22 -0.57 -9.07 1.33 N 3 DL + WLR Std Des -0.06 -0.19 4.78 1.33 N 4•' D+CLL+EQL/1.4 Std Des 0.13 0.59 -0.99 1.33 N 5 D+CLL+EQR/1.4 Std Des 0.25 0.89 9.49 1.33 N 6 DL,+ CLL + SLL + SLR Std Des 0.19 0.74 4.25 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P"(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 13 DL + EWP Std Des -1.06 -0.93 -2.47 1.33 -N - 14 - DL + EWS Std Des -1.06 -0.93 -2.47 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 Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change 2017 0.000" 201- 0.000" Flg. to Flg. Dimension 12.0001' 12.000" Adj. P1. Angle (Degrees) 0.000 0.000 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: 03/25/03 CADDS TIME: 04:58 PM PAGE S 23 ------------------------------------------------------------------------------------------------------------------ ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90, BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 07 -----------------------=------------------------------------------------------------------------------------------------------------ TYPE Ridge 0/I Extens - Comp Bm ;. 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 0.990 CONTROLLING COND. -50� CONTROLLING LOCATION•:_ Side I Outer Flg 2 - B O L T I N F O R M A•T 1 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" S P L I C E D E S I G N - B O L T L O A D S / A L L 0 W A B L E S DATE: 03/25/03 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 04:58 PM PAGE: S 24 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR -PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND.F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 r SPLICE ---------------------------------------------------------------------------------------------------------------------------------�-- # 07 TYPE Ridge 0/I Extens - Comp Bm . B O L T L O A'D S / A L L 0 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% 10.767 0.000 0.000 21.000 35.095 44.000 . +50$, 0.000 10.801. 0.000 21.000 35.205 44.000 1 0.000 0.514 •2.507 21.000 1.676 43.685 2 0:386 0.000 0.478 27.993 1.257 58.643 .3 0.000 0.195 0.156 2.7.993 0.636 58.651 4 0.022 0.000 0.490 27.993 0.073 58.643 5 0.000 0.331 0.741 27.993 1.078 58.631 6 0.000 0.138 0.615 21.000 0.451 43.981 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination -Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load -Combination - Does riot apply to Splice Design. 11 Category 2 Load Combination -Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.329 0.160 0.831 27.993 1.071 58.626 14 0.329 0.160 0.831" 27.993 1.071 58.626 I 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 -50% 10.767 0.000 0.000 21.000 35.095 44.000 +50% 0.000 10.801 0.000 21.000 35.205 44.-000 1. 0.000 0.514 2.507 21.000 1.676 43.685 i 2 0.386 0.000 0'.478 27.993 1.257 58.643 j 3' 0.000 0.195 0.156 27.993 0.636 58.651 4 0.022 0.000 0.490 27.993 0.073 58.643 5 0.000 0.331 0.741 27.993 1.078 58.631 6` 0.000 0.138 0.615 21.000 0.451 43.981 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination ,- Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination -,Does not apply to this Splice'Type. 13 0.329 0.160 0.831 27.993 1.071 58.626 14 0.329 0.160 0.831 27.993 1.071 58.626 S P L I C E D E S I G N L A Y 0 U T S K E T C H DATE: 03/25/03 CADDS TIME: 04:58 PM - ------------------------------------------------------------------------------------------------------------------------------------- PAGE: S 25 -ORDER 4 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME FIRESTORM WILDLAND F ENGR GRP Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 121-411 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 07 TYPE Ridge 0/1 Extens'- Comp Bm -------------------------------------------------------- ----------------------------------------------------------------------------- SPLICE PLATE 0042866 LEFT ROOF BEAM SIDE RIGHT ROOF BEAM SIDE, BOLTS: 0.625" DIA A325 NO'WASHERS 6-000-- X 16.750-1 X 6.375" 2. 750"-+ -+---------+--- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---+- ----1.12511 1.125" 2.375" 0 0 OUTSIDE FLANGE FFFFFFFFFFFFFFFFFFFFFFF OUTSIDE FLANGE 0.250 X 5.000 W 0.250 X 5-.000 W W W W W W W W W W W W W 12.042-1 W 12.04211 MAIN.WEB W MAIN WEB 0.120 W 0.120 W W W: W W W W W W W W W W 5 W .41 .INSIDE FLANGE FFFFFFFFFFFFFFFFFFFFFFF INSIDEFLANGE.110 0.250 X 5.000 0.250 X 5.000 0 '0 1.12511 ---------- ------------------------------ 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 0 R M A T,I O N DATE: 03/25/03 CADDS• TIME: 04:58 PM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 26 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE It 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION -EWDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 07 -------------------------------------------=---------------------------------------------------------------------------------------- TYPE : Ridge 0/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 GOND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE OUTER 2 Main Flange 0.250 X. 5.000 2.375 17.29 33.00 14.77 49.50 0.524 .-5096 INNER 2" Main Flange 0.250 X 5.000 2.333 17.34. 33.00 14.72 49.50 0.525 +50% RIGHT ROOF BEAM SIDE. OUTER 2 Main Flange 0.250 X 5.000 2.375 17.29 33.00 14.77 49.50 0.524 -50% INNER 2 Main Flange 0.250 X 5.000 2.333 17.34 33.00 14.72 49.50' 0.525 +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 COND ------------- Inches -------------- (Ksi), (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE Main Web 0.120 '2.13 22.00 0.00 33.00 14.25 49.50 0.288 +50% RIGHT ROOF BEAM SIDE Main Web 0.120 2.13 22.00 0.00 33.00 14.25" 49.50 0.288 +50% 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" 3/1611 4.43 8.25 0.536 -50% INNER 2 ." Main Flange Flange to Splice Plate YES 3/16" 3/16" 4.44 8.25 0.538 +50%- ' I 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: 03/25/03 CADDS TIME: 04:58 PM ----------------------------- PAGE: S 27 ------------------------------------------------------------------------------------------------------- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007790 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 03 DESCRIPTION EWDS 40'-0" 12'-4" 20 PSF -80 MPH UBC 97 1.000 TO 12' SPLICE # 07 TYPE Ridge 0/I Extens - Comp Bm W:E L DI 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 Win) Win) Win) CONDI Main Web Web to Splice Plate 1/B" 0.26 1.86 0.138 1 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 Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 3/1611` 3/16" 4.43 8.25 0.536 -5096 INNER 2 Main Flange - Flange to Splice Plate YES 3/16" 3/1611- 4% 44 8.25 0.538 +50$ W E L D I N F O R M A T I O N RIGHT ROOF BEAM SIDE ! r 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 1/8,1 0.26, 1.86 0.138 1 _ i a h: . C:\021300.RDB S P L I C E D E S I G N - C O V E R S H E E T DATE: 03/25/03 CADDS TIME: 04:58 PM -----------------------------------------------------------------------------------------------=------------------------------------ PAGE: S `Z�• � ORDER'# 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 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 2 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, ! NUM Stiffener Opt Weld Opt --- ------'-------------------- + -----=------------------------- +------- ------------------- ------------------------ 1 01 1 Pinned Base Plate 14 Analysis Only OV66204 01 Full Optimization -Design w/ Combined Welds 2 01 2 Knee Splice 15 Analysis Only OV66204 02 Full Optimization Design w/ Combined Welds OV66206 01 Full Optimization Design w/ Combined Welds 5 02 1 Ridge 16 Analysis Only. OV66206 02 Full Optimization Design w/ Combined Welds _ OV66206 02 Full Optimization Design w/ Combined Welds ! •i „ 1 f, t L • f S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y DATE: 03/25/03 CADDS TIME: 04:58 PM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 28 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND), (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 TYPE Pinned Base Plate 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 + CLL + LL Std Des 8.71 2.18 0.00 1.00 N i 2 DL + WLL Std Des -2.77 -2.15 0.00 1.33 N 3 DL + WLR Std Des -1-36 0.96 0.00 1.33 N i 4 D+CLL+EQL/1.4 Std Des 2.64 0.24 0.00 1.33 N EE` 5- D+CLL+EQR/1.4 Std Des •3.22 1.24 0.00 1.33 N k 6 DL + CLL + SLL + SLR Std Des 2.93 0.74 0.00 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL" Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 1 11-. DL+CL+2.80EQL Conns Category.2 Load Combination - Does not apply to this Splice. Type. 12 DL+CL+2.8OEQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 13 DL + EWP Std Des -2.27 0.34 0.00 1.33 N P A R T D I M E N S I O N S s Column Dimensions at Connection !. Flg. to Flg. Dimension 8.000" Offset from Structure Line 1.000" Main Flange Dimensions' S, Adjacent Depth Change Information }� Distance to Depth Change 111- 4.000" Flg. to Flg. Dimension 8.000"" - Adj. Pl. Angle (Degrees) 0.000 d i. j. f 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 'r DATE: 03/25/03C ADDS _ TIME: 04:58 PM�. ----------------------------------------------------- PAGE: S 29 ---------"---------------------_---------------- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # -- 03-32 BUILDER ------------------------- ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE #`530-345-7296 PROJ NAME FIRESTORM WILDLAND F ENGR GRP Visalia gy;; (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) Y" DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000"TO 12 SPLICE # 01 TYPE Pinned Base Plate No Ext SW Pin - S Nuts -.--------------------- - ---------------------------------------------- ____-_' " S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0044051 .1}. ORIENTATION NORMAL "h PLATE WIDTH 9.000" l PLATE LENGTH 9.000" _ E PLATE THICKNESS 0.500" PLATE YIELD STRESS: 55.00 KSI i PLATE OFFSET 0.500" DESIGN STRESS RATIO 0.195' " CONTROLLING GOND. 1 CONTROLLING LOCATION Cat. 2 Compression' B O L T I N F R M A T I O N Vit. BOLT DIAMETER 0.750" BOLT GAGES -"INNER: 4.000" 'BOLT TYPE A307 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 2.500" INNER 1 2 2.500" r C O N C R E T E S,T R E S S E S MIN. DESIGN FOOTING SIZE 121.000 ( In"2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND..NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS.. 0.172 KSI, FACTORED ULT. ALLOW. CONCRETE STRESS 1.870 KSI �± CONCRETE STRESS RATIO 0.092 i. 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: 03/25/03 _ CADDS TIME: 04:58 PM PAGE: S 30 t. ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER'ACCOUNT # 20-04-007-90 i BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia r (TYPE) (WIDTH) •(HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------ #. 01 TYPE : Pinned Base Plate No Ext SW Pin S Nuts B O L T L 0 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 j 2 0.692 0.692 1.215 13.330 1.567 26.660 i 3 0.340 0.340 0.544 13.330 0.770 26.660 ) 4. Total Section is in Compression 0.000 13.330, 5 Total Section is in Compression 0.000 13.330 6., Total Section is in Compression 0.000 10.000 7' Category.3 Load Combination'- Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. s. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type'. 12 Category 2 Load Combination - Does not apply to this Splice Type_ ' 13 0.567 0.567 0.194 13.330 1.283 26.660 i f ri f 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: 03/25/03 CADDS TIME: 04:58 PM PAGE:` S 31 --------------------------------------------------------------------------------------------------- ORDER # 021300 .. BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 .BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE)• (WIND) (CODE/YEAR) .(SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 TYPE :. Pinned Base Plate No Ext SW Pin - S Nuts - ----------------------------------------------------------------------------------------------------------------------------------- •SPLICE PLATE 0044051 COLUMN BOLTS: 0.750" DIA A307 NO WASHERS t 9.000" X 9.000" X 0.500" +_-4.000"-+ ; 0.500" t+---------+--- --------- ---------------- OUTSIDE FLANGE 2.500" FFFFFFFFFFFFFFFFFFFFFFF 0.250 X 5.000 I W -+--- o W o W W W Y yl W _ W W W W W. yj - W W M 8500" W _ MAIN WEB •4.000" W _ 0.160 - W W s r TW W ` ti �+ W W . W TJ 1� 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: 03/25/03 CADDS'{ TIME: 04:58 PM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 32 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT)" (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Pinned Base Plate No Ext SW Pin - S Nuts j ! F L A N G E P L A T E S .( ----------- MAXIMUM STRESSES----------- i+ LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD o! T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -- ------ Inches (In.) (Ksi) (Ksi) (Ksi) (Ksi) '7I COLUMN SIDE OUTER 1 Main Flange 0.250 X 5.000 0.500 0.59 43.99 2.35 49.50 0.048 1" E INNER 1 Main Flange, 0.250 X 5.000 0.500 0.59 43.99 2.35 49.50 0.048 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 0.160 1.82 22.00 1.07 43.99 2.35 49.50 0.083 W E L D. I N F O R M A T I-0 N COLUMN SIDE ! FL A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE -------------------- -------- MAXIMUM STRESSES ----=--- j STRENGTH ---- FILLET ------------- PENET_RATION--------- TENSION SHEAR ALLOW CSR LOAD 4,5` Out Face In Face Out Face In Face Win) Win) Win) COND (' OUTER 1 Main Flange Flange to Splice Plate 9 P0.15. :L/811 3.71 0.041 2 a' INNER 1 Main Flange Flange to Splice Plate 1/8" 0.15 3.71 0.041 2 . i W E L D I N F O R M A T I O N i COLUMN SIDE i W E B P L A T E S. DESCRIPTION ------=------------------ WELD SIZE ------------------------- --- ----- MAXIMUM STRESSES -------- li LENGTH - --'-- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND a Main Web Web to Splice Plate 1/8" 1/8" 0.29 3.71 0.078 1 a. E. e. 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: 03/25/03 CADDS TIME: 04:58 PM PAGE: S 33 -----------------------------------------------------------------------------------------------------------7------------------------ ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP.- Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 TYPE : Ext Col.- Roof Beam Knee In Ext - Vert No SubA FS ----------------------------------------=-------------------------------------------------------------------------------------------- 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 -178.11 1.00 N +50� MOMENT CAPACITY.. Std Des 0.00 0.00 178.11 1.00 N 1 DL + CLL + LL Std Des 2.71 6.28 -299.84 1.00 N 2- DL + WLL Std Des -0.42 -1.90 184.52 1.33 N 3 DL + WLR Std Des -0.34 0.90 -47.18 1.33 N 4D+CLL+EQL/1.4 Std Des 0.89 1.81 -33.36 1.33 N 5 D+CLL+EQR/1.4 Std Des 0.94 2.38 -166.68 1.33 N 6 DL + CLL + SLL + SLR Std Des 0.92 2.10 -100.02 1.00 N 7 - PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category.3 Load Combination - Does.not apply to Splice Design. 9 0.85P(DL+CL)+2:80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply•to Splice Design. 11 DL+CL+2.80EQL Conns 0.82 0.98 159.21 1.70 Y 12 DL+CL+2.80EQR Conns 1.01 3.21 -359.25 1.70 Y 13 DL + EWP Std Des -1.46 -1.31 68.98 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 8.000" 16.000" Part Slope 1.000 TO 12 Conn. Plate Angle (Degrees) 4.764 4.764 Offset from Structure Line" 1.000" - Main Flange Dimensions -Outer Flange Width 5.000 Thickness 0.250" Inner 'Flange Width 5.000" Thickness 0.25011" Adjacent Depth Change Information Distance to Depth Change 111- 4.000" 19'- 4.329" Flg. to Flg. Dimension 8.000" 16.000" 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: 03/25/03 TIME: 04:58 PM CADDS ---- ----------------------------------------------------------------------------------------- PAGE: S 34 ORDER #,021300 21300 BUILDER - NORTH VALLEY BUILDING - S.------- BUILDER ----- ORDER # ---- ---- 03-32 ---BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.0.00 TO 12 SPLICE # 02 TYPE Ext Col Roof Beam Knee In Ext - Vert No SubA FS S P L I C E P L A T E BOTH SIDES PLATE TYPE CUSTOM PART NUMBER OV66204-02 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 18.500" PLATE THICKNESS 0'.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS. RATIO 0.592 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 '0.62511. 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 1.750" INNER 2 2 4.125" 3.000" `OUTER 2 2 4.750" 3.000" INNER 1 2 1.125" W E B S H E A R NO.STIFFENERS ARE REQUIRED FOR WEB SHEAR S P L I C E D E S I G N - B O L'T L O A D S / A L L-0 W A B L E S DATE: 03/25/03 TIME: 04:58 PM CADDSPAGE: ------------------- ----------------------.------------------------------------------------------------------------------- S 35 ORDER # 021300 - BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------- TYPE : . Ext Col - Roof Beam Knee IIn Ext - Vert No SubA FS 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) ------------------------------ (Kai) (Ksi) (Ksi) (Ksi) COLUMN SIDE -50% 4.064 2.787 0.000 0.000 0.000 21.000 13.246 44.000 +5096 0.000 0.070 2.448 3.190 0`.000 21.000 10.396 44.000 1 6.494 4.395 0.000 0.000 2.643 21.000 21.166 43.650 2 0.000 0.088' 2.564 3.336 0.785 -27.993 10.872 .58.629 3 4 1.118 0.774 0.000 0.000- 0.376 27.993 3.645 58.647 0.644 0.423 0.000 0.000 0.764 27.993 2.101 58.630' 5 3.685 2.508 0.000 0.000 0.999 27.993 12.012 58.615 6 2.165 1.465 0.000 0.000 0.882 21.000 7.055 43:961 7 Category'3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 0.000 0.021 2.111 2.763 0.424 23.205 9.006 .56.093 12 8.079 5.521 0.000 0.000 1.339 23.205 26.333 56.030 13 0.000 0.105 1.090 1.397 0.581 _ 27.993 4.553 58.639 B O L T L O A D'S / A 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) (Kai) (Ksi) (Ksi) ROOF BEAM SIDE � -50% 4.278 2.788.0.000 0.000 - 0.000 21.000 13.943 44.000 +50$ .000 0.000 2.403 3.363 0.000 21.000 10.960 44.000 1 6 6 .866 4.401 0 0.000 0.000 2.643 21.000 22.379 43.650 2 0.000 0.000 2.518 3.514 0.785 27.993 11.454 58.629 3 1.174 0.774 0.000 0.000 0.376 27.993 3.825 58.647 4 0.689 0.424 0.000 0.000•' 0.764 27.993 2.244 58.630 5 3.890 2.510 0.000 0.000 0.999 27.993 12.678 58.615 6 2.289 1.467 0.000 0.000 0.882 21.000 7.460 43.961 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination'- Does not apply to Splice Design. 9 Category 4 Load. -Combination -.Does not apply to Splice Design. 10 Category 4 Load`Combination - Does not apply to Splice Design. 11 0.000 0.000 2.067 .2.921 0.424 23.205 .9.520 56.093 12 8.515 .5.524 0.000 0.000 1.339 23.205 27.753 56.030 13 0.000 0.0001.080 1.461 0.581 27.993 4.761 58.639 " 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: 03,/25/03 TIME: 04:58 PM CADDSPAGE: -------------------- ------------------------------------------------------------------------------------------------ S 36 ORDER # 021300 BLDR CONTACT BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # ----- 20-04-007-90 - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE). (WIDTH) (HEIGHT). (LIVE) (WIND)- (CODE/YEAR) (SLOPE) DESIGN•SYSTEM FRAME # 04 DESCRIPTION LRDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 • 1.000 TO 12 SPLICE # 02 TYPE Ext Col Roof Beam Knee In Ext - Vert No SubA FS- " SPLICE PLATE OV66204=02 COLUMN SIDE-->!<-- ROOF BEAM SIDE BOLTS:.0.625" DIA A325 NO WASHERS 8.000" X 18.500" X 0.375" +- 2:750"-+ END FLANGE------ 1.750" 0.375 X 8.000 X 7.500 I EFEFEFEFEFEFFFFFFFFFFFF OUTSIDE FLANGE W- 0.250 X 5.000 -+--- o W o W 3.000" W W • -+--- p W p . W yi W W W W {q °. W W W , 16.000" W, 16.055" MAIN WEB`, 0.160 - MAIN WEB W 0.120 9.625" W W W W W W W W W W W Y1 W W ". -#--'- O W O MAIN STIFFENER3.000" MSMSMSMSMSMFFFFFFFFFFFF. INSIDE FLANGE- 0.250 X 2.500 X 7.000 _ NS/FS _ W 0.250 X 5.000 1.125" W. -+------------------------------------------ _ 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 DATE: 03/25/03 N' " TIME: 04:58 PM CADDS ------------------- ------------------------------------------------------------------------------- PAGE: S 37 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING BLDR CONTACT S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee -InExt --- - Vert - ----------------------------------- No SubA FS F•L A N G E P L A T E S LOCATION DESCRIPTION, PART NO.. SIZE DIST'FROM ----------- MAXIMUM STRESSES - TENSION COMPRESSION ----- CSR ------ LOAD _- X W X L EDGE ACT. ALLOW ACT. ALLOW COND, -T ---- Inches --------- (In.) (Kai) (Kai) (Kai) (Kai) COLUMN SIDE OUTER 1 End Flange INNER 2 Main Stiffener 0.375 X 8.000 X 7.500 0.000 1.76 33.00 3.46 49.50 0.070 +50% 0.250 X 2.500 X 7.000• 2.500 3.93 33.00 11.07 49.50 0:224' 1 ROOF BEAM SIDE OUTER 3. "Main Flange INNER 2 Main Flange 0.250 X 5.000 0.000 4.14 33.00 7,06 49.50! 0.143 +5096 0.250 X 5.000 2.445 6.97 33.00 15.65 49.50 0.316:; 1 W E B- P L A T E S DESCRIPTION PART NO. SIZE ------------------ MAXIMUM STRESSES"------- --- =-------- - SHEAR --- - TENSION - COMPRESSION CSR -LOAD T X W X OL X IL ACT. ALLOW. ACT. ALLOW ACT. ALLOW. COND ------------= Inches ---------------- (Kai) (Kai) (Kai) (Kai) (Kai) (Kai) COLUMN SIDE Main Web ROOF BEAM SIDE 0.160 17.57 22.00 17.33 33.00 '17.02 49:50 0.799 1 Main Web 0.120 3.99 22.00 24.30 33.00 15.26; 49.50 0.736 1 W E L DI 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 End Flange End, Flg to Splice P1 3/16" - End Flg to Outer Flg 1/8" 0.67 4. 0.161 1 1.86• 0.000 1 INNER 2 Main Stiffener Stiffener to Splice P1 1/81l 1/81 Stiffener to Web Plate 1/8" 0.98 5.57 0.177 +50% 0.99 1.86 0.533 1 S P L I C E D E S I G N - W E L D I NF O R M A T I O N DATE: 03/25/03 TIME: 04:58 PM CADDS ---------------------------------------------------------------------------------------------------------=-------------------------- PAGE: S 38 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12. SPLICE # 02 -----------------------------------------,- TYPE : Ext Col ----------- - Roof Beam Knee ------------------------------------------------------------------------------- In Ext -Vert No SubA FS 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) GOND' Main Web Web ,to Splice Plate 1/8" 1/8" 3.45 3.58 5.45 0. 9-i3 12 Web to End Flange 1/8" 0.87 .2.11 0.413 12 W E L D I N F O R M A T I O N ROOF BEAM SIDE FL 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 1 Main Flange Flange to Splice Plate . YES 3/8" 1.06 8.25 0.129 1 INNER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 1.79 8.25 0.216 +50% W E L D I N F 0 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) (k/in) (k/in) COND Main Web Web to Splice,Plate 1/8" 1/8" 3.62 0.13 6,34 0.571 12 S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y DATE: 03/25/03 TIME: 04:58 PM CADDS ------------------------------------------------------------------------------------------------------------------------- PADS: S 39 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32. BUILDER ACCOUNT.# 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 40'-0" 12'-4" 20 PSF ; 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 TYPE Ridge 0/I Extens - Comp Bm LOAD DESCRIPTION DESIGN 'AXIAL SHEAR MOMENT STRESS MEMBER " NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH -509 MOMENT CAPACITY Std Des 0.00 0.00 -396.60 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 396.60 1.00 N 1 DL + CLL + LL Std Des 2.18 -0.18 .466.42 1.00 N 2 DL + WLL Std Des -0.51 -0.46 -97.54 1.33 N 3 DL + WLR Std Des -0.43 0.55 -97.54 1.33 N 4 D+CLL+EQL/1.4 Std Des 0.71 -0.35 158.43 N ' 5 D+CLL+EQR/1.4 Std Des 0.76 0.24 158.43 .1.33 1.33 N 6 DL + CLL + SLL + SLR Std Des 0.74 -0.06 158.43 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.,80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10' 0.85P(DL+CL)+2.80EQR Axial T Category.4 Load Combination - Does not apply to Splice Design. li DL+CL+2.80EQL Conns Category 2 Load Combination- Does not apply to this Splice Type.. 12 DL+CL+2.80EQR Conns Category 2 Load Combination'- Does not apply to this Splice Type. - 13 DL + EWP Std Des -1.55 0.14 -76.30 1.33 N P A R T D I M E N S I O N S l Left Right Roof Beam Roof Beam Dimensions at Connection Flg. to Flg. Dimension 16.000" 16.000" Part Slope 1.000 TO 12 1.000 TO 12 Conn. Plate Angle (Degrees) 4.764 4.764 Main. Flange Dimensions Adjacent Depth Change information Distance to Depth Change 201- 0.000" 20'- 0.000" Flg. to Flg. Dimension 16.000" 16.000" "Adj. Pl. Angle (Degrees) 0.000 0.000 S / S P L I C E P L A T E DATE: 5/03 03/2. CADDSPAGE: TIME:'04:58 PM ------------------------------------------------------------------------------------------------------------------------------------ S 40 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 5307345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS —401-011 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 ------------------------------------------------------------------------------------------------------------------------------------ TYPE Ridge O/I Extens - Comp Bm S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0037151 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 20.750" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 2.375" DESIGN'STRESS RATIO 0.711 CONTROLLING GOND. 1 CONTROLLING LOCATION Side 1 "Inner 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 IO 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" 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: 03/25/03 TIME: 04:58 PM CADDS ------------------------------------------------------------------------------------------------------------------------- PAGE: S 41 ORDER # 021300 BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530.-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 TYPE - Ridge O/I Extens•-..Comp Bm B 0 L T L O A D S / A L L O W A B L E S LOAD NO' OUTER EDGE. OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER EDGE INNER 1 fv SHEAR TENSION ------------------------------ (Kips per Bolt) ------------------------------ Act. (Kai) Fv All. (Kai) ft Act. (Kai),,- Ft All. (Kai) LEFT ROOF BEAM SIDE • -50�_. +50$ 7.524 0..000• 5.367 0.000 0.000. -5.381 0.000 0.000 21.000 24..526 44.000 1 0.00 0..000 7.554 0.000 21.000 24.622 44.000 • 2 1.9066 1.372 - 6.088 8.629 0.000 21.000 28.126 44.000 3 1.906 1.372 0.000 '"0.000 0.000 0.204 -27.993 6.211 58.650. 4 0.000 0.000 0.000 0.210 27.993 6.211 58.650 51 0.000 0.000 2.068 2.931 0.118 27.993 9.555 58.651 6 0.000. 0.000 2068 2.932 0.123 27.993 9.555 58.651 7 _ Category 3 Load Combination - Does not•apply to 2.068 Splice Design. 2.931 0.000 21.000 9.555 44.000 8 Category 3 Load Combination - Does not apply to Splice Design. . 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination -.Does not apply to Splice Design. 11 Category 2..Load Combination - Does not apply to this Splice Type. ' 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 - 1.632 1-.207 0.000 •.0.000 0.006 27.993 5.319 58.652 B 0 L T L 0 A D S / A L L O W -A B L E S. LOAD OUTER EDGE '4 INNER EDGE SHEAR TENSION NO. OUTER .1 OUTER 2- OUTER 3 OUTER 4 INNER INNER 3 INNER 2_ INNER'1 fv Act. Fv All. 'ft Act. Ft All. -------------- -------------- 7------------------------- (Kips per Bolt) --=--- ------------------------ (Kai) (Kai) (Kai) (Kai) RIGHT ROOF BEAM SIDE -50% +5096 7.524 0.000 5.367 0.000 0.000 0.000 '7.554 '0.000 21.000 24.526 44.000 1 0.000 0.000 5.381 .0.000 21:000 24:622 44.000 2 1.906 1.372 6.088 8.629 0.000 21.000 28.126 44.000 3 1.900 1.372 0.000 0:000 0.204 27.993 6.211 58.650 4 0.000 0.000 0.000 0.000 0.210 .27.993 6.211 58.650 5 0.000 0.000 2.068 2".931 0.118 27.993 9.555 58.651 6 0.000 0.000 2.068 2'.932 0.123. 27.993 9.555 58.65.1 7 Category 3 Load Combination - Does not apply to 2.068 Splice Design.. 2.931 0.000 - 21.000 9.555 44.000 8 Category 3 Load Combination - Does not apply to Splice.Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design.. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply_to this Splice Type. 13 1.632 1.207 0.000 0.000 0.006 27.993 5.319 58.652 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: 03/25/03 CADDS TIME: 04:58 PM ----------------------- = PAGE: S 42 -------------------------------- ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S -----------=--------------- BUILDER ORDER # ------------------------------------ 03-32 BUILDER ACCOUNT # ------------- 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (-LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO.12 SPLICE # 05 --------------- -------------------------------------------------------------------------------------------------------------------- TYPE Ridge O/I Extens - Comp Bm SPLICE PLATE 0037151 LEFT ROOF BEAM SIDE -->!<-- RIGHT ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X .20.750" X 0.375" +- 2.750"-+ -+---------+--- ------------------------------ ---+- 1.12511 2.375" 2.375" -+--- 0 0 OUTSIDE FLANGE 3.000" FFFFFFFFFFFFFFFFFFFFFFF OUTSIDE FLANGE 0.250 X 5.000 I W 0.250 X 5.000 -+--- o W o . W W W W W. W W W W W W W 16.055" W 16.055.. MAIN WEB 12.500" W MAIN WEB 0.120 W 0.120 W , W W W W W 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: 03/25/03 TIME: 04:58 PM CADDS ------------------------------------------------------------------------------=--------------------------------------------------- PAGE: S 43 ORDER # 021300 . BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 ) BUILDER ACCOUNT # •20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia " (TYPE) (WIDTH) (HEIGHT)" (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS 40'-0" 12!-4" 20 PSF 80 MPH UBC 97 1.000 TO -12'" SPLICE# 05 TYPE Ridge 0/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 I W, X L EDGE ACT'., ALLOW ACT. ALLOW COND -------- Inches ---------, (In.) (Kai) (Kai) (Kai) (Kai) LEFT -ROOF BEAM SIDE OUTER 2 Main Flange 0.250 X 5.000 2.375 15.33 33.00 19.21 49.50 0.465 -50%; INNER 2 Main Flange 0.250 X 5.000 2.320 17.31 33.00 15.79 49.50 0.525 1 RIGHT ROOF BEAM SIDE ,OUTER 2 Main Flange 0.250 X 5.000 2.375 15'.33 33.00 19.21 49.50 0.465 -50$ INNER 2 Main Flange 0.250 X 5.000 2.320 17.31 .33.00 15.79 49.50 0.525 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ----7-------------- DESCRIPTION PART NO. SIZE -- SHEAR - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Kai) (Kai) (Kai) (Kai) (Kai) (Kai) LEFT ROOF BEAM SIDE Main Web 0.120 0.28 29.33 18.37 33.00 18.80 49.50 0:557 T RIGHT`ROOF BEAM SIDE .Main Web 0.120 0.28 29.33 18.37"33.00 18.80 49.50 0.557 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 (k/in)"(k/in) (k/in) COND OUTER 2 Main Flange Flange to Splice Plate YES 3/16, 3/16" 3.93 8.25' 0.476 -50% INNER 2 Main Flange Flange to Splice Plate YES 3/16" 3/1611, 4.43 8.25 0.537 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 I O N DATE: 03/25/03 CADDS TIME: 04:58 PM ------------------------------=----------------------------------------------------------------------------------------------------- PAGE: S 44 ORDER # 021300 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 03-32 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - FIRESTORM WILDLAND F ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION LRDS. „ 40'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 TYPE Ridge 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 Win) Win) Win) COND Main Web Web'to Splice Plate 1/8" 1/8" 2.20 5.57 0.396 1 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 3/1611. 3/16"3.93 8.25 0.476 -50$ INNER 2, Main Flange Flange to Splice Plate YES 3/16" 3/16" 4.43 8.25 0.537 1 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:- LENGTH- ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S.' Near Side Far Side. (k/in) Win) (k/in) COND Main Web Web to Splice Plate 1/8" 1/8" .2.20 5.57 0.396. 1