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040-650-007
NOTES RESIDENTIAL - 0-007, ":' 3-0760 040-65 PERMIT NO. y ` {' r' SEARS HN*A UMMINGS LN, DURHAM IM CREW,. , r �� ( �`-�% �7 B''��• NSF /._.._P __ ._..� ,�__ � - i 1 OFFICE COPY Address { GAS Meter I Date 1- ELECTRI ' z Meter By Dat6 A �• 0 '77 _.F7SPECIAL CONDITIONS CHECKED .FLOOD CERTIFICATE REQ0 . FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMI?-". VERIFY ' USE PERMIT CONDITIONS SUB -STANDARD HOUSINGLETTER° deA.16a op!_ JOE`FINALED Date Signature = 10K , = Not OKc ' = Not Readyable MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test-Wrap;-/ /" L 'ft. . / P Nat. or/ /" L "ft./ P LPG Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 7. Well Clearance & Disconnect 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 8. Utility Clearance 4. Wood Awn.; Posts-Beams-Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors Date Electric Card B-1 Date Card B-1 Date 9. Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 11. 1. Zoning Requirements -Setbacks -Easements Braced Wall Panels 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking . 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting; Distance-GFI 5.' Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures -Panel boards- Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 = OK = Not OK = Not Applicable = Not Ready RESIDENTIAL (Single & Duplex) Date UNDERFLOOR (Plans) OK except #'s ' _ 2;,'Ft5,,LQain; Soils-Elec. Grnd.-64T/" Ftg. Depth jr-fTa.. Garage: Soils-Steel-Elec. rnd.-/.),W' Fta. DeDth 4. FJc% Porches & Decks: Soils -Steel-/ and Special Anchors 19/D.W.V.; Fall-Fittinq-Test-2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. ,14 irders-Sills-Anchor Bolts-Joists-Vents-Crippies Access &Ventilation 16. Insulation Date 7 4 j Card B- 0 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s ater Htr.; Vent -Access -Combustion Air Baffle 1 ater Pipe; Test & Anchor -Nail Protection 11V' D.W.V.; Test Fittings & Anchor -Nail Protection Shower Pan; Test, First Floor -Tub Access -94,list Tub & Shower. Second Floor -Tub Access 2L+! Gas Pipe; Sixe & Anchors -Pe7 Fire Sprinkler; Test Date ' ,1 Card B -110' -Date Card B-1 Date Card B-1 Date Card B-1 Date ELE RICAL (Permit) OK except #'s F ture & Transformer Clearance -Ins. Protection 2 lec. Receptacles Spacing -Lights & Switches at Doors ize Boxes & No. of Conductors Stapled 2,7!Romex Installed Close to Edge of Studs & C.J. abAquip. Ground made up w/Mech Fasteners -Bond Gas & Water 2 fiance Circuits in Kitchen & Conductor Size GFI bfeed Wire Sized /ga. Cu or AI-A.C. Wire Size/ /ga Cu or AI Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al I sulated Neutral ❑ Yes ❑ No Service -Riser Conductors & Ground Main Disconnect Equip. Clearances Panels-Motors-Mech. Equip. 44- Clothes Closet Light -Shower Light -Spa Light Smoke Detector Dated—L. , 03 Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ME ANICAL (Permit) OK except #'s Ducts Insulation & Support 3 Vent Fan, Exhaust above insulation 98. Condensate Drain & Overflow, Size & Grade TG.Furnace-Vent Access -Comb. Ait-Return Air Vent 115 Outlet "-Attic Access & Platform if Furnace in Attic Datel I I O Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMTG (Permit) OK except #'s Sills Proper Materials & Anchors alls Studs -Nailing Spacing & Braces -Plates -Sound . Be ring Walls over Girders & Floor Nailing . raft Stop in Walls (rat proof) 4 Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs eaders & Beams -Size & Bearing Date FRAMING (Continued) 4 ngers-Post Caps -Anchors -Connectors 4reping. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rtng. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 5tr is Access; Size & Romex Protection -Draft Stop -Ins. Baffles drm. Windows or Exiting Doors -Sill Ht. & Dimensions *52. Garage Fire Protection Framing -RC Channel f/dperty Line Firewall & Openings Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits tars; Width -Headroom -Rise -Run -Landing -Fire Protection ywood on Roof Overhang -Attic Vents -Rafter Outriggers Siding -Nailing Veneer -68- cco Mesh -Drip Screed -Fd. Vents-Underflr. Access Glazing Area -Glass Protection-Sk lig ts-Plastic Shear Wall • ai in Bolts 6 . BraSlnten6r1E5Rerior Wall Panels / 2. sulation-Walls-Ceilings I J63. Infiltration -Walls -Windows Date r2� o03 Card B-1 a Date Card B-1 Date Card B-1 Date Card B-1 Date FINA Plans) OK except #'s Ext. Steps -Door & Sidelight Protection -Landings ,65'. S oke Detector 6 • . Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection Bedroom Exiting 6e G.F.I. & Bath Fixtures & Tub Access -Spa 6e Elec. Trim & Subpanel, Breaker Sizes & Labels 7g' -Stairs & Rails 7:. Fireplace or Stove, Clearance -Hearth 72lElec. Outlets at Wood Panel, Int. & Ext. 73e" Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74 ec. Outlets & Receptacles at Kit. Counter 7 . Garage Fire Door; Swing -Landing -Closure 76!A.C. Duct in Garage -Damper 7,7/Wtc Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78lPlb.; Elec. & Mech. Equip. Listed for Location 72,�Elec. Receptacles in Garage (F.F.I.)-Romex Protection 8 . Insulation -Foam -Looked in Attic 81,e,"Guard Rails & Deck Construction -Post Caps 82. dn. VBents & Crawl Hole Door Drainage & Wood -Earth _ ' Clearance Looked under Floor ❑ Yes 83. Following Instld./Drive O,Yes O No/WalN)Ves O, No/Planters O Yes qMo 84: Stucco Brown -Finish SS,-A.C. Unit Disconnect, Electrical -Plumbing QV Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings -87—.Water Well, Disconnect, Electrical, Plumbing 88 -.Exterior Elec. Trim, G.F.I. Receptacle -Underground 8g, -Ventilation Throughout House 90'Glass Protection Corrections from Previous Inspections 9a: -Gas Test -Meters Tagged, Gas -Electric 93N -Water & Sewer Connected -C/O to Grade -HD Approval 9A-C-nergy Compliance Certificate -Other Certificates 9 . Address Posted 96. Fire Sprinkler Date Q' 7 % Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Fina (r or 4 INTER -DEPARTMENTAL MEMORANDUM ,TO: BUILDINGPIVISIOY, OROVILLE 'DATE: TG 1-iLA-M ENV IMALTH-HOLD ON Bi NAME: L: f i;F.- 'f C-- I 'W'r hs AP#: IU1 PJJVK&b5/LL)%-A I WIN: jr 7'_ Comments: 7G V*MCM�W L / � abed !iwtv:6'vo- x-6nv !ZL99 569 OCS !HiIV3HIViN3Vffl0HIAN3 00 311ns :As juas c� ��-/� �h�� � ��Z�g� NAT*110'NAL'FLOOD? _INSURANCE PROGRAM ExPirlbs JU1Y 31, 2002 ELEVATION CERTIFICATE Important; Read Uhinstruqtlp.nspnp!gLs-1..7._ P �OWNERINFOqMATION SECTION A - PRO_fY ER gtr tw_ 13U _-TURG OWNERS NAME i JOHN SEARS DURHAM ft* NVM� TWWR Number, LAP Ni6WOM- ee) _6 .8UlLVlIW' IM -M .4on-rest—=ssory, etc Use a Comment! No - IV, . , if - W. � #A##* or Ll NAD 1927 U NAD 1983 [11 UsGioU24 ft-: oftr ANPANj NUMBER _X -85, SUFFIX ARM IWOF CIAM 1-97, FIRM PANEL EPl= _Cr1VE/REvisED VATE D ZONES) F 89. gg LOW �O�N( 'n (5: (zon"Ause depth 0600--00520-- C RIL20,2000- JUNE 8, 1998 AE 168.6 Plv. 111YIMM the SO -01 %flehas0a K0601=1eva tion (dt-h) data or base %fl odd depth ahte.red in 89. ij FIS Profile . 12i, F t 1.k.m 1_1.0.0nimunit y Determined other (D.e$crjoe): t31 . Indicate fhe @lavation dE turn used fartits f3FE: in B9: �. X{ 1VGVC 1928 1_1N AVD 1988 1-1 Q.t4ar (Dwribe); $12. Is'the Wilding located in a.0-oastal Barrier. RPsQur=Sy9,qm (CSRS) pr" or Qthervvi58 Protected Ap 1-1 y I -XI Na D"goation, Date: SECTION C - BUILOING ELEVATIONINFORMATiON ARED) C1. Eluil - dift [..VCdnstruatiion.D�riwingpl _j__jBUild`ihg Under.CbTistruct6n* L_1,Fih'ished Construction0e-h'flaf6_Wl1ll:F6F6qutr0 when construction of the building mp is co C2:'87uildinp Dligiw Nufbw diagram most similar to ft buif.airjj'f6r which -thisceftil5c"atals being completed - pages 6 and 7. If no: diagram acourAtely riapresentg the building, provide a.oketchor photograph.] .C3. E-lavations-Z0rift..Al-A-30., AF-,. AN, A (With: BF.E).. VE, V1430N (With 81�'E-), AR, AWA, AR/AAE, AWXI�AU, AWAWAR/AO. 'Cbmpletel M 03.#4 ;below accQrdingt dd ligm-C-2 Slate the-dotumvse , d. If.lfiq..dstU'rnJ different from w pjho �ui(.dlirlq diagram spe�cjfi in ft. datu!%i U"d fbr'thO SFE in Smon S-, CqnVeft th 'b Mum to that used tot -the SFE.$how field ehts:'aAddatum:qonVen;1on t�iclletion. Use ,W00.or-the Qoth .m area of S W 0 iOh 617 SW-ibr) '.G, aS C . um6ni the daturit inversion.n. Unye t500C00fto. t$ 8 eFIR Y No 5 Doas the elbvaVorf rgfer6n.cj mark used 9,ear�on a,) Topof bottoM f1p:pr(jhtlyding 0.z(spaiont.oren do.'soriB) 169., 6 0 b) Trip of next higher floor ---- — - ft(rn Q 09ftm Of IQWC*t heuizd,ltltr BtYiiMiiroi rrk6eAb4r (V:z4;)npk only) 0 d) Attached garage (lop ofslab) 168.6 C e) Lowestelevation of machinery. and I . Or eqUiRMOAt' 0 C., -M V No. so servicing Oomrneht� area.) cc 6 ft.(M 2-5 0 6LQWeSt%80ce4 (LAO). . ) aj _--j-65 9 ft, (m) EVW4 0 9) Highest adjacent (finished) 166 6 k (-M) 9 . " Of permanent openings *(flood vents) within 1 ft. above adjacent '.4. S66- 1 -- ee comm 1D 0 i) Tolal-,arez of all permanent opeoings-(flofod vents) in C3 &e comm" S This, certification is to W signed anal se lod . by a:lartd Surveyor, engineer, or architect autl 1 w*1hat ft -information in -3eC000s A, f9 and -C on thi8- c6itifIcate represents my best nne or,, ��v U mpnsonme Y nr Uncler 1 & U $- Cdde..Secfl45a 100 1, L&KIRER ERT O. LOWE LIGEN E MBER . RCF. 59077 --ti—TLE CIVTI. FNCTNF.FR -0tvIPANY FWRENORTHS - TAR ENGINEERING LARATION DRIVE STATE 99 FYV E 20 DEC CHE6 CA Si RE t DA TERP F5TE_ 1-21- (530) 893-1600 =6114 C^rm Ai..qif.lj it nn it OEM, ,r;CL.A1 I 00C -141 11M.' IMPORTANT: In these spacers, cony the corrospondinn information frorn Section A. I 1910 IN : 0 uy SECTION D - SURVEYOR, ENGINEER, OR ARCHITCCT CERTIFICATION (CONTINUED) Copy Wh sides of this Elevation -Certificate for.(I.).community ofrtratl. (2)'iAsurtneeggerticompary.and (�)buiding owner. 'WEM_a_r�,seton northwest area of proposed home site-- EleV.`='l66.85--.- C3 hand i.)_ House =_2,253,ft^2: -Need 30've'nts_.'Siie-- 14"X6"" Vent.area = 2,520 in^2. Garage will be stem walls filled 'mvith gravel and slab poured. Garage FF Elev. = BFE min. --Note: vents need to be within V of ad a,cent grada and on .11ii- fix rent c;rlAe of SECT11ON-Ft- WILOW15 F-LEVATIQ14-INFORMATION (SURWY NqT,_iRMU1RED) FOR ZONE AID -ANO 20tg A (WITHOUT 80k)-_ F 'Zone AO and tone A WithoUt BFt), C*rnplet� items El For . through E4. If the el.0v0pn*Certificate is' irttentlsd W use as.'sOpportihg information for a LOMA.--or 1.,OMR—F, SeWomC must be cprnpleted. E1. Building biagrarn-Number_ CStlect the building diagram.mostsirnilprto ftTobuilding for Which this t.e0icale is teeing Q()M0j6jted!_. -sea pages.:6 and 7. 11 no diagram aecuretely ropreserts the building, provide-s�k a. . etqh or E2. The top of the bottom floor(.inc.1j4ding basement or enclosure) of the 3iuiltring1s i—I I ft above, or j_1 below (check one) tha highest adjacent grade. (Use naturalgrade, if.avajkkb1e,) E3,' or a-ullding Die9rams."with opoi-h9$ (see e T). the�next higher floor proleyated floor (pleva tion:b)-of the building is above the highest adjacent grade. Compleie Items Q3.,h:and C3J on front of -form. -E4. ktZCne. AO only. If no flood depth number is available, is'the.top of !har Vjf$,V4fe;l in gpqo Corn ty' bottom 0 rA ni S ,!40n,ce W.0 flo6dolain man ..No 1_1..UnknowrL The. local *fficiaj must2m this information in-Soct!.22 G. SECTION F - PROP.ERTY.OWNER (OR OWNER'S REPRESENTATIVE) Cl`"PICATIION 'The pi-00drty owner orowneesiuthotiied repte.Wtafiim A. -B., C (Items C3:'h -and C3.Aonik'), and Efor ZoneA (wfthout.a,FEMA-Jssuod qr-tommfjpjty4ssu6d S.VE).6r Zbne AO musts1906t*. 7he7staliffients h:SAaons A, B, C, and E are correct to the best of mr knovWed4t. PROPERTY OWNUM OR.-OWNEWS AUTHORLMD: REPRESENTATIVE -9 ME ADDRSW_ cm STATE --ZPWDV VT , *=WE- I DttTE 1: ON G.- COMMUNITY The 10021 offjiP441-who is authorized by law -or-ordinance.-to administer the: comm unit 's �o. -oplain -mana erft0jjt.ojt!n;k6C'e y o Coltoete g4 sectionA 6; C (or E), ana"G -of'this.tievabon. Cerfifica..le. Camplote: theapplico.blg .itas):ohdsigp bellow. The information in tedon 0was %taken from other doWmemption that 4;s been sign04 afld..'.GmbosssO by.a lic*nsed-sur."yor, ergliftei, or architepA Who is avAhofted -by state or local law (indicate tare source -Arid :lista of the Sieve . tion daia. ikih,e, Cornments-ar'ea below,)* G2. 1_1 A coiiimvnity offcrai cainpietzti.5oction E fpr 0 located in Zona A (without a-5FE) or G3_1t1(The f6HoikjnjWo rm*fQn (Iferns.1:4-0.9).!s pr6vided for oommunity floodplain management purposes W, This OerMit hasbe6n i:W6pd f6e,'t," G5. Eleyation Of i1si-btllItAQW6.st-floor (ihcludinj be 6tmetit)of ihe"building is: Datum: 41 — - .M.Aps br atthe buildIng sIte!is: TITLE COMMUNITY NAME TELEPHONE DATE COMWENT-S. A J APPLIED TESTING CONSULTANTS MATERIALS ENGNEERING TESTNG AND INSPECTION REPORT OF EPDXIED ANCHOR INSPECTION/ TESTS DATE: 12/10/03 PROJECT: Sears Residence Client: John Sears P.O. Box 2023 Chico, CA 95927 INSPECTOR: A. Joiner Type of Adhesive: Simpson Set 22 Number of Locations: Three Hole Depth: 7" Hole Diameter: 3/4" «_ ` Anchor Type: 5/8" Threaded Rod Placement: Drilled into existing concrete slab at Stem Wall/Garage Doors. DESCRIPTION OF WORK: Arrived at the jobsite at 1400 hrs. to provide special inspection of epoxy -grouted seismic anchors in the Stem Wall at Garage Doors. A total of 3 anchors were installed. All holes were brushed and blown clean with compressed air'. The adhesive was injected into each hole in sufficient quantity to cause exudation of the material when the anchors were inserted. The anchor bolts were rotated during and after insertion to insure proper bonding of the adhesive to the bolts. 0 Inspector C.C.: 0 3060 Thorntree Drive, Suite 10 ° Chico, CA 95973 ° Telephone: (530) 891-6625 ° Facsimile: (530) 891-4243_ 5 r 3060 Thorntree Drive #10 • Chico, CA 95973 (530) 894-8833 voice • (530) 894-8882 fax email: cj@r-c-e.com Butte County Building Department Building 7 County Center Drive Oroville, CA 95965 (530) 538-7541 RE: Sears Residence APN # 040-650-007 1995 Cummings Lane Durham, CA 95938 If To Whom It May Concern, It has been brought to our attention that the shear walls at wall line C were built with a single 2x sill plate. The shear wall stress at Wall Line C is 447 plf. According to note 3 on Table 23-I1-1- 1, shear walls with a design shear less than 600 plf, a single 2 -inch nominal sill plate may be. used provided the anchor bolts are designed with a load capacity of 50% or less of the allowable capacity. A half-inch anchor bolt in a 2 -inch SPF sill has a capacity of 721 lbs resulting in a 50% capacity of 360 lbs. Install an additional anchor between the anchors originally specified at 18 inches to net a 9 inch spacing. Thank you for the opportunity to be of service. Please contact us at the address and number above if you have any questions. �tkµ._ -,.�^•• �"'"fir• Sincerely yours, ,jsr. 14— -3 Charles J. Roberts, PE CERTIFICATION OF INSULATION WHITE - Builder Copy, GREEN - Builder Copy, YELLOW - Customer Copy, PINK - Attic Copy, GOLD - File Copy ADDRESS OR TRACT SACRAMENTO BUILDING CONTRACTORS 309 MELODY ROAD, MARYSVILLE, CA 95901 LIC#202026 1 C ❑ 605 S. AUBURN STREET, GRASS VALLEY, CA 95945 LIC#202026 ❑ 3881 BENATAR WAY, SUITE A, CHICO, CA 95928 LIC#202026 ❑ 8924 AIRPORT ROAD, REDDING, CA 96002 LIC #202026 n DATE INSULATION COMPLETED v ( square feet) ( / �O square feet) ( square feet) TYPE OF INSULATION -' TYPE OF INSULATION, TYPE OF INSULATION MATERIAL MATERIAL MATERIAL FIBERGLASS FIBERGLASS FIBERGLASS FORM BA17S FORM BATTS LOVA FORM BATTS MANUFACTURER'S PRODUCT I.D. MANUFACTURER'S PRODUC MANUFACTURER'S PRODUCT I.D. MANUFACTURER MANUFACTURER MANUFACTURER:"y a= CT OCF KN CT OCF KN CT OCF KN BAGS ' R -VALUE INSTALLED . APPLIED' .,;.THICKNESS .' `R -VALUE'' INSTALLED 37 '"' AP IED - THICKNESS ►3 1/. MIN. INSTALLED WEIGHT PER,, :SQUARE FOOT y ; R -VALUE � INSTALLED ';d �. .•':APPLIED THICKNESS 1111000 .70io KNEE WALLS IF R -VALUE 14 R THAN WALLS ABOVE MATERIAL FORM R -VALUE MANUFACTURER FIBERGLASS BATTS CT OCF KN " AIR INFILTRATION'SEALANT s ; MATERIAL MANUFACTURER FOAM HILTI HANDY FOAM THIS IS TO CERTIFY THAT, INSULATION AND/OR SEALANT HAS BEEN INSTALLED IN CONFORMANCE WITH, APPLICABLE CODES; MATERIAL STANDARDS AND REGULATIONS SIGNATU IN ATION C iOR / TITLE DATE jMA.Aje B SIGNATURE I GENERAL CONTRACTOR TITLE i DATE REMARKS Gd 07 WHITE - Builder Copy, GREEN - Builder Copy, YELLOW - Customer Copy, PINK - Attic Copy, GOLD - File Copy t'R`.ij►�.,.�Y ..j"�t►ry..sr+'gi'Petr:i.�-=:'rM,^PSQ.�.�`r,-y-:...�-.r.�.rMw.sr.+r...,-�:...,t-.,.+++.-.cr'x->..✓r� .tom N� COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico; CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE O-VrN PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the -• above address and should be corrected. Please notice this office when correction of work is completed. 1f you have any questions pertaining.to this matter, or need additional explanation, please contact this office immediately. 0- � l W— / \ F r'✓�sn���-ops v,-7-/--?�� -' t" 42 "XI <=Al f tJ3-1 t !✓ C^'�^ I Iti2 Cir o a � v Date v Inspector REV 10/92 _.' . COUNTY OF BUTTE ..................... Ijj( BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES_ 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 r: CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is c completed. If.you have any questions pertaining to this matter, or need additional explanation, ;F • please contact this office immediately. r / rq Date / �J Inspector V REV 10/92 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SE V CES 411 Main Street • Chico, CA • (5 891-275 �' 7 County Center Drive • Oroville, CA • (530 538-7541—,4. : Ai -7 CORRECTION NOTICE C"A A `" 3"-7/Q 0 OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this offic�4mmediately. G if y JKFA�L R l s— 1a�, �.►1 c.�.�/w 6 xb 1Nrd S"•(e /!I -L 6J3 - C)rQ2IC1u2 s� /.jtC/t,o/L- 54.aA-- zwoRG1 y f PR 1 sS ua /c, s rss ,�6�L 4A-1roe*- H 4 or 5—C-1 0rJI /,1 r sX e -A, SG'� pc�.� le I I . r /Ur4FVIf Date IInspector__ REV 10/92 COUNTY OF BUTTE x' A- BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES rt[„ 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE 7,/�s OWNER PERMIT NO. L'7 A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. i t,'. r T, COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT 03-0700 ASSESSOR PARCEL NUMBER ZONING ^, )� BUILDING PERMIT OWNE TELEPHONE Sq, Fr, OCC. BUILDING VALUATION . OWNERS MAILING ADDRESS 19 S ,� �.. 1..w . ��r-�. 4l 95`13 2265 T 1 CON 3CTOR'S NAME TELEPHONE UtwL -e LJ - &I Z- r 57 1 i 90.00 CONTRACTORS50 MAI�I�kApDRESS iZ l e r �a_f--r J` 6k 169n \1I.• CONSTRUCTION LENDER LENDER'S MAIUNG ADDRESS Fireplace A 1 Total Valuation $ 1 9500.00 ARC RECT OR ENGINEER f r C Q.� g •Kvpgr� LICENSE NO. 10.30(092 Filing Fee $ 20.00 Permit Fee $ 769.00 ARCHITECT OR ENGINEERS MAILING ADDRESS ;30100 or i-ree D rT v C�, rc, C �! 73 Plan Checking Fee $ 499.89 BUILDING ADDRESS Energy Plan Checking Fee $ 2 � , 00 $ PERMIT FEE $ 1 X11. 5 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SFX Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 70.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 1 5_00 TYPE OF WORK s A New �p1 Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: Jist(X/t1� (�� Gas piping stem 1- 5 outlets 15.00 15 oo Building sewer 15.00 Mobile Home I S I G W @20.00 PERMIT FEE $ 190- 0 ELECTRICAL PERMIT Filing Fee 20.00 Main Service a,Ov OR LESS 200A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.POWER License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License La for the following reason: I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. I am exempt under Sec. Business and Professions Code for this reason Main .service 200A TO 1000A 46.00 46,00 NEW CONST. DWELLING OCCUR OR ADONS. ( BUDS. 3.5¢xSO. L02. 7 NEW CONST. MLIACC. NON-RESID. 97.50 APPAR U 8 SINGLE OUTLET IR. Ex. Occup. OUTLET OR ParuREs 20 @ ' 00 BAS @ .50 Ex. Occup. OFlxuTE�°�A p pOEp 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE $ WORKERS' COMPENSATION DECLARATION rI h eby 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. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers compensation laws of California, and agree that if I should become subject to the workers' corWensation provisions of section 3700 of the Labor Code, 'I shall h co y with those provisions. ote o2-2-4 - D��_ lic Owner ❑ ontractor ❑Agent WAnermitis required for excavations over "deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Filing Fee 1 20.00 Heating Cooling15.00 Hood 6.50 Ventilation+ PERMIT FEE S Mobile Home Installation Fee $ Energy Inspection Fee $ occ R J Q CONST. TYPE VN TOTAL FEE $ HAZ. D, �ES IM FLOOD AE CDF PARCEL PO HD ISsu This permit is hereby ' sued under of the a County odes and/or indic ed or w ich fees have By PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. Dat 2S� Det, Receipt No. -3(217-106 © WHITE-D.D.S.-B.D. A ARY-A SESSOR P NK -INSPECTOR GOLDENROD -APPLICANT / k ki-I^VI T--"„4�r»'r .- WjWj —Tr r i �qT (`t i4 ,. �.t r ..,� 7� _""'r'T� *' "r �r �" v�7' SF 9i �' Y • 4#{rr ! T'. y ..? - - COUNTY OF BUTTE-DEPARTMENTtOFDEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville,.CA""5,k65 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLI,CNION DATA SHEET OWNER: &&A-50 ASSESSOR PARCEL NUMBER 04 0 Proposed Building Use: _ S Counter Technician: Date: o� Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. 1P�1.. Plot plans, 3 or 4 sets, signedty the preparer of the plans. 1F2. 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! 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 r 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 4e indexed and returned to the plan review line-up when required items are received. a Date Received By . Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ;. ❑ 9. Plot plan and business license approval from the City of Biggs .................................... ❑ 10. Letter of intent for non-residential buildings......................................................:.. ❑ 11 etached Accessory Building Form filled out by the owner ............ .......... I ............. ❑ Hazardo Material Form ......................................... -.................. .................... _ 13. Other �Y ain' g items needed to issue a permit. (May.require ay!ditio al p ew upon receipt o t following items.) 7 ��Sr" Fees as shown on the attached Schedule o Fees Due Sheet..` r, ..'70 ........................ 6/��/� 5. Statement of Intent for Non -heated and A/C Buildings ..................................... ...... Wj .16. Sanitation and plot pian approval from the Environmental Health Department in a �3 fL`] 17. City of Chico Plumbing permit ............................................... '................. q/I. 11 Ca lifornia California Department of Forestry plan approval ❑ paid. Sent. by: Planning approval for (A) Use: 0K (B)Parking: (C) Parcel Check: y _7 o-4� ❑ 20. Contact Land Development about ❑.Improvements, ❑ Drainage ............................... A 21. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy—?s Off_ 22. Pre -Inspection for required ................ X3. Contractor's lieeffs® information. (Number, Name Style, Classification)...(�`(.l��t�?.��'.. ❑ 24. Worker's Compensation Carrier and Policy Number ..............:................:............. ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... 26. Letter of Signature authorization.................................................................... 27. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations.and/or expired permits......................................................... ❑ GraDeed, ❑ M.H. T�'tlAe^/�Sta�tement of Facts, Letter from Legal Owner, ❑ Check to H.C.D. $ Other: - /r"U A, -A A r 6(-/-41 �� yj Ken ien issued Tel p o and hold for pickup. I have been informed of the above ite s and requirements for obtaining a building permit. Ap 1. Index permit application for the above items number( �/ �, T J Plan Check Letter 2. Additional items required 'Contractor, designer, owner, was advised cf the above data by ❑ phone, ❑ mail, ❑ counter, by Date: _ Contractor, designer, owner, was advised of the ab vee data by ❑ phone, ❑ mail, ❑ coun;tp b Date: Plans reviewed by: (�/ Date: �• 6 • Plans approved by: / Date: Structural reviewed by: Date: 3 �3 Structural approved by: Date: b Note transfer by: -+T- Date: ye l.w nildi o n 66i n PiA2 Pt&A At Floor Plan A Sento 8.0. 3.a�b� _ TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance Owner Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for dwelling. Other Final clearance O:K—'fo% NOTE: W Environmental Health Specialist 8/96 Date COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive , Oroville, California 95965 • Telephone (530) 538-7541 -• PEPUT 140. w. X116) APPLICATION AND PERMIT L n 76�)C) r.,,BUILDIHQ PER�II![� S c � �L aiaAcssms macd+� ao�s / evrm� ox E� . - a�as�r oa em's w�na+a �ooAtas . 1.1 1 _M VVXA V'X an rices 1 cw=vGcss w mr: :i USEOFSiRUCT kE Djp1mo t,IbbDehome U-. "other Sa FT. 10= I SUILDING VALUA71ON S i3 E"wgy Pian PLU11ABI 1G TYPE OF WORK AdM= 17 Reel O UuMimc D bddffm 0 Other O Buil rm a :' Die Work ��1 c-� s' ✓� tJf>�a F .g Fee S o?3 i�C7 Mein S A F- �'S 2O C PERBAIT FEE M cm / C, y 3Er. E–r. -Oc FEE ?ASD $ % �73 P - `1'�� a Tmnpc .5� IJbbQe �F SI�.I�r , w cr vent OTM.comb - 5 Oytiets 15.00 f" — $ 11B Heatim . G W CW20.DD Hood 6J111T Fm vm is o• n e 20m 70 ( P7iY91AP�AiKTt14 OLMM OR PCMMM FT�D APTilS. OA QtRLEZB �. FA' servke e Facmes PEkmrT FEE S ming Fee (-20.00- 4T — /J , PERRiT FEE t Y Mobk Home IeshMon Fee t `/ � clre7gy in edon Fee 5 �{ 3 5 �� ox r]Y51 FEE $ 9 " TO PJT tAi o COMM This permit b here y Issued under the appir= a provisions ad the Butte County Code and/or FResokffim s b do work md'mated above for which fees have been paid. By . Date d Re�iptNa PERWr EXPRES ON ovtutt .nas.e a eLN4Rt-4SS=SSOR PINK-IR'SP2GTOR G�LdcNRo0.APPLtCANT ��� � C20.00` 5 F .g Fee S o?3 i�C7 PERBAIT FEE S S ERMIT Frirmg Fee 00.00 ify 7.ODI ao wEdmr heater 23.DD 15.001/S w cr vent 1 S.DD IS - - 5 Oytiets 15.00 f" — 15.00 /s — G W CW20.DD 6J111T Fm IrT FEme Rel( 20.00 e 20m 70 ( P7iY91AP�AiKTt14 OLMM OR PCMMM FT�D APTilS. OA QtRLEZB �. FA' servke e Facmes PEkmrT FEE S ming Fee (-20.00- 4T — /J , PERRiT FEE t Y Mobk Home IeshMon Fee t `/ � clre7gy in edon Fee 5 �{ 3 5 �� ox r]Y51 FEE $ 9 " TO PJT tAi o COMM This permit b here y Issued under the appir= a provisions ad the Butte County Code and/or FResokffim s b do work md'mated above for which fees have been paid. By . Date d Re�iptNa PERWr EXPRES ON ovtutt .nas.e a eLN4Rt-4SS=SSOR PINK-IR'SP2GTOR G�LdcNRo0.APPLtCANT ��� ' COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 D SCHEDULE OF FEES DUE OWNER PROPOSED BUILDING USE ',eAJ S- 1. BUILDING PERMIT FEES Balance Due ....................... $ Additional Fees Due ................. $ Additional Fees Due ................. $ Revised Plan Checking Fee .............$ 2. SCHOOL DISTRICT FEES LA (paid at District Office) (Available after Plan Checl , cL° d Lf 3. SHERIFF FEES (paid at Building Division) A Residential ...................... x $360.00 = $ -30 �° Dv Units Commercial (sq. ft.) ............... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES (paid at Building Division) Residential ................... -x-=$ # Units Amt. Commercial (sq. ft.) ............ -x_=$ Sq. ft. Amt. --V—/5. RECREATIONAL DISTRICT FEES tuxk.—, (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. # ()"-650-007 DATE RECEIPT # DATE REC. -3 At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. 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. 6/00) BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Bulld,ing) 1 J/ School District �t A.P. Number 0g0+;V- adz Jurisdiction: City Property Owner Property Location/Address qq5 Building Department No. County v J i O3-07&0 Imoor Pians reviewea oy 5cnooi uistnct Personnel) District Identification No. DU School District certifies that 6Ek1 Q S (Applicant) 91' .II /99s CUri1 , n G -S ggSd%oT (Street Address) (Phone Number) �uR�FYrn cA 9sy3 (City) (State) (Zip Code) has complied with the requirements of Resolution No. Q o� ' �oZ by payment of $ '7 2p %. / 0 representing o�a square.feet' !_ t At FULL MITIGATION $ School District Representative Date Paid by Check # / Remarks: /I UP b(I t'1 I F / 11 G) e m O roue ,,- -4f crPd'.t l Err, ,QjS 0,r,y s �t Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 660201a), 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 ICEGA), this project may be subject to additional school -fees -to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xls (10/98)dmm !`Y''v�,-F�i��`ta-r'�jeFij �f`k'.Y.'`�i'`'.JR,.ryF'�yt^:ryP.'�+x.�-e ..s,�i'v`G+�✓�,,,+t<�w�. `�'�'rc�•�^'+7-�Y:N=�-f�,�.�.{+Rr.�...�`."'+#:�fh�,.,,`r^.Si `.^;'. H :'M.; ri: ?• r. _ -. . � a ►:�JTTE COUNTY PARK FACILITY FEE PAYMENT -CERTIFICATION FORM r DURHAM RECREATION AND PARK DISTRICT Assessor Parcel Number (s): C`0 �: �� —1 Property Owner (s): Project Location/Address: Subdivison Name: Type of Residential Development (check one): �( New .Development Comments: Assessable Square Footage: 2 z (ps— l� Afteration/Addition Mobile Home (s)Non-Residential to Residential Building Division Repres tative Date �x Durham Recreation and Park'District (DRPD) certifies that Applicant .Name Applicant Phone Number. s_" Street Address City State Zip Code has complied witWthe requirements of the Butte County Board of Supervisors Resolution -No. �- 93 - 1)14 by payment for Z Z(09_"'square feet at $ 1.04 per square foot for a total payment of $ Co RZk-o1 DRP0 T3epresentative . Date PAID BY CHECK No.: '' Remarks: BANK No.: 11— L -k 1 PAID BY CASH: RECEIPT No.: -m S-& DISTRIBUTION: WHITE - APPLICANT PINK.- DRPD YELLOW - BUTTE CO. BUILDING DIVISION I PROJECT PROCESSING 'RECORD Applicant: Owner: A.P. (9 so OCA 7 Permit #: 0 -3 Work Description: Date Desrption of Step or Status A-1 4--b p� 16 . 9 • 3060 Thorntree Drive #10 • Chico, CA 95973 (530) 894-8833 voice • (530) 894-8882 fax email: cj@r-c-e.com Butte County Building Department Building 7 County Center Drive Oroville, CA 95965 (530) 538-7541 RE: Sears Residence APN # 040-'650-007 1995 Cummings Lane Durham; CA 95938 To Whom It May Concern; Our office has reviewed the truss design and calculations from Custom Building Concepts, Inc. for the above residence. The layout and design are in agreement with our structural package. Thank you for the opportunity to be of service. Please contact us at the address and number above if you have any questions. Sincerely yours, Charles J. Roberts, PE 3060 Thorntree Drive #10 . • Chico, CA 95973 (530) 894-8833 voice • (530) 894-8882 fax email: cj@r-c-e.com Plan Check Comments ]ohn Sears - 1995 Cummings Lane, Durham, CA 95938 AP# 040-650-007 - Building Permit # 03-0760 The following responses are in regards to the plan check comments made on May 15, 2003 by Philo Hunt, Butte County Plan Check Engineer. Structural Comments: 1. Engineer of record has stamped and signed all sheets containing engineering requirements. 2. The 12'-0" shear wall along wall line 4 has been omitted from the calculations. The remaining 13'-0" shear wall has been modified (i.e. holddown sizes and shear wall type). 3. Calculations have been changed to reflect a 3 ply 2x10 floor girder. Plans have not been changed. 4. A letter has been submitted stating that the engineer of record has reviewed the truss calculations. 5. Adequate support has been added to support the reactions from truss T2X. See foundation plan. 6. Sheet 2 of the truss T2X calculations has been provided by CBC Truss Company. Charles ]. Roberts, PE (530) 894-8833 PAN REVIEW RESPONSE M In order to expedite the review of your plans, please complete the following information and return this form with your re -submittal. I this form is not complete, as to all correction items, we will not be able to accept your re -submittal for review. There must be a vali( response to every item requested in our plan correction letter. "8y others" is not considered a valid response. Please indicate you response to each item and the location where the information can be found on the plans/calcs. ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WITH REVISED AND ORIGINAL PLANS. OWNERS NAME RESPONSE BY: JoAn sea r-.sS/i DATE: LOCATION ON PLANS/CALLCS: eet O/ COMMENTS: ,v/Qyl-er er D '7 e / Al --. r/7 er o Gtr c o-.odt �cz-leo ��c eer/ Ie o ASSESSORS PARCEL NUMBER PERMIT NUMBER 04e)- (oSO - e0O7" 2 45 -SA::944J17 C7�Gt 0--5- m7d": RESPONSE FOR PLAN CHECK LETTER DATED: is /YI�y �3 PLAN CHECK ITEM # /✓Dn RESPONSE BY: JoAn sea r-.sS/i LOCATION ON PLANS/CALCS: /O�a I! Ski e e /D LOCATION ON PLANS/CALLCS: eet O/ COMMENTS: ,v/Qyl-er er D '7 e / Al --. r/7 er o Gtr c o-.odt �cz-leo ��c eer/ Ie o la -t" S e a PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: /O�a I! Ski e e /D LOCATION ON PLANS/CALCS: /(/oma - S�rvc�urcL/ �o�in Sear -s ��c eer/ -t COMMENTS: roJt . O O U� 2 45 -SA::944J17 C7�Gt ee fFo v,-, a -A/6/`7 /an c ee " Me9,6 e c>fe �e.-m �h ed4,Com 7'rctc or, S/a 6s c/ / �t3.�-E�_ See 12o7" -es- 16�Q &-a9 10r7 r%d, sheet ms. PL -,AN CHECK ITEM # // RESPONSE BY: J0/7,-7 CJ 6�Lf S LOCATION ON PLANS/CALCS: /O�a I! Ski e e /D COMMENTS: !S /- r e h cf S &e-7-1 115:9: c O PLAN CHECK ITEM # // Al RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: c O PLA//N CHECK ITEM # /YDs� - S�r�JC�Ur-a-1 RESPONSE BY: cJo�ii'! SP�cLrS LOCATION ON PLANS/CALCS: �/Gts�! S��c�� m8 COMMENTS: c/ tZ e e O _ e o r� c O PAN REVIEW RESPONSE IORM In order to expedite the review of your plans, please complete the following information and return this form with your re -submittal. I this form is not complete, as to all correction items, we will not be able to accept your re -submittal for review. There must be a valii response to every item requested in our plan correction letter. " By others" is not considered a valid response. Please indicate you response to each item and the location where the information can be found on the plans/calcs. ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WITH REVISED AND ORIGINAL PLANS. ERS NAME ' /'7 N G eco. r—s RS PARCEL NUMBER a"IO- 6S0- 007 RESPONSE FOR PLAN CHECK LETTER DATED: s.�- MQy o3 (SJ/�/ je, n e Q.3 NUMBER 43 - 0760 PLAN CHECK ITEM # /Yoh S�rve rev / rte RESPONSE BY: �o �� ea rs LOCATION ON PNS/CALCS: Alazi, ata. tor- y lY%asvi-es a/ec,Elis� COMMENTS: // / e r ar ,-?0, C ed 1.,01 • c2-,-7 s e�s. PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: May 15, 2003 John Sears 1995 Cummings Lane Durham, CA 95938 i Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 040-650-007 Building Permit Number: 03-0760 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. N N -STRUCTURAL COMMENTS: Provide location of water heater and indicate insulation wrap as required by your. energy calculations. Provide location of heating and cooling units. Underfloor duct work may not be located below the base flood elevation. All walls and ceiling of the garage must be 5/8" type X sheetrock. Plans will be so noted for you. Provide name of special inspector you will be hiring to check expansion valve on air conditioner. This is a requirement of your energy calculations. � ' Plans must indicate required house wrap as required by the energy calculations. Energy designer must initial all mandatory measures on the energy calculations which apply to this house. Energy measures must be indicated on the plans. ST eCTURAL COMMENTS: Provide engineers signature on the structural calculations and all plan sheets containing �gineering requirements. The plans and calculations are stamped but not signed. �rovide 12' shear wall along wall line 4 as specified in the structural calculations. le Provide 5 ply 2x10 floor girders as specified on page B 1 of the structural calculations. The plans show 3 plys. ,/Provide documentation from the engineer stating that he has reviewed the truss package and at it conforms with his structural calculations. V. ovide adequate support for the T2X truss reactions. ovide sheet 2 of the T2X truss detail. This sheet is missing from the truss packages. 1 of 2 If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss non-structural items, ask for Martha. Philo will answer your structural questions. 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. _ L Martha Christy 110 Hunt P. E. Plans Examiner Plan Check Engineer cc: Charles Roberts, P.E. 2 of 2 uTT O O RESIDENTIAL PLAN f � ° REVIEW GUIDE o .. Y'"�- •..-•-o SINGLE FAMILY, DUPLEXAND n_ .•� MISCELLANEOUS ONLY -� 03-0700 Owner. D -P-"5 Building Permit Number: Plans Examiner: A. P. Number: (0 110 — ,�3 D J �� GEtiER-kL: Zoning requirements — (number of permitted living units). Plans signed by the designer.0 (Y Proper description of work on the application Existing --iolations on the property. Recorded notice of violation. Building permit valuation. PLOT PLA: Complete parol size and dimensions. Setbacks, side yard, easements, etc. Other buildings or structures. Grading fills and/or drainage. Flood hazard Special conditions on Parcel Map: Noise Q SRA ❑ Fire Sprinklers ❑ Water Tender ❑ Traffic and Drainage fees ❑ Federal :did Route and/or Federal Aid Secondary Route setback requirement FBuilding or utilities across lot lines (Lot merger approval by Butte County Land Development) LOOR PLA -N: I. Plans and specifications drawn to scale with dimensions and of sufficient clarity (UBC section 106.3.3 ? 10% of natural Light and 5% of ventilation (Uniform Building Code section 1203). 3. Escape or rescue windows shall have a minimum net clear openable area of 5.7 square feet The minimum net clear openable height dimension shall be 21". The minimum net clear openable width dimension shall bt; 20". When «Indo« s are provided as a means of escape or rescue, they shall have a finished sill height not more than 4.1" above the flcor (Uniform Building Code section 310.4). 4 Skylights (Uniform Building Code section 2409 & 2603.7). 5. Glazin, in Hazardous locations (Uniform Building Code section 2406). 6. Habitable space shall have a ailing height of not less than 7 feet 6 inches except as otherwise pamitted in this section. Kitchen& halls. bathrooms and toilet compartments may have a ailing height of not less than 7 fed measured to the lowest uroiection from the ceiling (Uniform Building Code section 310.6.1 All habitable rooms except kitchens shall have an area of not less than 70 square feet and not less than 7 feet in / any dimension (Uniform Building Code section 310.6.2 & 310.6.3). GFCI in baths. garage, kitchen, wet bar, and exterior receptacles (NEC 210). uiter heaters %% hich depend on the combustion of fuel shall not be installed in a room used or designed to be sed for sleeping purposes, bathroom. clothes closets or a closet or other confined space opening ho abath or bedroom (Uniform Plumbing Code section 509.0). t !o C&dq 0—/-) �) Fuel burning equipment shall not be installed in a closet, bathroom or a room readily usable as abedtoom. oris a room. compartment or alcove opening directly into any of these (Uniform Mechanical Code secdosi 304.5). 11 . Garage fire%vall separation - required on gage side' eluding supporting walls and posts (UnftMINSWOg Code section 302.4 exception #3). �/� D G ndec no circumstances shall a private garage ha any opening into a used foc slee ing purposes (L niforn Building Code section 312.1). (93 Wood store laczuon - Alcove — UNIC section 20 co ed space & 223 unconfined space & 30�t.2).� ,1�4 Smok-- detectors (Uniform Building Code section 310.9.1). Pagel of 2 r.� 15. Water closet clearances (Uniform Plumbing Code 408.5). 16. Showa compartment minimum 1024 sq. in.g 30** circle (Uniform concrete foundationslumbing Code that shall be of 412.7). &0 size o support &0 17. Bearing walls shall be supported on masonry or all loads (t7niform Building Code section 1806.3). STRUCTURAL DETAILS: 1. Braced call panels shall start at not more than 8 feet from each end of a braced call line. Braced aaU panels artist be in line or offset from each other by not more than 4 feet (UBC section 2320.11.3). Spacing shall not exceed 34 feet on ansv center in both the longitudinal and traerse directions NBC section 2320.4.1_) Braced wall lines must be continuous throughout the structure. - �A California licensed architect or registered engineer must prepare a latera] analysis for the areas of the building that do not comply with the Uniform Building Code. This must include the designer's "' stamp, signature. registration number and ea iradon date on all sheets of plans depicting the designed elements and rover sheets ch of calculations. k.(� 1 2.u�1 `� ?'�' �Q ��`� ✓ �� h e requiring balloon framingand/or eam�ruiS• 3. pensory req om let.e enough o construct building (Uniform Building Code Table 181I-Q. 4. otmdatiion plans cop gh Floor construction details complete enough o construct building. ) ` C3 CJ �e 4/- ovations and wall construction details complete enough to construct building Vit,,,, f,� P `T. Roof construction details complete enough o construct building. b�> ci -&t �r `r - 11 8. Fireplace construction details and calculations if necessary. 'moo tbS y L 9. Garage door header size(s).� �. ZX .�%� dx}- 10. Porch header size(s). 11. 7-pical header size(s). Z Of- rt'`''e TgK Y/ (r 12. Stud heights. 60 YK-le s, 13. High expansive soil - special foundation design required. 14. Rresaining calls requiring design pact losed, than a minimum of two openings are requiredwith a total neva of at Icast one square inch for every' square foot of area enclosed with the bottom of the openings no more than one foot above grade. Alternatively. certification may be pro-ided by a registered professional engineer or architect that the design will allow equalization of hydrostatic flood forces on exterior vnAs. Building must be designed and anchored to prevent floatation, collapse or lateral movement_ Construction design requirements must be shown on the building plans. 17. , :jerk, heating, ventilation, plumbing and air conditioning equipment and other service facilities shall be designed and/or located so as to prevent water from entering or accumulating with the components. during conditions of flooding. MOC'ELLATTOUS ITEMS: 1. Stairway details - landings, rise and run head clearance, handrails (Uniform Building Code section 1003). 2. • Guardrails (Uniform Building Code section 509). 3. Bride or stone veneer (Uniform Building Code section 1403). 4. Exterior plaster- weep screeds (Uniform Building Code section 2506.5). - 5. Roof pitch for roof covering (Uniform Building Code Table 15-B-1& 2, 15-D-1 & 2). 6. Foam insulation - protection 7. 36" halls and stairways (Uniform Building Code section 1064.3.3.2). 8. Two exits on three - story dwellings (Uniform Building Code section 1004.2.3.2). 9. Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). 10. Attie access and ventilation (Uniform Building Code section 1505). Sound requirements. (J 12" erm• design compliance and supporting documentation. C.uc- T3. GDF responsible area requirements. BUILDING PERMIT REQUIREMENTS: �Z- "-e' 1. ❑ SRA. 2. ❑ Flood elevation c er ificate. 3. ❑ Fire SpdnlJers required 4. ❑Special Inspection requirements. % r `d�l,�C� 5. ❑ Use Permit conditions. V 6• ❑ Sub-Standard Housing lever. ajA) O-M�-dj WIf 0 Pace -- , f 2 0 COMPANY PROJECT R. C. E. ;.Sears Res. WoodWorks® 3060 Thorntree Dr. Suite #10 Chico, CA 95973 (530) 894-8833 - fax (530) 894-8882 R.C.E. 2002.093 June 9, 2003 10:01:16 FG-1 Design Check Calculation Sheet LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full Area 17 (13.00) *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 5' 10' 15' 20' Lumber n-ply, S-P-F, No.1/No.2, 2x10", 3-Plys Self Weight of 8.41 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC #### WARNING: Member length exceeds typical stock length of 18.0 [ft] SECTION vs. DESIGN CODE NDS-1997: (stress=psi, and in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 875 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 Fb'-= 875 1.00 1.00 1.00 0.999 1.10 1.000 1.00 1.15 2 Fv' = 70 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 425 1.00 1.00 - E' = 1.4 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 1446 lbs-ft Bending(-): LC# 2 = D+L, M = 2007 lbs-ft Shear : LC# 2 = D+L, V = 2275, V@d = 1697 lbs Deflection: LC# 2 = D+L EI= 138.50e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. Dead 951 Value 1311 Value 1065 Shear 1311 61 951 Live 1021 = 0.87 2971 fb = 2919 Fb' = No 2 Live Full Area 40 (13.00) 375 No Dead 951 Value 1311 Value 1065 Shear 1311 61 951 Live 1021 = 0.87 2971 fb = 2919 Fb' = 2971 fb/Fb' 1021 Total 1472 375 9282 1106 3979 = 0.39 9282 0.01 = 1972 Bearing: L/360 0.05 Total Defl'n 0.01 = <L/999 0.25 = L/290 1.0 2.2 1.8 2.2 1.0 Length Criterion Anal sis Value Design Value Analysis/Design Shear fv @d = 61 Fv' = 70 fv/Fv' = 0.87 Bending(+) fb = 270 Fb' = 1107 fb/Fb' = 0.24 Bending(-) fb = 375 Fb' = 1106 fb/Fb' = 0.39 Live Defl'n 0.01 = <L/999 0.17 = L/360 0.05 Total Defl'n 0.01 = <L/999 0.25 = L/290 0.06 v 4 :ewQd SITE PLAN REVIEW APPLICATION ZT 2003 Date: 1 — G AP# ���j . �umber (if applicable) a3 0'-) to 0 APPLICANT INFORMATION Parcel Size: Owners Name: Qs ® � Owners Address: l S CGU '� 1J �'S L�>J : y Q1 -N #� ►^^ AI ; 3 Gem Telephone No.: U� (�' — 8 4 i7LJ v., L2G+-j ��� - '� i= J -2- Situs Address: G U &-4> t_- -j _ Proposed Use: Residential New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition . Other ❑ Septic ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): - E! L- ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well tZ DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) ® Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval Site Plan Stamped Approved By Date L-1 Page 1 of 5 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) ❑ SRA - (CDF to determine specific requirements) ® 100 -Year Flood Plain: (See attached) ch • Flood Zone: • Flood Panel No.: O G ZOO Index Date: L— ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ---------------------------------------- Detached ------------Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: A —1 (7 Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front 50 L_ 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. Page 2 of 5 r Applicable Development Fees: Standard Fees Amount Formula ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area - Road ❑ Thermalito Drainage Area ❑ Thermalito Urban Area ❑ Other -------------------------------------- Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) * Cbeck 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 S Deeds: Date of Creation: 2-- ) - 0 Legal Access Provided: ❑ No i a `� O - 5 Yes Deed of Reference: 9 Legal Access Required ❑ No El Parcel Frontage on Publicly Maintained Road: ❑ No M Yes, Road -Name: I., - Complies with County Standards for Decd Creation:❑ No ❑ Yes Comments: A it . C:cV-V�" t -r' I S S-I_o� tas�-_ . is -P -f r4-uuP� I 5117"E:_ . t__Z e f` ;T_; 10 _tj E Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 ❑ Subdivision Map/Parcel Map,: Map Date of Recording: Lot: Book: Page: ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: Parcel Map/Subdivision Map/Use Permit Conditions ❑ Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for road maintenance, and stop sign maintenance. I Page 4 of 5 Summary of Specific Requirements: This information provided in this summary is based on the application information and on the best available data at the time of review. CAMy Documents\Building Permit Site Plan Reviewl.doc Page 5 of 5 03 I ENCROACHMENT PERMIT County of Butte Department of Public Works 7 Count Center Drive Oroville, CA 95965 Phone (5, 0) 538-7157 Ext. 2016 Fax: (530) 538-4356 Download Forms: www.buttecounty.net/publicworks/forms.htnl NOTIFY COUNTY 24 HOURS BEFORE WORK IS TO BE DONE Phone 530) 538-7157 Ext. 2016 Permit Number 0 3 0 5 3 0 E District -� `C APPLICATION I / WE, the undersigned, hereby apply to the County of Butte for an encroachment permit to do the following work under or over the County roads and highways, all in accordance with County ordinances and general laws. All information except signature must be ed or legibly rinted. 1. Applicant's Name;/' la. Company Name: 2. Address: 3. Phone: �53�) 8,10- gv� 4. Assessor's Parcel Number: 5. Location of Work to be Done 10 C3 .S C�Nt ► n �+ s o a 6. Applicant's Signature 7. Date: CONTRACTOR'S INFORMATION 8. Contractor's Name FRANK1.Z11 GoN�TR,ufaZo�J LNG. 9. Address 211 F L%AM E '51', s uin 20 o GNLZo CA q5 q 2 $ 10. Phone: G 3 D -N-S-460-0 11. Pax: 5 12. Contractor's License Number: r y 6 q /- 13. Certificate of Insurance: Yes E No: ❑ 14. Contractor's Signature: 14a. Date Signed: &fJ1610 3 15. Authorized Agent: C1AAK (,A RPNM —F47;rMAYa"n- TYPE OF WORK TO BE DONE 16. Please Check: Curb: ❑ Gutter: ❑ Sidewalk: ❑ 17. Driveway (List Type): ' 8. Other: PERNUT GRANTED In compliance with the above request, and subject to all terms, conditions (including those on page 2 of this permit form) and special conditions written below, permission is hereby ted. 19. Conditions Underground Service Alert .S.A. must be notified two working days prior to any excavation. 800-227-2600 20. ® All work shall conform to accompanying: Detail ® Plans O Special Conditions 21. Date Issued / /a o3 22. Expiration Date: 2 D 23 Surety: Ye S Af Mike Crump, Director of Public Works By: "Note: If permits are faxed to any number besides (530) 538-4356, they can be delayed up to one'eek. Page 1 of 2 General Conditions - See Page 2 o p J .i I I-A/mond Onchand -lam I I I I d � IV J'*Posed LOGO%/,O" i/ew Lcach Ex 1674i17 g .4g. We ' �3ao'DceP i - 2S• - .. I New Fri�� ` Res�denfia.% I Jr 7�'rUC�Ui-e � I � I DaMeshic V/C// I ji ibo' Deep ih I QI � I t 1 Res�den�ia/ S�iuc7/ure I I Tc Lae 74a � z ed \ SEARS PROPERTY GURy,9M � CAL/PORN/A �z INTER-DEPARTMENTAL MEMORANDUM TO: BUILDING IVISIO , OROVILLE FROM: ENVIR. HEALTH; CHICO DATE: i- v LR*,.'RELE ENV. HEALTH HOLD ON BUILAD OWNERNAME: SEPTIC a #: C SS/LOCATION: -,�/ Comments: :074 o NSF �f) 9 /3-oy ii O V-ZSV/ A V4*0l�o-r������ i G me os/releasehold *Q /e, �� COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUI DING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (VO) 538-754b3 —/ PER??; MIT No. (Rev. 12/96) APPLICATION AND PERMIT 4SESSOR ppRCE4N�IMBER 65V� UU7 ZONIN BUILDING PERMIT OWNER sears, john TELEPHONE 398-8064 SO. FT. OCC. BUILDING VALUATION f�r CUMMINGS LANE DURHAM CA 95938 CONTRACTOR'S NAME JIM CREW TELEPHONE 1877-3612 CONTRACTORS MAILING ADDRESS 196 VALLEY RIDGE DRIVE PARADTSE,.CA 95969 CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 15.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADDRESS 1995 CUMMINGS LANE DRUHAM CA Energy Plan Checking Fee $ $ PERMIT FEE s 35.00 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Feel 20.00 USEOFSTRUCTURE SF M Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New h Addition ❑ Remodel❑ Utilities ❑ Installation ❑ Other ❑ DeMu Describe Work: SF 14E; PARO-tt. Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W_@20.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION 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. 7 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Main S8(VICe e00v OR LESS 200A OR LESS 23.00 Main Service TO 46.00so WEE200A CCU000A NEW CONST. DWELLING OCCUP. SO OR ADONS. ( & ACC. BLDS. 3.5¢FT_ ZrN-R ID.' =,' 97.501 @7.50 POWER APPARATUS 8 SINGLE OUTLET CIR. Ex. OCCLI OUTLET OR FIXTURES 0 @ 1.00 Ex. Occup. oFlxuT�is RES oEA. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE S Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California. and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comp wit ose provisions. _ Date Ayl_ Q nat r of Applicant - % Owner ❑ Contractor ❑ Agent OS A permit is required for excavations over 5'0" deep and demolition or construction/_structures over 3 stories in height. rAn Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $ 35.00 HAZ. D. FEES IMP I FLOOD CDF ppgCFy pD I HD I 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. /C9yJ6 ` ate & PERMIT EXPIRES ON v d J Date Receipt No. WHITE-D.D.S.-B-D— C NA Y -A SE SOR PINK -INSPECTOR GOLDENROD -APPLICANT �N COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538- 541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT ��'�' `- ASSESSOR PARCEL NUMBER =^ ZONING BUILDING PERMIT OWNER SEAnr2 JO I4 -4 TELEPHONE SO. FT. OCC. BUILDING VALUATION . OWNERS MAIUNG ADDRESS 1985 1.4 GS L -J u.0 CONTRACTOR'S ME ^ TELEPHONE CONTRACTORS MA DRF�S`/••S►I^` QG� ��5 ts v CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 384. 0" ARCHITECT OR ENGINEERS MAIUNG ADDRESS Plan Checking Fee $ BUILDING ADDRESS �9gJr Cta a.tl.�►nlCsLq Energy Plan Checking Fee $ $ PERMIT FEE $ 0¢„� LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF )Q Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New X Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: QE' 14 EW p3 • O% to Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G W @20.00 PERMIT FEE S ELECTRICAL PERMIT Fee 20.00 FILEFling Main Service 20 AOR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in II force and effect. _ o� t7-�. I_� License Class Lic. No. I; 7 V 0 OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION by 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. ��have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carper and policy number are: Carrier S ttg1C1 Policy Number�� c� cD y (The above sections need not be completed 0 the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' 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 forthvoth comply with those provisions. _ g 3 © X _ Date Signatur of Applicant - ❑ Owner Contractor ❑ Agent An OSH ermit is required for excavations over 5'0” deep and demolition or construction of structures over 3 stories in height. Main Service 200A TO 1000A 46.00NEW CONST. DWELLING OCCUP. SO OR ADDNS. ( 6 ACC. BLDS. 3.5QFT. NEWCOMULTI.OU NS . ET NON-RESID. TL@7.50 POWER APPARATUS a SINGLE OUTLET CIR. Ex. Occup. OUTLET OR FD(TURES BAL 0 1. 0 Ex. Occup. oinLEeDTSA AEs,6.) LNS EA. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE S Mobile Home Installation Fee $ Energy Inspection Fee $ occ corer. TYPE TOTAL FEE $ HAZ. D. FEES IMP This permit is hereby issued under the applicable provisions in the Butte County Code and/or beentp aid to do work indicate above for which fees have been paid. G O By iui G e O PEROEXPIRESON Date Receipt No. 4-12:315 WHITE-D.D.S.-B.D. CANARY -ASSESSOR INK -INSPECTOR GOLDENROD -APPLICANT P, ✓ �I,,COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive * Oroville, California 95965 9 Telephone (530) 538-7541PERMIT NO. (Rev. 12/96 0 APPLICATION AND PERMIT - ASSESSOR PARCEL NUMBER ZONING BUILDING PERMIT OWNER TELEPHONE SO. Fr. OCC. BUILDING VALUATION Cz OWNER'S MAILING ADDRESS CONTRACTOR'S NAME TELEPHONE i'57 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER • Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 7r, i ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 490 PC, BUILDINGADDRESS 1��_ Energy Plan Checking Fee $ 2 3. C, $ PERMIT FEE LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF Duplex 0 Mobilehome 0 Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.0.0 Water piping 15.00 s::; ,Y) Each as water heater or vent 15.00 1 TYPE OF WORK New"Iq Addition 0 Remodel 0 Utilities 0 Installation 0 Other 0 Describe Work: Gas piping system I - 5 outlets 15.00 1. Building sewer 15.00 1 Mobile Home ISI GI W1 @20.0020.00 PERMIT FEE $ 01 —ELECTRICAL PERMIT Filing Fee 20-00 OOOVOR LESS Main Service 200A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter ,9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect Licen;e Class Lic. No. OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. I am exempt under Sec. Business and Professions Code for this reason` Main Service 200A TO 1000A 46.00 4 C; NEW CONST. DW E�NG OCCUP. OR ADDNS. . C. S. So., 3.50FT. NEW CONST. =T.10 LET - NON RES'.. RCUITS @7.50 OWE.RAP= U POWER OUTLET CSIR. Ex. Occup. OUTLET OR FMRES 20 @ 1.00 EIAL 0 .50 —Ex. Occup. o E ' A '(g ='.)o ER., 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ i..6 7 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: 0 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 0 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling I. Hood 6.50 i Ventilation , 0 ILE" PERMIT FEE s 74. 5TH Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) 0 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.This.permit X C.1 NDdte '11.gn,ature of Applicant -13 Owner [3 C&iiactor 0 Agent An OSHA.permitis required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ 4 -6 . Q �Occ CONST.TYPE TOTAL FEE $ rn J,- ., HAZ D. FEES IMP FLOOD [.�.D� I PARCEL HD ISSUE is hereby issued under of the Butte County Code and/or indicated above for which fees have By' PERMIT EXPIRES ON I the applicable provisions Resoiutions to do work been paid. Date (Da te) Receipt No. WHITE-D.D.S.-B.D. CANARY -ASSESSOR . PINK -INSPECTOR GOLDENROD -APPLICANT t STRUCTURAL CALCULATIONS RCE Job #2002.093 for John Sears Sears Residence 1995 Cummings Lane Durham, CA Calculation Index: Page # • Project Layout • Gravity Analysis 2 — 3 • Lateral Analysis Ll — L6 • Sill Plate Analysis SP 1 • Beam Analysis Bl — BIS • Footings Analysis Fl — F18 • Column Analysis Cl —C2 Revision Summary: Rev. 0 Rev...I BUTTE COUNTY i 'r 0 02/21/03 Initial Issue 05/28/03 Changed OTM sheet in the lateral calculations. Added support for truss T2X, column C 1 8t C2 and footing F 14. CIVIL — STRUCTURAL EENGINEERING SURVEYING 1060 Thorntree Dr. Suite #10 - Chico, CA 95973 phone: (530) 894-8833 - Fax: (530) 894-8882 fax clOr-c-e.com - http://www.r-c-e.com 1 Structural Calculations Criteria Project: Sears Residence Owner: John Sears Loaction: Durham, CA Date: February 21, 2003 Code: Unifrom Building Code, 1997 Edition. Code Enforcement: Butte County Building Department Loads: Seismic Design: Seismic Zone: 3 Importance factor: 1.0 Soil Profile Type: SD Seismic Source Type: A Closest Distance Seismic Source: N/A Wind Design: (Method 2) Wind Speed: 75 mph Exposure: C Soil Bearing: 1500 psf Notes: No Special Inspection is required for this project. RCE Job Number: 2002.093 Roberts consulting engineering does not represent that these calcultions or any specifications in connection therewith are suitable whether or not modified, for any other site than the one for which they were specifically prepared. Roberts consulting engineering disclaims responsibility for these plans and specifications if they are used whole or in part at any other site. Plans are not valid until reviewed and approved by appropriate governmental agencies CIVIL — STRUCTURAL EENGINEERING SURVEYING 3060 Thorntree Dr. Suite #10 - Chico, CA 95973 )hone: (530) 894-8833 - Fax: (530) 894-8882 fox ci@r-c-e.com - h"p://www.r-c-e.com o .2'-3" 3'-0" 2'-3" V I rn rn rn z 0 rn I -- C'5 O N O O O Sk to 5/28/2003 - Lateral Analysis - Sears Res - R.C.E. )ob 2002.093 CoprfAr200/-SPYderSokware u on w x atA.B. East-West Direction: Story Shear 11.26 kips =41 Level P Max 1.00 oNetU ittlNotiol0ownKeQuIreCH 2x P05& Wall ne Laterala a Horizontal Diaphragm Lengths at Stresses a rces Applied Forces Resisting OTM ResistiveNet Uplift Comments ID • Load I Height Length Pi Stress Uniform Point OTM Uniform Point OTM I Force Used 84% of Tabulated Values See Note (kips) (feet) (feet) (as (klQ (kips) (foot -kips) (kl (kips) (foot -kips) (kips) Simpson Products CoprfAr200/-SPYderSokware . w x atA.B. Ist Seismic =41 Level 10.50VOL oNetU ittlNotiol0ownKeQuIreCH 2x P05& Ist Seismic Horizontal Diaphragm Lengths at Stresses East Side West Side Sill Plate Shear Anchorage for above wall line Level 8.00 5.00 0.11 120 4.82 0.144 1.62 0.639 PHD2 w/ DBL 2x POST & SSTBI6 A.B. . .1 w z POST S SSTB16 A.B. Wind 8.00 5.00 180 7.22 0.144 1.20 1.203 PHD2 w/ DBL 2x POST at SSTB16 A.B. Horizontal Diaphragm n at tresses Fast Side West Side Sill Plate Shear Anchorage for above wall line feet feet Bolt Dia. In. Ca d kl S do n. o.c. ear a CoprfAr200/-SPYderSokware . w x atA.B. Ist Seismic =41 Level 4 oNetU ittlNotiol0ownKeQuIreCH I w x & BI A.B.Level Ist Wind Horizontal Diaphragm Lengths at Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet feet 9.00 Bolt Dia. in. Ca ad ki Scin 0.500 Y1, o.c. ear a 0.10 CoprfAr200/-SPYderSokware w x 51SE551516A.B. Ist Seismic Level 4 oNetU ittlNotiol0ownKeQuIreCH 8 w 4x POST H SSTB28 A.B. Ist Seismic Horizontal a ragm Lengths H Stresses East Side Wen Side Sill Plate Shear Anchorage for above wall line Level 9.00 8.00 0.10 118 8.48 0.162 4.67 0.477 PHD2 w/ DBL 2x POST 6t SSTBI6 A.B. . .1 w/ DBL 2x POST B SSTB 16 A.B. Wind 9.00 8.00 275 19.80 0.162 3.46 2.043 PHD2 w/ DBL 2x POST a SSTB16 A.B. Horizontal Diaphragm Lengths a[ Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet feet Bolt Dia. in. Ca ci ki S do lShearWallID U.Wu 24 n. o.c. CoprfAr200/-SPYderSokware w x 51SE551516A.B. Ist Seismic Level 4 oNetU ittlNotiol0ownKeQuIreCH 8 w 4x POST H SSTB28 A.B. to Wind Horizontal a ragm Lengths H Stresses East Side Wen Side Sill Plate Shear Anchorage for above wall line feet feet 9.00 Bolt Dia. in. Cad Pips) 5 do MI. o.c. ear wall 0.06 CoprfAr200/-SPYderSokware . oNetU ittlNotiol0ownKeQuIreCH to Seismic Level 9.00 8.00 0.06 65 7............ 4.66 0.162 •4.67 No Net Upnfd No Holdown Requiredl . PHD2 w x POST ISE SSTB16 A.B. Wind 9.00 8.00 165 11.86 0.162 3.46 1.050 PHD2 w/ DBL 2x POST tit SSTB16 A.B. o nta a ragm 8 tresses Eau Side Wen Side Sill Plate Shear Anchorage for above wall line feet feet . . Ca d kl S do Bolt DlaIn ear a n. o.c. CoprfAr200/-SPYderSokware 5/28/2003 - Lateral Analysis - Sears Res - LCE. job 2002.093 B st Level (UBC on 1630.1) 9.00 13.00 North-South Direction: Story Shear 9.36 kips 17.25 0.072 p Max 1.00 0.906 w x B16 A.B. wall netera Seismic a a Horizontal Diaphragm Lengths 8C Stresses a D rtes rtes ng a e[ mems ID • Load Height Length p, Stress Uniform Point OTM Uniform Point OTM force Used 84% of Tabulated Values See Note (kips) (feet) (feet) 0.14 (pin(kif) (kips) (foot4dps) (kif) (kips) Ifoot-kips) (kips) Simpson Products B 4.68 9.00 13.00 0.16 147 17.25 0.072 5.48 0.906 w x B16 A.B. 1st Seismic Horizontal Diaphragm Lengths 8C Stresses East Side West Side Sill Plate Shear Anchorage for above wall line Level 9.00 8.00 0.14 161 11.56 0.162 4.67 0.862 PHD2 w/ DBL 2x POST ax SSTB 16 A.B. 9.00 5.50 0.14 161 7.95 0.162 2.21 1.044 PHD2 w/ DBL 2x POST 6[ SSTB 16 A.B. 3.50 9.00 5.00 0.16 147 6.63 0.162 1.82 0.962 WUFM POST H SSTB 16 A.B. Wind 9.00 13.00 262 30.65 0.072 4.06 2.046 PHD2 w/ DBL 2x POST E[ SSTB 16 A.B. Wind 9.00 8.00 224 16.12 0.162 3.46 1.583 PHD2 w/ DBL 2x POST 6t SSTB16 A.B. 9.00 1 5.50 224 11.08 0.162 1.63 1.718 PHD2 w/ DBL 2x POST 8 SSTB 16 A.B. orizontal Mpftr3grn Lengths BE StreW 9.00 7.25 East Side Wes[ Side 17.10 Sill Plate Shear Anchorage for above wall line 2.84 feet PHD2 w/ DBL 2x POST 6t SSTB 16 A.B. Bolt Dia. in. Ca d k1 5 do -36 Snear a 5.00 n. o.c. B 4.68 9.00 13.00 0.16 147 17.25 0.072 5.48 0.906 PHD2 w/ DBL 2x POST H SSTB16 A.B. 1st Seismic Horizontal Diaphragm Lengths 8C Stresses East Side West Side Sill Plate Shear Anchorage for above wall line Level 9.00 6.50 0.16 147 8.62 0.162 3.08 0.853 PHD2 w/ DBL 2x POST B SST816 A.B. 9.00 7.25 0.16 147 9.62 0.162 3.83 0.798 PHD2 w/ DBL 2x POST B SSTB16 A.B. 3.50 9.00 5.00 0.16 147 6.63 0.162 1.82 0.962 PHD2 w/ DBL 2x POST s SSTB16 A.B. 8.32 9.00 13.00 262 30.65 0.072 4.06 2.046 PHD2 w/ DBL 2x POST E[ SSTB 16 A.B. Wind 7.00 3.00 447 9.39 0.126 0.38 3.003 PHD2 w/ DBL 2x POST a[ SST616 A.B. 9.00 6.50 262 15.33 0.162 2.28 2.007 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Horizontal Diaphragm Lengths H Stresses 9.00 7.25 262 17.10 0.162 2.84 1.967 PHD2 w/ DBL 2x POST 6t SSTB 16 A.B. Bolt Dia. in. Ca d kl Spacing 9.00 5.00 0.500 0.721 18 In, o.c. 262 11.79 0.162 1.35 2.088 PHD2 w/ DBL 2x POST a[ SSTB16 A.B. Horizontal Diaphragm Lengths B Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet (feet) Bolt Dia. in. Cad kips)Spacing Shear Wall ID 3 0.500 0.721 241n. o.c. C1.23 2.00 24.50 0.04 50 2.46 0.036 9.72 No Net Upllfd No Holdown Required! Ist Seismic 2.65 Level 3.50 2.00 24.50 143 7.01 0.036 7.20 No Net Uplih! No Hoidown Required( Lower Wind Horizontal Diaphragm Lengths 8C Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet feet 7.00 Bolt Dia. in. Ca kips)Spacing 0.500 0.721 48 In. o.c. lShearWallID I 0.17 C 1.23 7.00 2.42 0.17 157 2.65 0.126 0.33 0.960 PHD2 w/ DBL 2x POST B SSTB16 A.B. Lower Seismic Level 7.00 3.00 0.17 157 3.29 0.126 O.S I 0.927 PHD2 w/ DBL 2x POST & SSTB 16 A.B. 7.00 2.42 0.17 157 2.6S 0.126 0.33 0.960 PHD2 w/ DBL 2x POST 6 SST616 A.B. 3.50 7.00 2.42 447 7.57 0.126 0.25 3.027 PHD2 w/ DBL 2x POST B SSTB16 A.B. Wind 7.00 3.00 447 9.39 0.126 0.38 3.003 PHD2 w/ DBL 2x POST a[ SST616 A.B. 7.00 2.42 447 7.57 0.126 0.25 3.027 PHD2 w/ DBL 2x POST 6t SSTB16 A.B. Horizontal Diaphragm Lengths H Stresses East Side West Side 5111 Plate Shear Anchorage for above wall line feet feet Bolt Dia. in. Ca d kl Spacing Shear Wall ID 6 0.500 0.721 18 In, o.c. Copydi t 2001 - SOyder So/twam •Foot2000 v2.1.63, Copyright (9)1999-2001 Spyder Software 5/28/2003 3:29:57 PM �9 F1 Company Info I Project Info R. C. E. (Project: Sears Res. 3060 Thorntree Dr.; Suite 10 ILocation: Chico, CA, 95973 I Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: 2002.093 E-mail: cj@r-c-e.com (Footing Id: F13 Wall Line A FOUNDATION PARAMETERS Material Properties: Punching Shear Stresses: Column1 ........................... Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield 2 ............................ 0.00 psi f'c, psi Cover, in. Cover, in. Fy, ksi psi Section: 1 2,000 HardRock 3.00 2.00 40 Section: 2 2,000 HardRock 3.00 2.00 40 Section: 3 2,000 HardRock 3.00 2.00 40 Footing Section Geometry, (Stiffnesses based on 80% of Ig): Length, ft. Width, ft. Depth, inches Section: 1 1.00 4.00 24.00 Section: 2 29.25 1.33 24.00 Section: 3 1.00 4.00 24.00 Column 6 Wall Data: Type Center Length Width ft. in. in. Column 1 Other 0.33 5.50 5.50 Column 3 Other 10.00 5.50 5.50 Column 4 Other 18.00 5.50 5.50 Type Center Length Width Height Density Use ft. ft. in. ft. pcf Stiffness? Wall 2 Conc. 15.63 31.25 8.00 2.00 135 Yes Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 1,190 / 1,200 1,245 / 1,596 1,230 / 1,596 Section: 2 1,160 / 1,200 1,212 / 1,596 1,198 / 1,596 Section: 3 501 / 1,200 548 / 1,596 535 / 1,596 Beam Shear Stresses: Section: 1 ........................... Low Stress or Beam Shear suppressed under column/wall Section: 2 ........................... Low Stress or Beam Shear suppressed under column/wall Section: 3 ........................... Low Stress or Beam Shear suppressed under column/wall Punching Shear Stresses: Column1 ........................... .0.00 psi Wall 2 ............................ 0.00 psi Column 3 ........................... 0.00 psi Column4 ........................... 0.00 psi Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 5/28/2003 3:29:57 PM Footing.Id: F13 Page: 2 Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Sections: int, Design inz, Design inz/ft, Spacing Section: 1 = 37.805 kips 1.0DL + 1.OLL + 1.OWL = 37.805 Strength:.. 0.00 0-#4 0.00 0-#4 0.04 #4 @ 55.6in Section: 2 = 26.275 kips 0.667DL - 1.OWL Strength:.. 0.00 0-#4 0.00 07#4 0.00 ..... N/A .... Section: 3 1.OLL - 1.OEQ = 37.805 kips 0.667DL + 1.OEQ Strength:.. 0.00 0-#4 0.00 0-#4 0.00 -....N/A.... = 26.275 Walls: Wall: 2 Strength:.. 0.24 2-#4 Note: Strength = Steel Required for Strength.. Loading Parameters: Stirrups in', Spacing Not Regd... Not Regd... Not Regd... Pe, FIEP Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 1.05DL + 1.275LL - 1.275WL 0.9DL + 1.3WL 0.9DL - 1.3WL 1.05DL + 1.275LL + 1.4EQ 1.05DL + 1.275LL - 1.4EQ 0.9DL + 1.4EQ 0.9DL - 1.4EQ Soil Load Cases Considered: 1.0DL 1.0DL + LOLL 1.ODL + LOLL + 1.OSL 1.ODL + 1.OLL + 1.0WL 1.ODL + 1.OLL - 1.0WL 0.667DL + 1.OWL 0.667DL - 1.OWL 1.ODL + 1.OLL + 1.OEQ 1.ODL + 1.OLL - 1.OEQ 0.667DL + 1.OEQ 0.667DL - 1.OEQ Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load FY M2 FY MZ FY MZ FY MZ FY MZ Column:l 3.26 0.00 3.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall :2 6.56 0.00 5.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:3 0.00 0.00 0.00 0.00 2.02 0.00 1.45 0.00 0.00 0.00 Column:4 0.00 0.00 0.00 0.00 -2.02 0.00 -1.45 0.00 0.00 0.00 Total Vertical Contact Forces: 1.ODL = 29.545 kips 1.ODL + 1.OLL = 37.805 kips 1.0DL + 1.OLL + 1.OSL = 37.805 kips 1.0DL + 1.OLL + 1.OWL = 37.805 kips 1.ODL + LOLL - 1.OWL = 37.805 kips 0.667DL + 1.OWL = 26.275 kips 0.667DL - 1.OWL = 26.275 kips 1.ODL + 1.OLL + 1.OEQ = 37.805 kips 1.0DL + 1.OLL - 1.OEQ = 37.805 kips 0.667DL + 1.OEQ = 26.275 kips 0.667DL - 1.OEQ = 26.275 kips Envelope Case = 37.805 kips Pel F11- Foot2000 v2.1.63, Copyright© 1999-2001 Spyder Software 5/28/2003 3:29:58 PM Footing Id: F13 Page: 3 WWW Col#3 Col#4 0 -ft. �F�����—i--�—I— S 2 �� I 1 91 Fri #3 31.25 -ft. V, kips 0 -7.9 kips M, ft -kip 0 -28.8 ft -kips 1,245 psf Bearing psf 0 Defl, in. 0 0.346" 3.2 kips 4.1 ft -kips I. YI VI I^ NA r V' I 0 -ft. �F�����—i--�—I— S 2 �� I 1 91 Fri #3 31.25 -ft. V, kips 0 -7.9 kips M, ft -kip 0 -28.8 ft -kips 1,245 psf Bearing psf 0 Defl, in. 0 0.346" 3.2 kips 4.1 ft -kips Fc, FIS Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 5/28/2003 3:30:09 PM Company Info I Project Info R. C. E. (Project: Sears Res. 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: 2002.093 E-mail: cj@r-c-e.com (Footing Id: F14 Truss T2X FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c......................... 2.00 ksi ConcreteType ...................................................... HardRock ConcreteCover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size.... ..................................................... 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.000 ksf Wind Load Soil Bearing Strength, (1.33 increase).... ............... 1.330 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.330 ksf Footing Width ...................................................... 4.00 ft. Footing Length ..................................................... 4.00 ft. Footing Depth ...................................................... 24.00 in. Punching Shear Stress.. .......................................... 6.42 psi BeamShear Stress .................................................. .18 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .11 in' (1-#4) Transverse Bottom Reinforcement Required for Strength.............. .11 in' (1-#4) Gravity Only Soil Bearing .......................................... .808 ksf Wind Load Soil Bearing ............................................. .808 ksf Seismic Load Soil Bearing .......................................... .808 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 5.50 0.00 0.00 Live Load 5.50 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d = 24.00" X W = 4.00' '`� As = 1-#4 Bars As = 1-#4 Bars �•�` �'-•c` Cover = 3.00" P9 c i COMPANY PROJECT WoodWork s® R. C. E. Sear Res. 3060 Thorntree Dr. Suite #10 Up Chico, CA 95973 MN (530) 894-8833 - fax (530) 894-8882 R.C.E. 2002.093 May 28, 2003 14:51:19 C1 Design Check Calculation Sheet � LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern sis/Desi n Axial Axial Bearing fc = fg = Start End Start End Load? 1 Dead Axial 5496 (Eccen ricity = 0.0 in 2 Constr.1 Axial 5496 (Eccen ricit = 0.0 in MAXIMUM REACTIONS (lbs): 0' Timber -soft, Hem -Fir (N), No.2, 6x6" Self Weight of 6.65 plf automatically included in loads; Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 0.00= 0.00 [ft]; Ke x Ld: 1.00 x 0.00= 0.00 [ft]; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion jAnalysis Value IDesign ValueAnal LC# sis/Desi n Axial Axial Bearing fc = fg = 365 365 Fc' = I Fg 646 1600 fc f Fc' = 0.57 /F ' = 0.23 ADDITIONAL DATA: FACTORS: F CD CM Ct 'CL CF CV Cfu Cr LC# Fc' = 575 1.25 1.00 1.00 1.00 (Cp = 0.899) 2 E' = 1.1 million 1.00 1.00 0 Fg' = 1280 1.25 1.00 2 Axial : LC# 2 = D+C, P =11051 lbs (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. Q� c2 WoodWorksR. COMPANY C. E. 3060 Thorntree Dr. Suite #10 PROJECT Sear Res. Design Chico, CA 95973 Anal sis/Desi n SORWARE FOR WOOD DfSMN (530) 894-8833 - fax (530) 894-8882 R.C.E. 2002.093 Load? May 28, 2003 14:51:04 C2 Design Check Calculation Sheet 3261 (Eccen ricity = 0.0 in LOADS: ( lbs, psf, or plf ) 2 Load Type Distribution Magnitude Location [ft] Axial Start End Start End MAXIMUM REACTIONS (lbs): 0, 9. Lumber n -ply, D.Fir-L, No.2, 2xV, 2-Plys Self Weight of 3.92 plf automatically included in loads; Pinned base; Loadface = width(b); Built-up fastener: nails; Ke x Lb: 1.00 x 0.00= 0.00 [ft]; Ke x Ld: 1.00 x 0.00= 0.00 [ft]; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 1350 1.25 1.00 1.00 1.10 (Cp = 1.032) 2 E' = 1.6 million 1.00 1.00 0 Fg' = 2020 1.25 1.00 2 Axial : LC# 2 = D+C, P = 6557 lbs Kf = 1.00 (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. Criterion Analysis Value Design Pattern Anal sis/Desi n Axial Axial Bearing fc = f = 397 397 Load? 1 Dead Axial 3261 (Eccen ricity = 0.0 in 2 Constr. Axial 3261 (Eccen ricit — 0.0 in Criterion Analysis Value Design Value Anal sis/Desi n Axial Axial Bearing fc = f = 397 397 Fc' F = 1916 = 2525 fc/Fc' = 0.21 f /F = 0.16 A STRUCTURAL CALCULATIONS RCE Job #2002.093 Calculation Index: • Project Layout • Gravity Analysis • Lateral Analysis • Beam Analysis • Footings Analysis Revision Summary: Rev. 0 for John Sears Sears Residence Durham, CA Page # • 1 2-3 L 1 — L6 B1 — B15 F1 —F17 /Essic\ J.Ram I 038692 U vi >� EXP. 3-31-05 4CIVIL �� j 02/21 /03 Initial Issue CIVIL — STRUCTURAL EENGINEERING SURVEYING 1060 Thorntree Dr. Suite #10 - Chico, CA 95973 'hone: (530) 894-8833 - Fax: (530) 894-8882 fax ci@r-c-e.com - http://www.r-c-e.com Structural Calculations Criteria Project: Sears Residence Owner: John Sears Loaction: Durham, CA Date: February 21, 2003 Code: Unifrom Building Code, 1997 Edition. Code Enforcement: Butte County Building Department Loads: Seismic Design: Seismic Zone: 3 Importance factor: 1.0 Soil Profile Type: So Seismic Source Type: A Closest Distance Seismic Source: N/A Wind Design: (Method 2) Wind Speed: 75 mph Exposure: C Soil Bearing: 1500 psf Notes: No Special Inspection is required for this project. RCE Job Number: 2002.093 Roberts consulting engineering does not represent that these calcultions or any specifications in connection therewith are suitable whether or not modified, for any other site than the one for which they were specifically prepared. Roberts consulting engineering disclaims responsibility for these plans and specifications if they are used whole or in part at any other site. Plans are not valid until reviewed and approved by appropriate governmental agencies CIVIL — STRUCTURAL EENGINEERING SURVEYING 1060 Thorntree Dr. Suite #10 - Chico, CA 95973 phone: (530) 894-8833 - Fax: (530) 894-8882 fax ci@r-c-e.com - h"p://www.r-c-e.com I I I SEARS RESIDENCE JOB #2002.OcO Page SHEAR WALL, BEAM T=OOTING LAYOUT A55UMED NORTH (D- "n O in m (V 2/21/2003 - Lateral Analysis - Sears Res. - R.C.E. job 2002.93 Gravity Loads: Roof Dead Load 5/8 Ply . 2.4 psf Slope= oriz Comp Roofing 5.0 psf 8 ps Framing 5.0 psf to 5/8" Gyp. 2.8 psf 12 Insul. 1.0 psf Misc. 1.3 psf ota (sloped) ps ota oriz ps ota(axial) 12 ps Roof Dead Load 5/8 Ply 2.4 psf Slope= oriz Comp Roofing 5.0 psf 12 ps Framing 5.0 psf to 5/8" Gyp. 2.8 psf 12 Insul. 1.0 psf Misc. 1.5 psf ota (sloped) ps ota oriz ps ota(axial) 2.2 psf ps Roof Live Load onstrucaon 10. ps Iii—onstruction ps Wali Dead Load Stucco 10.0 psf (exterior Stucco) 3/8 Ply. 1.8 psf 2x Framing @ 16" o.c. 1.7 psf Gyp. 2.2 psf Insul. 1.0 psf Misc. 1.3 psf otaI tw ps Wall Dead Load Rock 30.0 psf (exterior Rock) 3/8 Ply. 1.8 psf 2x Framing @ 16" o.c. 1.7 psf Gyp. 2.2 psf Insul. 1.0 psf Misc. 1.3 psf Wall Dead Load (Interior) Copyr/ght 2001- Spyder Soft we ota ps 2x6 Framing @ 16" o.c. 1.7 psf Gyp. 2 sides 4.4 psf Misc. 1.9 psf otaU.0 ps Page 2- 2/21/2003 - Lateral Analysis - Sears Res. - R.C.E. Job 2002.93 Page� Floor Dead Load Flooring 5.0 psf Sheathing 2.5 psf Framing 5.0 psf 5/8" Gyp. 2.2 psf Insul. 1.0 psf Misc. 1.3 psf Total 17.0 psf Floor Live LoadResidential 40.0 psf A Copyright 2001 - Spyder Software 2/21/2003 - Lateral Analysis - Sears Res. - R.C.E. Job 2002.93 Pagel_ UBC Wind Loads -- Method 1 p= Ce*Cq•gsol IWW ni W IWR OWR t)I R OPR P= P= P= P= P= P= Wind Speed: 75 mph Exposure: C where; Ce = 1.06 @ 0 to' 15' Ce = 1.13 @ 15 to 20' 12.2 7.6 6.1 0.0 10.7 10.7 psf- @Oto 1 13.0 8.1 6.5 0.0 11.4 11.4 psf - @ 15 to 13.7 8.6 6.9 0.0 12.0 12.0 psf - @ 20 to 14.2 8.9 7.1 0.0 12.4 12.4 psf-@25 to 15.1 9.4 . 7.5 0.0 13.2 13.2 psf - @ 30 to 16.5 10.3 8.2 0.0 14.4 14.4 psf-@40 to Wind Loading @ Wall Lines 1-3, 4-5, B -C Mean Roof Height = 14.5 feet Uplift Pressure = 10.7 psf Wind Loading @ Wall Lines 3-4 Mean Roof Height = 17.0 feet Uplift Pressure = 11.0 psf nd Loading Wall Lines A -B Mean Roof Height = 17.0 feet Uplift Pressure = 11.0 psf Copyright 2001 - Spyder Software 5' Ce = Ce = Ce = Ce = Cq = Cq = 1.19 @ 20 to 25' 1.23 @ 25 to 30' 1.31 @ 30 to 40' 1.43 @ 40 to 60' 0.8 (IWW) Inward @ Windward Wali 0.5 (OLW) Outward @ Leeward Wall 20' 25' 30' 40' 60'. Fo = Cq = 0.4 (IWR) Inward @ Windward Roof Cq = 0 (OWR) Outward @ Windward Roof 10.00 .Cq = 0.7 (OLR) Outward @ Leeward Roof 4.50 Cq = 0.7 (OPR) Outward @ Parallel To Ridge 14.50 qs = 14.4 psf 4.00 I = 1 Importance Factor 4.00 Roof Slope = 12 Rise to 12 Horiz. Tributary Normal Resultant Horizontal Area Pressure Force 5.00 feet @ 12.2 psf = 61 lbs. (IWW) @ 0 to 15' 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @15 to 20' 5.00 feet @ 7.6 psf = 38 lbs. (OLW) @ 0 to 15' 9.00 feet @ 6.1 psf = 55 lbs. (IWR) @ 0 to 15' 9.00 feet @ 10.7 psf = 96 lbs. (OLR) @ 0 to 15' Fn = 1 2 SO nlf - hnriz_ Fo = Tributary Normal Area Pressure 10.00 feet @ 12.2 psf = 4.50 feet @ 13.0 psf = 14.50 feet @ 7.8 psf = 4.00 feet @ 6.3 psf = 4.00 feet @ 11.0 psf = Fo = Fn = Resultant Horizontal Tributary Normal Area Pressure 5.00 feet @ 12.2 psf = 0.00 feet @ 13.0 psf = 5.00 feet @ 7.8 psf = 14.50 feet @ 6.3 psf = 14.50 feet @ 11.0 psf = Fn = Resultant Horizontal Force 122 lbs. (IWW) @ 0 to 15' 59 lbs. (IWW) @15 to 20' 114 lbs. (OLW) @ 0 to 15' 25 lbs. (IWR) @ 0 to 15' 44 lbs. (OLR) @ 15 to 20' TAI nlf - hnA7 Resultant Horizontal Force 61 lbs. (IWW) @ 0 to 15' 0 lbs. (IWW) @15 to 20' 39 lbs. (OLW) @ 0 to 15' 91 lbs. (IWR) @ 0 to 15' 159 lbs. (OLR) @ 15 to 20' Z Sn nIf - h-17 2/21/2003 - Lateral Analysis - Sears Res. - R.C.E. job 2002.93 Page L2- 1997 2 1997 UBC Seismic Loads - Static Force Procedure where; V = (Cv*I)/(R*T) *W = 0.586 *W (Eqn 30-4) Z = 0.3 Zone 3 V = (2.5*Ca*I)/R *W = 0.164 *W (Eqn 30-5) 1 = 1.00 Importance Factor V = 0.11 *Ca*I *W = 0.059 *W (Eqn 30-6) hn = 17 feet R = 5.5 Plywood Shear Walls p= 0.164 *W (Eqn 30-5) governs Soil Profile Type So Seismic Source Type A Closest Distance Seismic Source n/a km Ct = 0.02 All other Buildings Foot print area, AB= 2906 ft` T = 0.167 (Method A) Ca = 0.36 Table 16-Q Cv = 0.54 Table 16-R Na = 1.00 Table 16-S Nv = 1.00 Table 16-T W = Building Weight Use 0% of Snow Load in the Seismic design. Seismic Roof Loading Tributary Weights = 56.00 feet of Roof @ 21.03 psf Wall Lines 1-2 10.00 feet of Ext. Wall @ 18.00 psf 9.00 feet of Int. Wall @ 8.00 psf 0.00 feet of Int. Floor @ 17.00 psf V Z34 p - honz. ULT 16/ pit - honz. Seismic Roof Loading Tributary Weights = 28.00 feet of Roof @ 21.03 psf Wall Lines 2-3 10.00 feet of Ext. Wall @ 18.00 psf 7.50 feet of Int. Wall @ 8.00 psf 0.00 feet of Int. Floor @ 17.00 psf V 136 plf - horiz. ULT pit - honz. Seismic Roof Loading Tributary Weights = 37.50 feet of Roof @ 21.03 psf Wall Lines 3-4 10.00 feet of Ext. Wall (Stucco) @ 18.00 psf 10.00 feet of Ext. Wall (Rock) @ 38.00 psf 0.00 feet of Int. Wall @ 17.00 psf V ZZI p or z. ULT 0.00 feet of Int. Floor @ 18.00 psf Pit onz. Seismic Roof Loading Tributary Weights = 28.00 feet of Roof @ 21.03 psf Wall Lines 4-5 10.00 feet of Ext. Wall @ 18.00 psf 9.00 feet of Int. Wail @ 8.00 psf 0.00 feet of Int. Floor @ 17.00 psf V = p onz. ULT Pit onz. Copyright 100/ - Spyder Software 2/21/2003 - Lateral Analysis - Sears Res. - R.C.E. Job 2002.93 Page L3 Seismic Roof Loading Tributary Weights = 85.00 feet of Roof @ 21.03 psf Wall Lines A -B 10.00 feet of Ext. Wali @ 18.00 psf 22.50 feet of Int. Wall @ 8.00 psf 0.00 feet of Int. Floor @ 17.00 psf V 351 pit - horiz. ULT 251 p or z. Seismic Roof Loading Tributary Weights = 28.00 feet of Roof @ 21.03 psf Wall Lines B -C 9.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int. Wall @ 8.00 psf 0.00 feet of Int. Floor @ 17.00 psf V 123 pit - honz. ULT BEI pit - nonz. Copyright 2001 - Spyder Software 2/21/2003 - Lateral Analysis - Sears Res. - R.C.E. job 2002.93 Page L' - Copyright 2001 - Spyder Software Lateral Load Summary Roof Level Loadings Wall Line ID Tributary Length (ft.) Unit Loads Seismic Wind OIL) (p.l.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case 1 12.25 167 250 2.05 3.07 Wind Controls 2 -South Side 12.25 167 250, 2.05 3.07 Wind Controls 2 -North Side 2.75 97 250 0.27 0.69 Wind Controls 3 -South Side 2.75 97 250 0.27 0.69 Wind Controls 3 -North Side 13.25 158 363 2.09 4.81 Wind Controls 4 -South Side 13.25 158 363 2.09 4.81 Wind Controls 4 -North Side 12.50 98 250 1.23 3.13 Wind Controls 5 12.50 98 250 1.23 3.13 Wind Controls A 13.75 251 350 3.45 4.81 Wind Controls B -West Side 13.75 251 350 3.45 4.81 Wind Controls B -East Side 14.00 88 250 1.23 3.50 Wind Controls C 14.00 88 250 1.23 3.50 Wind Controls Copyright 2001 - Spyder Software 2/21/2003 - Lateral Analysls - Sean Res - R.C.E. job 2002.093 2 st Level (UBC Section w x 8t . East-West Direction: Story Shear 11.26 kips PHD w DB x 81 B1 A.B. Level P Max 1.00 I Q7 x P05 I 8t SSTB 16 A.B. Wall ne ID • I Latera Load wall Height walla Length Pt Stress p rces Uniform Point p OTH orces est ng Uniform Point est ve OTM I et Force Comments Used 100% of Tabulated Values See Note (kips) (feet) (feet) (plf) (kln (kips) (foot -kips) (klf) (kips) (foot -kips) (kips) Simpson Products 2 2.31 Y. .00 w x 8t . lit Seismic PHD w DB x 81 B1 A.B. Level I . I Q7 x P05 I 8t SSTB 16 A.B. ist Level Seismic 8.00 5.00 0.11 120 4.82 0.144 1.62 0.639 PHD2 w/ DBL 2x POST 8t SST8I6 A.B. -PffffTw`T5Fn feet feet . 9. , 46--TlTF z PO ST B S S T 8 16 A. B. Wind 8.00 5.00 180 7.22 0.144 1.20 1.203 PHD2 w/ DBL 2x POST 8L SSTBI6 A.B. Horizontal Diaphragm n 8t tresses -7� Fast Side West Side Sill Plate Shear Anchorage for above wall line feet feet Bola. In. Cap acl kips)5 cin [ Di its ear a m. o.c. 2 2.31 Y. .00 w x 8t . lit Seismic PHD w DB x 81 B1 A.B. Level I . I PHDZw/UBLZx8a:55TBl6A.B. I st Level Wind 9.00 8.00 HorizontalDiaphragm Lengths 8t 5tresses 118 8.48 East Side West Side 4.67 0.477 Sill Plate Shear Anchorage for above wall line feet feet Bol[ Dia. in. CaRMI kl S acin tn. o.c. ear a .162 143"ITe-TWUM No Holdown Kequiredl I st Seismic Level 9.00 8.00 0.06 65 4.66 0.162 4.67 No Net Uplift' No Holdown Recluirecil t ( 1 6 5 D w B x 8 TBI A.B. Wind 9.00 8.00 165 11.86 0.162 3.46 1.050 PHD2 w/ DBL 2x POST 8t SSTBI6 A.B. Horizontal aphragmLengths et Stresses East Side West 51deL Sill Plate Shear Anchorage for above wall line feet feet Bol[ Dia. in. G cl kl S do U.A ShearWalliD CoPyrfshr 2001 - SOY*r So/hvare 3Q rn JI PHDZw/UBLZx8a:55TBl6A.B. I st Level Seismic 9.00 8.00 0.10 118 8.48 0.162 4.67 0.477 PHD2 w/ DBL 2x POST 8t SSTB16 A.B. 9. 46--TlTF PH D2 w/ DBL 2x POST 8t SSTB 16 A.B. Wind 9.00 8.00 275 19.80 0.162 3.46 2.043 PHD2 w/ DBL 2x POST at SSTBI6 A.B. orizontal Diaphragm Lengths 8t tresses East Side West Side Sill Plate Shear Anchorage for above wail line feet I (feet) Bolt DIa. in. G l ki acS acin ear a n. o.c. .12.00w x 8LA.B. n Level Seismic 9.00 13.00 0.12 133 15.53 0.072 5.48 0.773 PHD2 w/ DBL 2x POST bt SSTBI6 A.B. !T 18 34.31 .07 I PHD2w/ DOL x 8t BI A.B. Wind 9.00 13.00 318 37.17 • 0.072 4.06 2.547 PHD2 w/ DBL 2x POST at SSTBt 6 A.B. Horizontal Diaphragm Lengths st tresses Fast Side Wes[ Side Sill Plate Shear Anchorage for above wall line feet feet Bolt Dia. (in. Ca ci ki S in ishearWaillu n. o.c. .162 143"ITe-TWUM No Holdown Kequiredl I st Seismic Level 9.00 8.00 0.06 65 4.66 0.162 4.67 No Net Uplift' No Holdown Recluirecil t ( 1 6 5 D w B x 8 TBI A.B. Wind 9.00 8.00 165 11.86 0.162 3.46 1.050 PHD2 w/ DBL 2x POST 8t SSTBI6 A.B. Horizontal aphragmLengths et Stresses East Side West 51deL Sill Plate Shear Anchorage for above wall line feet feet Bol[ Dia. in. G cl kl S do U.A ShearWalliD CoPyrfshr 2001 - SOY*r So/hvare 3Q rn JI :,c".m.--fir*-^r..�,..�.�fT•.^snr.....�. -. _.,-. r�2r ._ .. .,,..... _ .- -�. •-+�_�^iia"'�-tgr.�:xr:?��c-„-,*^x:.aNgs�..?N*_ _..r-�«,.,,,.� v.. .s. _--•a+;r.�.,+��,.-. .. �-, ... .. ... ..._ ... , .., �. :��, 2/21/2003 - Lateral Analysis - Sears Res - R.C.E. Job 2002.093 B n Level (U BC Section 9.00 13.00 North-South Direction: Story Shear 9.36 kips 17.25 0.072 P Max 1.00 0.906 wDBL Zx P05T a[ 55TB16 A.B. Wall ne Lateral Walla Horizontal Diaphragm Lengths at Stresses all Applied OTM Fo rces Applied Forces ResisUng U I M Resistive Net Uplift Comments ID • Load Height Length Pr Stress Uniform Point OTM Uniform Point OTM Force Used 100% of Tabulated Values See Note (kips) (feet) (feet) 0.14 (plf) (kif) (kips) (foot -kips) (kif) (kips) (foot -kips (kips) Simpson Products B 4.68 9.00 13.00 0.16 147 17.25 0.072 . 0.906 wDBL Zx P05T a[ 55TB16 A.B. Ist Seismic Horizontal Diaphragm Lengths at Stresses East Side West Side Sill Plate Shear Anchorage for above wall line Level 9.00 8.00 0.14 161 11.56 0.162 4.67 0.862 PHD2 w/ DBL 2x POST at SSTBI6 A.B. 9.00 5.50 0.14 161 7.9S 0.162 2.21 1.044 PHD2 w/ DBL 2x POST 8E SSTBI6 A.B. 4. 9.00 5.00 0.16 4 6.63 .I 1.82 I. w DB x at 8 A.B. Wind 9.00 13.00 262 30.65 0.072 4.06 2.046 PHD2 w/ DBL 2x POST at 5STB16 A.B. Wind 9.00 6.00 224 16.12 0.162 3.46 1.583 PHD2 w/ DBL 2x POST at SSTB 16 A.B. 9.00 S.50 224 11.08 0.162 1.63 1.718 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Horliontal aphragm Lengdu et tresses -:E 9.00 7.25 East Side West Side 17.10 Sill Plate Shear Anchorage for above wall line 2.84 feet (feet) PHD2 w/ DBL 2x P05T at SSTB 16 A.B. L Bolt Dla. In. Ca ad ki 5 acin ear a 5.00 n. o.c. B 4.68 9.00 13.00 0.16 147 17.25 0.072 5.48 0.906 PHD2 w/ DBL 2x POST a< SSTBI6 A.B. I st Seismic Horizontal Diaphragm Lengths at Stresses East Side West Side Sill Plate Shear Anchorage for above wall line Level 9.00 6.50 0.16 147 8.62 0.162 3.08 0.853 PHD2 w/ DBL 2x POST at SSTB 16 A.B. 9.00 7.25 0.16 147 9.62 0.162 3.83 0.798 PHD2 w/ DBL 2x P05T at SSTBI6 A.B. 3.50 9.00 5.00 0.16 147 6.63 0.162 1.82 0.962 PHD2 w/ DBL 2x POST at SSTB 16 A.B. 8.32 9.00 13.00 262 30.65 0.072 4.06 2.046 PHD2 w/ DBL 2x POST at 5STB16 A.B. Wind 7.00 3.00 447 9.39 0.126 0.38 3.003 PHD2 w/ DBL 2x POST 8t SSTBI6 A.B. 9.00 6.50 262 15.33 0.162 2.28 2.007 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Horizontal Diaphragm Lengths H Stresses 9.00 7.25 262 17.10 0.162 2.84 1.967 PHD2 w/ DBL 2x P05T at SSTB 16 A.B. L Bolt Dia. in. capacity kl 5 In 9.00 5.00 262 11.79 0.162 1.35 2.088 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Hodzantal Diaphragm Lengths 8L Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. in. Capacity ki Spacing Shear Wall ID 2 0.500 0.818 36 in. o.c. C 3 2.00 24.50 0.04 50 2.46 0.036 9.72 No Net Uplift! No Holdown Required! I u mlcLevel0 2.65 0.126 PSe2.00 24.507.01 0.960 0.036 7.20 No Net Uplifd No Holdown Required! Lower nd Horizontal Diaphragm Lengths at Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet feet 7.00 Bolt Dia. In. Capacity (kips) Spacing 0.500 0.818 48 in. o.c. Shear Wall ID I 0.17 C 1.23 7.00 2.42 0.17 157 2.65 0.126 0.33 0.960 PHD2 w/ DBL 2x POST 8t SSTBI6 A.B. Lower Seismic Level 7.00 3.00 0.17 157 3.29 0.126 0.51 0.927 PHD2 w/ DBL 2x POSTS[ SSTBI6 A.B. 7.00 2.42 0.17 157 2.65 0.126 0.33 0.960 PHD2 w/ DBL 2x POST et SSTB 16 A.B. 3.50 7.00 2.42 447 7.57 0.126 0.25 3.017 PHD2 w/ DBL 2x POST at SSTB16 A.B. Wind 7.00 3.00 447 9.39 0.126 0.38 3.003 PHD2 w/ DBL 2x POST 8t SSTBI6 A.B. 7.00 2.42 447 7.57 0.126 0.25 3.027 PHD2 w/ DBL 2x POST at SST8I6 A.B. Horizontal Diaphragm Lengths H Stresses East Side West Side Sill Plate Shear Anchorage for above wall line 11 feet feet wg� L Bolt Dia. in. capacity kl 5 In 0.500 0.818 18 In. o.c. Shear Wall ID 5 Copyright ZOO • Spyder Software 30 COMPANY PROJECT WoodWorks� R. C. E. Sears Res. 3060 Thorntree Dr. Suite #10 Chico, CA 95973 (530) 894-8833 - fax (530) 894-8882 R.C.E. 2002.093 Feb. 21, 2003 08:18:27 FG -1 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full Area 17 (13.00) No Live Full Area 90 (13.00) No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : Ll zS LS LN 0' 5' 10' 15' 20' Lumber n -ply, S -P -F, No.1/No.2, 2x10", 5-Plys Self Weight of 14.02 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC #### WARNING: Member length exceeds typical stock length of 18.0 (ft] SECTION vs. DESIGN CODE'NDS-1997: (stress=psi, and in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 875 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 Fb'-= 875 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 FIV., = 70 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 925 1.00 1.00 - E' = 1.9 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 1957 lbs -ft Bending(-): LC# 2 = D+L, M = 2022 lbs -ft Shear LC# 2 = D+L, V = 2292, V@d = 1710 lbs Deflection: LC# 2 = D+L EI= 138.50e06 lb-int/ply Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. Dead 962 Value 1393 Value 1091 Shear 1393 37 962 Live 1021 = 0.53 2971 fb = 2919 Fb' = 2971 2 1021 Total 1983 227 9319 Dead 962 Value 1393 Value 1091 Shear 1393 37 962 Live 1021 = 0.53 2971 fb = 2919 Fb' = 2971 fb/Fb' 1021 Total 1983 227 9319 1107 3505 = 0.21 9319 0.01 = 1983 Bearing: Length 1.0 1.9 Total Defl'n 1.1 <L/999 1.9 L/290 1.0 Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 37 Fv' = 70 fv/Fv' = 0.53 Bending(+) fb = 163 Fb' = 1107 fb/Fb' = 0.15 Bending(-) fb = 227 Fb' = 1107 fb/Fb' = 0.21 Live Defl'n 0.01 = <L/999 0.17 = L/360 0.03 Total Defl'n 0.01 = <L/999 0.25 = L/290 0.03 P� T5 Z COMPANY PROJECT R. C. E. Sears Res. WoodWorks� 3060 Thorntree Dr. Suite #10 Chico, CA 95973 (530) 894-8833 - fax (530) 894-8882 R.C.E. 2002.093 Feb. 21, 2003 08:18:36 FJ1 Design Check Calculation Sheet i nanS• (Ibs. osf, or plf ) Load Type Distribution Magnitude Location [ft] 1pattern V 108 Total Start End Start End Load? 1 Dead IFull Area 25 (16.0) Length No 2 Constr.1 Full Area 12 (16.0) 1.00 No -'i1XVUldLy Y XU111 V-11 MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 13'-6" Dead 244 Design Value 244 Live 108 V 108 Total 352 Bending(+) Live Defl'n 352 Bearing: fb/Fb' = 0.48 0.19 2 1.0 Length 1.0 0.56 2 Lumber -soft, S -P -F, No.1/No.2, 2x10" Spaced at 16" c/c; Self Weight of 2.8 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC CFf.TInN vc_ DESIGN CODE NDS -1997- ( stress=osi. and in t Criterion w Analysis Value Design Value Analysis/Design Shear fv @d = 34 Fv' = 87 fv/Fv' = 0.38 LC# Bending(+) Live Defl'n fb = 666 0.09 = <L/999 Fb' = 1384 0.45 = L/360 fb/Fb' = 0.48 0.19 2 Total Defl'n 0.36 = L/428 0.67 = L/240 0.56 2 Fcp'= 425 1.00 1.00 - ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= B75 1.25 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 FV' = 70 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 425 1.00 1.00 - E' = 1.4 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 1187 lbs -ft Shear : LC# 2 = D+C, V = 352, V@d = 311 lbs Deflection: LC# 2 = D+C EI= 138.50e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln Live. (D=dead L=live S=snow w=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. X33 COMPANY PROJECT R. C. E. Sears Res. WoodWorks Chic , CA gree Dr. Suite #10 Chico, CA 95973 iOFI ANFron woos nl: wN (530) 894-8833 - fax (530) 894-8882 R.C.E. 2002.093 Feb. 21, 2003 08:18:45 Q-05 Design Check Calculation Sheet i nen-q- ( lbs. osf. or Dlf ) Load Type Distribution Magnitude Location [ft] Pattern fv @d = 121 938 Total Start End Start End Load? 1 Dead Point 1708 3.50 No 2 Constr.1 Point 1206 3.50 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : r%. 4,-6„ Dead 395 Desi n Value 1343 Live 268 fv @d = 121 938 Total 663 Bending(+) Live Defl'n 2281 Bearing: fb/Fb' = 0.22 0.05 2 1.1 Len th 1.0 0.10 - Glulam-Simple, VG West.DF, 24F -V4,3 -1/8x9" Self Weight of 6.68 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Anal sis'Value Desi n Value Analysis/Design Cr LC# Shear fv @d = 121 FO = 237 fv/Fv' = 0.51 1.00 2 Bending(+) Live Defl'n fb = 648 0.01 = <L/999 Fb' = 3000 0.15 = L/360 fb/Fb' = 0.22 0.05 2 Total Defl'n 0.02 = <L/999 0.22 = L/240 0.10 - E' = 1.8 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 F1' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 2279 lbs -ft Shear : LC# 2 = D+C, V = 2259, V@d = 2264 lbs Deflection: LC# 2 = D+C EI= 341.7le06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). P 6 `t Dead COMPANY PROJECT WoodWorks® R. C. E. 3060 Thorntree Dr. Suite #10 Sears Res. Shear Chico, CA 95973 Total 1039 (530) 894-8833 - fax (530) 894-8882 R.C.E. 2002.093 Bearing: Length Feb. 21, 2003 08:18:56 Q-12.5 Design Check Calculation Sheet Fb' = LOADS: ( lbs, psf, or plf ) fb/Fb' Load Type Distribution Magnitude Location [ft] Pattern Live Defl'n Start End Start End Load? <L/999 1 Dead Trapezoidal 63 126.00 0.00 6.00 No L/360 2 Constr. Trapezoidal 96 96.00 0.00 6.00 Yes 0.27 3 Dead Trapezoidal 126 63.00 6.00 12.00 No 0.33 = 9 Constr. Trapezoidal 0.60 = MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0. 12' Yes Glulam-Simple, VG West.DF, 24F -V4,3 -1/8x9" Self Weight of 6.68 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in). ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 EIV ' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 3991 lbs -ft Shear : LC# 2 = D+C, V = 1039, V@d = 999 lbs Deflection: LC# 2 = D+C EI= 341.71e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Dead 607 Value 607 Live 432 Shear 432 Total 1039 237 1039 Bearing: Length 1.0 fb = 1.0 Fb' = 3000 fb/Fb' = 0.33 Live Defl'n 0.11 = <L/999 0.40 = L/360 0.27 Total Defl'n 0.33 = L/932 0.60 = L/290 96 98.00 6.00 12.00 Yes Dead 607 Value 607 Live 432 Shear 432 Total 1039 237 1039 Bearing: Length 1.0 fb = 1.0 Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 50 Fv' = 237 fv/Fv' = 0.21 Bending(+) fb = 979 Fb' = 3000 fb/Fb' = 0.33 Live Defl'n 0.11 = <L/999 0.40 = L/360 0.27 Total Defl'n 0.33 = L/932 0.60 = L/290 0.55 P� as Criterion COMPANY PROJECT Design WoodWorks® R. C. E. Dr. Suite #10 Sears Res. fv @d = 77 Chico, CA 95973 Chic , CA 959 237 fv/Fv' 50FFN'ARF FOR WOOD (530) 894-8833 - fax (530) 894-8882 R.C.E. 2002.093 795 Fb' = Feb. 21, 2003 08:19:04 Q-24 = 0.26 Design Check Calculation Sheet fb = LOADS: ( lbs, psf, or plf ) Fb' = Load Type Distribution Magnitude Location [ft] Pattern fb/Fb' Start End Start End Load? Live Defl'n 1 Dead Partial Area 21 (6.00) 0.00 12.00 No <L/999 2 Constr. Partial Area 16 (6.00) 0.00 12.00 Yes 1.0 3 Dead Trapezoidal 126 63.00 12.00 18.00 No 1.3 4 Constr. Trapezoidal 96 98.00 12.00 18.00 Yes 1.0 *Tributary Width (ft) 0.60 = MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 01 12' 18' Dead 650 1568 Live 980 1132 174 Uplift 211 Total 1130 2699 154 Bearing: Length Glulam-Simple, VG West.DF, 24F -V4, 34/8x9" Self Weight of 6.68 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fb'-= 1200 1.25 1.00 1.00 0.989 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Bending(+): LC# 3 = D+C (pattern: C_), M = 2794 lbs -ft Bending(-): LC# 2 = D+C, M = 3009 lbs -ft Shear : LC# 2 = D+C, V = 1623, V@d = 1451 lbs Deflection: LC# 3 = D+C (pattern: C_) EI= 341.71e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 77 Fv' = 237 fv/Fv' = 0.33 Bending(+) fb = 795 Fb' = 3000 fb/Fb' = 0.26 Bending(-) fb = 856 Fb' = 1989 fb/Fb' = 0.58 Live Defl'n 0.08 = <L/999 1.0 1.3 Total Defl'n 1.0 Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 77 Fv' = 237 fv/Fv' = 0.33 Bending(+) fb = 795 Fb' = 3000 fb/Fb' = 0.26 Bending(-) fb = 856 Fb' = 1989 fb/Fb' = 0.58 Live Defl'n 0.08 = <L/999 0.90 = L/360 0.20 Total Defl'n 0.23 = L/623 0.60 = L/290 0.39 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load WoodWorks® Distribution COMPANY R. C. E. 3060 Thorntree Dr. Suite #10 PROJECT Sears Res. Pattern Load? 1 Dead Chico, CA 95973 0 126.00 0.00 8.50 No 2 (530) 894-8833 - fax (530) 894-8882 R.C.E. 2002.093 0 96.00 0.00 8.50 No Feb. 21, 2003 08:19:14 W-23 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1 Dead Triangular 0 126.00 0.00 8.50 No 2 Constr. Triangular 0 96.00 0.00 8.50 No 3 Dead- Triangular 0 126.00 8.50 17.00 No 9 Constr. Triangular 0 96.00 8.50 17.00 No 5 Dead Point 776 8.50 No 6 Constr.1 Point 1 679 1 8.50 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0. 17' Dead 910 Desi n Value 1088 Live 677 = 65 813 Total 1587 Bending(+) 1901 Bearing: fb/Fb' = 0.56 1.00 2 Live Defl'n Length 1.0 096Total 1.0- Glulam-Simple, VG West.DF, 24F -V4, 3-1/8x12" Self Weight of 8.91 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Value Desi n Value Anal sis/Desin Shear = 65 Fv' = 237 fv/Fv' = 0.27 Cr LC# Bending(+) rAnalis = 1673 Fb' = 3000 fb/Fb' = 0.56 1.00 2 Live Defl'n = L/769 0.57 = L/360 096Total 2 Defl'n = L/267 0.85 = L/290 0.90 - E' = 1.8 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 10957 lbs -ft Shear : LC# 2 = D+C, V = 1826, V@d = 1631 lbs Deflection: LC# 2 = D+C EI= 809.99e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). r E7 WoodWorks® COMPANY R. C. E. 3060 Thorntree Dr. Suite #10 PROJECT Sears Res. Chico, CA 95973 Shear (530) 894-8833 - fax (530) 894-8882 R.C.E. 2002.093 Fv' = Feb. 21, 2003 08:19:25 W -23a Design Check Calculation Sheet fb = LOADS: ( lbs, psf, or pif ) Fb' = Load Type Distribution Magnitude Location [ft] Pattern 1.9 Start End Start End Load? 1. 9 1 Dead Full Area 21 (12.00) No 0.57 = 2 Constr. Full Area 16 (12.00) No 0.79 *Tributary Width (ft) 1.35 = MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0.85 = 0' zi 17' Dead 2218 221 8 Live 1632 1632 Total 3850 3850 Bearing: Length Glulam-Simple, VG West.DF, 24F -V4, 3-1/8x12" Self Weight of 8.91 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC This section FAILS the design check #### WARNING: This section violates the following design criteria: #### Deflection SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 16361 lbs -ft Shear : LC# 2 = D+C, V = 3850, V@d = 3397 lbs Deflection: LC# 2 = D+C EI= 809.99e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Shear fv @d = 136 Fv' = 237 fv/Fv' = 0.57 Bending(+) fb = 2618 Fb' = 1.9 Live Defl'n 1. 9 Shear fv @d = 136 Fv' = 237 fv/Fv' = 0.57 Bending(+) fb = 2618 Fb' = 3000 fb/Fb' = 0.87 Live Defl'n 0.95 = L/957 0.57 = L/360 0.79 Total Defl'n 1.35 = L/150 0.85 = L/290 1.59 COMPANY PROJECT R. C. E. Sears Res. WoodWorks© 3060 Chico, or 95973 r. Suite #10 Chico, CA 95973 SOFMAREFOR WOODDF:SIGN (530) 894-8833 - fax (530) 894-8882 R.C.E. 2002.093 Feb. 21, 2003 08:19:35 WW -06 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pattern fv @d = 21 272 Total Start End Start End Load? 1 Dead Point 1135 2.75 No 2 Constr. Point 545 2.75 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : n' 5' -6 - Dead 608 Design Value 608 Live 272 fv @d = 21 272 Total 880 Bending(+) 880 Bearing: fb/Fb' = 0.08 1.00 2 Live Defl'n Length 1.0 0.01 1.0 Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x12" Self Weight of 14.61 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 21 Fv' = 237 fv/Fv' = 0.09 Cr LC# Bending(+) fb = 231 Fb' = 3000 fb/Fb' = 0.08 1.00 2 Live Defl'n 0.00 = <L/999 0.18.= L/360 0.01 2 Total Defl'n 0.01 = <L/999 0.28 = L/240 0.09 - E' = 1.8 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 2365 lbs -ft Shear : LC# 2 = D+C, V = 880, V@d = 866 lbs Deflection: LC# 2 = D+C EI=1328.38e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). � v i COMPANY PROJECT R. C. E. Sears Res. WoodWorks° 3060 Chico, or 95973 r. Suite #10 Chico, CA 95973 SoilWARF 10R worn D"WN (530) 894-8833 - fax (530) 894-8882 R.C.E. 2002.093 Feb. 21, 2003 08:19:43 WW -11 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv @d = 44 536 Total Start End Start End Load? 1 Dead Point 2415 5.25 No 2 Constr. Point 1072 5.25 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 10'-6" Dead 1284 Design Value 1284 Live 536 fv @d = 44 536 Total 1820 Bending(+) 1820 Bearing: Length 1.0 1.00 2 1.0 IGlulam-Simple, VG West.DF, 24F -V4,5 -1/8x12" Self Weight of 14.61 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 44 Fv' = 237 fv/Fv' = 0.19 Cr LC# Bending(+) fb = 913 Fb' = 3000 fb/Fb' = 0.30 1.00 2 Live Defl'n 0.03 = <L/999 0.35 = L/360 0.10 2 Total Defl'n 0.15 = L/830 0.52 = L/240 0.29 - E' = 1.8 million 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 9355 lbs -ft Shear : LC# 2 = D+C, V = 1820, V@d = 1806 lbs Deflection: LC# 2 = D+C EI=1328.38e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Pe,I 13l o WoodWo rks�' COMPANY R. C. E. 3060 Thorntree Dr. Suite #10 PROJECT Sears Res. Chico, CA 95973 n SOF/WAREMM WOODD .51I N (530) 894-8833 - fax (530) 894-8882 R.C.E. 2002.093 Fv' = Feb. 21, 2003 08:19:53 WW -12 Design Check Calculation Sheet fb = LOADS: ( lbs, psf, or plf ) Fb' = Load Type Distribution Magnitude Location [ft) Pattern fb/Fb' = 0.23 Start End Start End Load? 0.05 = 1 Dead Full Area 21 (12.00) No 0.37 = 2 Constr. Full Area 16 (12.00) No 0.13 'Tributary Width (ft) 0.15 = MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0.55 = 0' Ll 11' Dead 1966 1966 Live 1056 1056 Total 2522 2522 Bearing: Len th 1.0 1.0 Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x12" Self Weight of 14.61 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Desi n Value Anal sis/Desi ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# . Fb'+= 2900 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 F"F= 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 6936 lbs -ft Shear : LC# 2 = D+C, V = 2522, V@d = 2069 lbs Deflection: LC# 2 = D+C EI=1328.38e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: , 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). n Shear fv @d = 50 Fv' = 237 fv/Fv' = 0.21 Bending(+) fb = 677 Fb' = 3000 fb/Fb' = 0.23 Live Defl'n 0.05 = <L/999 0.37 = L/360 0.13 Total Defl'n 0.15 = L/899 0.55 = L/290 0.27 �Cj- F_-�'I WoodWorks® COMPANY R. C. E. 3060 Thorntree Dr. Suite #10 PROJECT Sears Res. Magnitude Chico, CA 95973 Pattern Fv' = 237 (530) 894-8833 - fax (530) 894-8882 R.C.E. 2002.093 Start End Feb. 21, 2003 08:20:09 X-09 Design Check Calculation Sheet Dead LOADS: (!bs, psf, or plf ) 21 (6.00) Total De No 2 Constr. Full Area 16 (6.00) Yes *Tributary width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 8'-6" Glulam-Simple, VG West.DF, 24F -V4,3 -118x13-1/2" Self Weight of 10.02 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 2095 lbs -ft Shear : LC# 2 = D+C, V = 986, V@d = 725 lbs Deflection: LC# 2 = D+C EI=1153.28e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions.of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Load Type Distribution Magnitude Location [ft) Pattern Fv' = 237 408 Total Start End Start End Load? 1 Dead Full Area 21 (6.00) Total De No 2 Constr. Full Area 16 (6.00) Yes Dead 578 Design Value 578 Live 408 Fv' = 237 408 Total 986 Fb' = 3000 986 Bearing: Length. 1.0 0.28 = L/360 1.0 Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 26 Fv' = 237 fv/Fv' = 0.11 Bending(+) fb = 265 Fb' = 3000 fb/Fb' = 0.09 Live De fl 0.01 = <L/999 0.28 = L/360 0.03 Total De 0.03 0.03 = <L/999 0.93 = L/290 0.07 P R►Z. A42111111111 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution COMPANY PROJECT Pattern WoodWorks� 400 R. C. E. Dr. Suite #10 Sears Res. Start End Load? 1 Chic , CA 959 Chico, CA 95973 Full Area 21 (6.00)No aorrwnasmn woGnnr:sw,N 1024 (530) 894-8833 - fax (530) 894-8882 R.C.E. 2002.093 Full Area 16 (6.00) 336 Feb. 21, 2003 08:20:18 X-19 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] I Pattern Live 400 43 Start End Start End Load? 1 Dead Full Area 21 (6.00)No Fb' = 1024 2 Constr. Full Area 16 (6.00) 336 Yes -rriDULary wiuLir tier MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : n' 10'-6" 12'-9" Dead 566 Value 1708 Value Analysis/Design Live 400 43 1206 237 fv/Fv' Uplift Bending(+) fb = 254 Fb' = 1024 Total 966 Bending(-) 2914 336 Fb' = Bearing: fb/Fb' = 0.23 Live Defl'n 0.01 = <L/999 Length 1.0 1.4 Total Defl'n 0.0 Glulam-Simple, VG West.DF, 24F -V4,3 -1/8x13-1/2" Self Weight of 10.02 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d =• 43 Fv' = 237 fv/Fv' = 0.18 Bending(+) fb = 254 Fb' = 3000 fb/Fb' = 0.08 Bending(-) fb = 336 Fb' = 1492 fb/Fb' = 0.23 Live Defl'n 0.01 = <L/999 0.35 = L/360 0.03 Total Defl'n 0.04 = <L/999 0.52 = L/240 0.07 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fb'-= 1200 1.25 1.00 1.00 0.994 1.00 1.000 1.00 . 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 2006 lbs -ft Bending(-): LC# 2 = D+C, M = 2659 lbs -ft Shear : LC# 2 = D+C, V = 1471, V@d = 1210 lbs Deflection: LC# 2 = D+C EI=1153.28e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 113 points of a span (NDS Table 5.3.2). 3. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). (5-" . _�, - 1-.) I J COMPANY PROJECT R. C. E. Sears Res. WoodWorks® 3060 Thorntree Dr. Suite #10 Chico, CA 95973 (530) 894-8833 - fax (530) 894-8882 R.C.E. 2002.093 Feb. 21, 2003 08:20:27 XX -25 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1 Dead Point 1820 .12.00 No 2 Constr. Point 1354 12.00 Yes 3 Dead Point 1568 6.00 No 4 Constr. Point 1132 6.00 Yes 5 Constr. Point 1132 18.00 Yes 6 Dead Point 1568 1 18.00 1 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 18' 24' Dead 1344 Value 5324 Value Analysis/Des n Live 892 81 3667 237 fv/Fv' = 0.34 Uplift fb = 1012 Fb' = 3000 2259 Total 2236 1068 8992 1492 fb/Fb' = 0.72 Bearing: 0.13 = <L/999 0.60 = L/360 0.22 Len th 1.0 'L/521 2.7 L/240 0.0 Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x13-1/2" Self Weight of 16.43 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC #### WARNING: point loads applied at support locations only affect maximum reactions and bearing lengths. The point loads have been added to the reactions without regard for load patterns. SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Des n Shear fv @d = 81 Fv' = 237 fv/Fv' = 0.34 Bending(+) fb = 1012 Fb' = 3000 fb/Fb' = 0.34 Bending(-) fb = 1068 Fb' = 1492 fb/Fb' = 0.72 Live Defl'n 0.13 = <L/999 0.60 = L/360 0.22 Total Defl'n 0.41 = 'L/521 0.90 = L/240 0.46 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fb'-= 1200 1.25 1.00 1.00 0.994 1.00 1.000 1.00 1.00 2 FV' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 13122 lbs -ft Bending(-): LC# 2 = D+C, M = 13853 lbs -ft Shear : LC# 2 = D+C, V = 3761, v@d = 3742 lbs Deflection: LC# 2 = D+C EI=1891.38e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT R. C. E. Sears Res. WoodWorks° Chicree Dr. Suite #10 Chico,, CA CA 95973 ,.wr/WARE/'OR Wf)on (530) 894-8833 - fax (530) 894-8882 R.C.E. 2002.093 Feb. 21, 2003 08:20:37 Y-15 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft) Start End Pattern Load? Shear 1 Total Dead Full Area 25 (5.50)No Bearing: Length 1.0 2 Constr. Full Area 12 (5.50) 0.02 = <L/999 No 0.06 'Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 01 12'-6" Dead 929 Analysis Value 929 Live 412 Shear 412 Total 1341 E' = 1.8 million 1.00 1.00 1341 Bearing: Length 1.0 fb/Fb' = 0.14 1.0 Glulam-Simple, VG West.DF, 24F -V4,3 -1/8x15" Self Weight of 11.13 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) ADDITIONAL DATA: Criterion Analysis Value Design Value Analysis/Design 2 Shear fv @d = 34 Fv' = 237 fv/Fv' = 0.14 E' = 1.8 million 1.00 1.00 Bending(+) fb = 429 Fb' = 3000 fb/Fb' = 0.14 Deflection: LC# 2 = D+C EI=1582.01e06 lb-in2 Live Defl'n 0.02 = <L/999 0.42 = L/360 0.06 (All LC's are listed in the Analysis output) Total Defl'n 0.10 = <L/999 0.63 = L/240 0.16 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 4192 lbs -ft Shear : LC# 2 = D+C, V = 1341, V@d = 1073 lbs Deflection: LC# 2 = D+C EI=1582.01e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). • I P1� COMPANY PROJECT WoodWorks® R. C. E. Sears Res. 3060 Thorntree Dr. Suite #10 Chico, CA 95973 T (530) 894-8833 - fax (530) 894-8882 R.C.E. 2002.093 Feb. 21. 2003 08:20:46 Y-23 Design Check Calculation Sheet LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pattern Shear 60 Total Start End Start End Load? 1 Dead Full Area 25 (5.50) 3000 No 2 Constr. Full Area 12 (5.50) L/360 No -ir1DULdry WluLn %Llf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' /V Dead 1486 value 86 Live 660 Shear 60 Total 2146 237/Fv' ;2146 Bearing: Len th.1 fb = 1099 Fb' = Glulam-Simple, VG West.DF, 24F -V4, 3-1/8x15" Self Weight of 11.13 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC I SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion jAnalysis value IDesign Value7fb/Fb' sis/Desi n Shear fv @d = 60 Fv' = 237/Fv' = 0.25 Bending(+) fb = 1099 Fb' = 3000 = 0.37 Live Defl'n 0.15 = <L/999 0.67 = L/360 0.23 Total Defl'n 0.66 = L/365 1.00 = L/240 0.66 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 10732 lbs -ft Shear : LC# 2 = D+C, V = 2146, V@d = 1878 lbs Deflection: LC# 2 = D+C EI=1582.O1eO6 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software Company Info I R. C. E. (Project: 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 I Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: E-mail: cj@r-c-e.com [Footing Id: Beam Y-23 FOUNDATION PARAMETERS 2/21/2003 8:15:43 AM Project Info Sears Res. 2002.093 F1 Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ...................................................... ConcreteCover ...................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength ................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ FootingWidth ................................... . ................ FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Transverse Bottom Reinforcement Required Inside Column Strip....... Transverse Bottom Reinforcement Required Outside Column Strip...... Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing: ............................................ Seismic Load Soil Bearing .......................................... LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.000 ksf 1.330 ksf 1.330 ksf 1.00 ft. 2:28 ft. 12.00 in. 7.97 psi 2.52 psi ASTM -A615 .00 int 00 int 00 int 1.000 ksf 1.000 ksf 1.000 ksf 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.0EQ 0.9DL + 1.0EQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.49 0.00 0.00 Live Load 0.66 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 12.00" X W = 1.00' Cover = 3.00" Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/21/2003 8:15:49 AM i F Z Company Info I Project Info' R. C. E. (Project: Sears Res. 3060 Thorntree Dr.; Suite 10 ILocation: Chico, CA, 95973 i I Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: 2002.093 E-mail: cj@r-c-e.com (Footing Id: F2 Beam WW -06 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................:.................................. 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.000 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.330 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.330 ksf Footing Width ...................................................... 2.50 ft. FootingLength ..................................................... 2.50 ft. Footing Depth ...................................................... 12.•00 in. Punching Shear Stress .............................................. 12.40 psi BeamShear Stress .................................................. 3.39 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 in' Transverse Bottom Reinforcement Required for Strength .............. .00 in' Gravity Only Soil Bearing .......................................... .878 ksf Wind Load Soil Bearing... ... ............................... .878 ksf Seismic Load Soil Bearing .......................................... .878 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 4.31 0.00 0.00 Live Load 0.81 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 12.00" X W = 2.50' - - -- Cover = 3.00" Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/21/2003 8:15:56 AM 3 Company Info I Project Info R. C. E. (Project: Sears Res. 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: 2002.093 E-mail: cj@r-c-e.com (Footing Id: F3 Beam XX -25 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.000 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.330 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.330 ksf FootingWidth ...................................................... 3.50 ft. Footing Length ..................................................... 3.50 ft. Footing Depth ...................................................... 18.00 in. Punching Shear Stress .............................................. 9.85 psi Beam Shear Stress .................................................. 1.87 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .10 int (1-#4) Transverse Bottom Reinforcement Required for Strength .............. .10 in' (1-#4) Gravity Only Soil Bearing .......................................... .824 ksf Wind Load Soil Bearing ............................................. .824 ksf Seismic Load Soil Bearing .......................................... .824 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 5.32 0.00 0.00 Live Load 3.67 0.00 0.00 Wind Load 0.00 0.00, 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 18.00" X W = 3.50' _ As = 1-#4 Bars As = 1-#9 Bars /Cover = 3.00" Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/21/2003 8:16:02 AM Company Info I Project Info R. C. E. (Project: Sears Res. 3060 Thorntree Dr.; Suite 10 ILocation: Chico, CA, 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: 2002.093 E-mail: cj@r-c-e.com (Footing Id: F4 Beam FG -1 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Transverse Bottom Reinforcement Required for Strength .............. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: f -,j F4 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.000 ksf 1.330 ksf 1.330 ksf 2.25 ft. 2.25 ft. 12.00 in. 10.62 psi 2.22 psi ASTM -A615 00 in' 00 int .905 ksf .905 ksf .905 ksf 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.0EQ 0.9DL + 1.0EQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.31 0.00 0.00 Live Load 2.97 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d = 12.00" X Cover = 3.00" W = 2.25' Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software Company Info 1 R. C. E. (Project: 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: E-mail: cj@r-c-e.com IFooting Id Beam Q-05 FOUNDATION PARAMETERS 2/21/2003 8:16:08 AM Project Info Sears Res. 2002.093 F5 Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.000 ksf Wind Load Soil Bearing Strength, (1.33 increase)................... 1.330 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.330 ksf FootingWidth ....................................................... 2.00 ft. Footing Length ..................................................... 2.00 ft. FootingDepth ........................................................ 12.00 in. Punching Shear Stress .............................................. 4.98 psi Beam Shear Stress .................................................. .35 psi Reinforcing Standards per ........................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 in= Transverse Bottom Reinforcement Required for Strength .............. .00 in' Gravity Only Soil Bearing .......................................... .630 ksf Wind Load Soil Bearing ............................................. .630 ksf Seismic Load Soil Bearing ........................................... .630 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.34 0.00 0.00 Live Load 0.94 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0'.00 0.00 0.00 d= 12.00" X W = 2.00' Cover = 3.00" Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/21/2003 8:16:19 AM 1� F� Company Info I Project Info R. C. E. (Project: Sears Res. 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 Phone: (530) 899-8833 (Client: Fax: (530) 899-8882 (Job No.: 2002.093 E-mail: cj@r-c-e.com (Footing Id: F6 Beam Q-05+Wwll FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock ConcreteCover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 90.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength....................................1.000 ksf Wind Load Soil'Bearing Strength, (1.33 increase) ................... 1.330 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.330 ksf FootingWidth ... ................................................... 2.50 ft. Footing Length ..................................................... 2.50 ft. FootingDepth ...................................................... 12.00 in. Punching Shear Stress .............................................. 10.57 psi BeamShear Stress ................................................... 2.85 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 int Transverse Bottom Reinforcement Required for Strength .............. .00 int Gravity Only Soil Bearing .................................. .720 ksf Wind Load Soil Bearing .......................................... .720 ksf Seismic Load Soil Bearing .......................................... .720 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.9DL 1.9DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.63 0.00 0.00 Live Load 1.50 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 12.00" X W = 2.50' i / Cover = 3.00" F Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software Company Info I R. C. E. (Project: 3060 Thorntree Dr.; Suite 10 ILocation: Chico, CA, 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: E-mail: cj@r-c-e.com (Footing Id: Beam Q-05+Wwll FOUNDATION PARAMETERS 2/21/2003 8:16:19 AM f2c, f-7 Project Info Sears Res. 2002.093 F7 Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ FootingWidth ....................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Transverse Bottom Reinforcement Required Inside Column Strip....... Transverse Bottom Reinforcement Required Outside Column Strip...... Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................... Seismic Load Soil Bearing .......................................... 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.000 ksf 1.330 ksf 1.330 ksf 1.00 ft. 1.23 ft. 24.00 in. n/a psi 2.95 psi ASTM -A615 00 int 00 in 00 in 1.000 ksf 1.000 ksf 1.000 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL +,1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 0.68 0.00 0.00 Live Load 0.40 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 24.00" X W = 1.00' Cover = 3.00" Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/21/2003 8:16:25 AM fg, 1 v Company Info I R. C. E. (Project: 3060 Thorntree Dr.; Suite 10 ILocation: Chico, CA, 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: E-mail: cj@r-c-e.com (Footing Id Beam w23 FOUNDATION PARAMETERS Project Info Sears Res. 2002.093 F8 Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ....................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per.... ................................... Longitudinal Bottom Reinforcement Required for Strength............ Transverse Bottom Reinforcement Required Inside Column Strip....... Transverse Bottom Reinforcement Required Outside Column Strip...... Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.000 ksf 1.330 ksf 1.330 ksf 1.00 ft. 1.82 ft. 24.00 in. n/a psi 2.95 psi ASTM -A615 .00 in= .00 int .00 in' 1.000 ksf 1.000 ksf 1.000 ksf 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.00 0.00 0.00 Live Load 0.60 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 24.00" X W = 1.00' / Cover = 3.00" i Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software Company Info I R. C. E. (Project: 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: E-mail: cj@r-c-e.com IFooting Id Beam Y15 FOUNDATION PARAMETERS 2/21/2003 8:16:30 AM P9 f Project Info Sears Res. 2002.093 F9 Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ...................................................... Concrete Cover ...................................................... Steel Ultimate Strength, Fy.....................................:.. ColumnSize ........................................................ Allowable Soil Bearing Strength ................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Transverse Bottom Reinforcement Required Inside Column Strip....... Transverse Bottom Reinforcement Required Outside Column Strip...... Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.000 ksf 1.330 ksf 1.330 ksf 1.00 ft. 1.53 ft. 24.00 in. n/a psi 2.95 psi ASTM -A615 .00 in= 00 int 00 int 1.000 ksf 1.000 ksf 1.000 ksf 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL +. 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 0.93 0.00 0.00 Live Load 0.42 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 24.00" X W = 1.00' Cover = 3.00" k Foot2000 v2.1.63, Copyright Q 1999-2001 Spyder Software E, Company Info I R. C. E. (Project: 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 I Phone: (530) 894-8833 (Client: s Fax: (530) 894-8882 (Job No.: E-mail: cj@r-c-e.com IFooting Id Beam Q24 FOUNDATION PARAMETERS 2/21/2003 8:16:38 AM F,( F10 Project Info Sears Res. 2002.093 F10 Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ....................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ FootingWidth ....................................................... FootingLength ..................................................... FootingDepth ...................................................... PunchingShear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Transverse Bottom Reinforcement Required Inside Column Strip....... Transverse Bottom Reinforcement Required Outside Column Strip...... Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.000 ksf 1.330 ksf 1.330 ksf 1.00 ft. 1.36 ft. 24.00 in. n/a psi 2.95 psi ASTM -A615 .00 int .00 in' .00 int 1.000 ksf 1.000 ksf 1.000 ksf 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL.+ 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 0.70 0.00 0.00 Live Load 0.50 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 24.00" X W = 1.00' Cover = 3.00" Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/21/2003 8:16:44 AM fGi F-11 Company Info I Project Info R. C. E. (Project: Sears Res. 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 Phone: (530) 894-8833 ]Client: Fax: (530) 894-8882 (Job No.: 2002.093 E-mail: cj@r-c-e.com (Footing Id: Fll Beam w12 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover............ 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in Allowable Soil Bearing Strength .................................... 1.000 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.330 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.330 ksf Footing Width ...................................................... 1.00 ft. FootingLength ..................................................... 2.95 ft. FootingDepth....... ............................................ 24.00 in. Punching Shear Stress .............................................. 2.51 psi Beam Shear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 int Transverse Bottom Reinforcement Required Inside Column Strip....... .00 int Transverse Bottom Reinforcement Required Outside Column Strip...... .00 in' Gravity Only Soil Bearing .......................... :............... 1.000 ksf Wind Load Soil Bearing ............................................. 1.000 ksf Seismic Load Soil Bearing .......................................... 1.000 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.50 0.00 0.00 Live Load 1.10 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 24.00" X W = 1.00, Cover = 3.00" 'oot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/21/2003 8:16:57 AM Company Info I Project Info R. C. E. (Project: Sears Res. 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 I , Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: 2002.093 E-mail: cj@r-c-e.com IFooting Id: F12 Wall Line C FOUNDATION PARAMETERS Length, ft. Width, ft. Depth, inches Section: Material Properties: 1.00 4.00 24.00 Section: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi 1.00 Cover, in. Cover, in. Fy, ksi Section: 1 2,000 HardRock 3.00 2.00 40 Section: 2 2,000 HardRock 3.00 2.00 40 Section: 3 2,000 HardRock 3.00 2.00 40 Footing Section Geometry, (Stiffnesses based on 809 of Ig): P FIZ Length, ft. Width, ft. Depth, inches Section: 1 1.00 4.00 24.00 Section: 2 22.50 1.00 24.00 Section: 3 1.00 4.00 24.00 Column S Wall Data: Type Center Length Width ft. in. in. Column 1 Other 0.50 4.00 4.00 Column 2 Other 2.25 4.00 4.00 Column 3 Other 10.50 4.00 4.00 ' Column 4 Other 13.50 4.00 4.00 Column 5 Other 21.75 4.00 4.00 Column 6 Other 24.00 4.00 4.00 Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 425 / 1,000 554 / 1,330 469 / 1,330 Section: 2 446 / 1,000 599 / 1,330 967 / 1,330 Section: 3 415 / 1,000 551 / 1,330 460 / 1,330 Beam Shear Stresses: Section: 1 ........................... Low Stress or Beam Shear suppressed under column/wall Section: 2 ........................... 7.91 psi Stirrups not required Section: 3 ........................... Low Stress or Beam Shear suppressed under column/wall Punching Shear Stresses: Column 1 ........................... 0.00 psi Column 2 ........................... 0.00 psi Column 3 ........................... 0.00 psi Column 4 ........................... 0.00 psi Column 5 ........................... 0.00 psi Column 6 ........................... 0.00 psi Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/21/2003 8:16:57 AM Footing Id: F12 Page: 2 Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: in Z, Design inz, Design inz/ft, Spacing inz, Spacing Section: 1 FY MZ Column:l 0.00 0.00 0.00 0.00 3.13 0.00 1.10 Strength:.. 0.00 0-#4 0.03 1-#4 0.00 -....N/A.... 0.40 0.00 -3.13 Not Reqd... Section: 2 0.00 0.00 Column:3 0.60 0.00 0.40 0.00 3.13 0.00 1.10 Strength:.. 0..10 1-#4 O.i3 1-#4 0.00 -....N/A.... 0.40 0.00 -3.13 Not Reqd... Section: 3 0.00 0.00 Column:5 0.60 0.00 0.40 0.00 3.13 0.00 1.10 Strength:.. 0.00 0-#4 0.03 1-#4 0.00 -....N/A.... 0.00 0.00 -3.13 Not Reqd... Note: Strength = Steel Required for Strength.. Loading Parameters: Fq F►3 Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 1.05DL + 1.275LL - 1.275WL 0.9DL + 1.3WL 0.9DL'- 1.3WL 1.05DL + 1.275LL + 1.4EQ 1.05DL + 1.275LL - 1.4EQ 0.9DL + 1.4EQ 0.9DL - 1.4EQ Soil Load Cases Considered: 1.ODL 1.ODL + LOLL 1.ODL + LOLL + 1.OWL 1.ODL + LOLL - 1.OWL 0.667DL - 1.OWL 1.ODL + LOLL + 1.OEQ 0.667DL + 1.OEQ 0.667DL - 1.OEQ Un -Factored Loads, ft -kips: 1.ODL + 1.OLL + 1.OSL 0.667DL + 1.OWL 1.ODL + 1.OLL - 1.OEQ Dead Load Live Load wind Load Seismic Load other Load FY MZ FY MZ FY MZ FY MZ FY MZ Column:l 0.00 0.00 0.00 0.00 3.13 0.00 1.10 0.00 0.00 0.00 Column:2 0.60 0.00 0.40 0.00 -3.13 0.00 -1.10 0.00 0.00 0.00 Column:3 0.60 0.00 0.40 0.00 3.13 0.00 1.10 0.00 0.00 0.00 Column:4 0.60 0.00 0.40 0.00 -3.13 0.00 -1.10 0.00 0.00 0.00 Column:5 0.60 0.00 0.40 0.00 3.13 0.00 1.10 0.00 0.00 0.00 Column:6 0.00 0.00 0.00 0.00 -3.13 0.00 -1:10 0.00 0.00 0.00 Total Vertical Contact Forces: 1.ODL = 11.550 kips 1.ODL + 1.OLL = 13.150 kips 1.ODL + 1.OLL + 1.OSL = 13.150 kips 1.ODL + LOLL + 1.OWL = 13.150 kips 1.ODL + 1.OLL - 1.OWL = 13.150 kips 0.667DL + 1.OWL = 10.751 kips 0.667DL - 1.OWL = 10.751 kips 1.ODL + 1.OLL + 1.OEQ = 13.150 kips 1.ODL + 1.OLL - 1.OEQ = 13.150 kips 0.667DL + 1.OEQ = 10.751 kips 0.667DL - 1.OEQ = 10.751 kips Envelope Case = 13.150 kips Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software Footing Id: F12 Page: 3 Col#1 Col#2 Col#3 Col44 2/21/2003 8:16:57 AM Col#5 Col#6 0 -ft. FS #1 J FS # FSS #3 3.9 kips 24.5 -ft. V, kips 0 -3.9 kips 8.3 ft -kips M, ft - 0 -6.6 ft -kips 554 psf Bearing psf 0 Defl, in. 0 0.185" 5 r S Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software Company Info I R. C. E. (Project: 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: E-mail: cj@r-c-e.com (Footing Id Wall Line C FOUNDATION PARAMETERS Material Properties: 2/21/2003 8:17:07 AM Project Info Sears Res. 2002.093 F13 T'9 F 1 S Note: Strength = Steel Required for Strength.. Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield V c, psi Cover, in. Cover, in. Fy, ksi Section: 1 2,000 HardRock 3.00 2.00 40 Section: 2 2,000 HardRock 3.00 2.00 40 Section: 3 2,000 HardRock 3.00 2.00 40 Footing Section Geometry, (Stiffnesses based on 80% of Ig): Length, ft. Width, ft. Depth, inches Section: 1 1.00 4.00 54.00 Section: 2 10.00 1.00 54.00 Section: 3 1.00 4.00 54.00 Column & Wall Data: Type Center- Length Width Height Density Use ft. ft. in. ft. pcf Stiffness? Wall 1 Conc. 6.00 12.00 6.00 8.00 135• Yes Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 861 / 1,000 861 / 1,330 861 / 1,330 Section: 2 1,402 / 1,700 1,402 / 2,261 1,402 / 2,261 Section: 3 1,023 / 1,700 1,023 / 2,261 1,023 / 2,261 Beam Shear Stresses: Section: 1 ........................... Low Stress or Beam Shear suppressed under column/wall Section: 2 ........................... Low Stress or Beam Shear suppressed under column/wall Section: 3 ........................... Low Stress or Beam Shear suppressed under column/wall Punching Shear Stresses: Wall 1 ........................... 0.00 psi Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse' Stirrups Sections: int, Design in 2, Design inz/ft, Spacing in 2, Spacing Section: 1 Strength:.. 0.00 0-#4 0.00 0-#4 0.00 -....N/A.... Not Reqd... Section: 2 Strength:.. 0.00 0-#4 0.00 0-#4 0.00 ..... N/A .... Not Regd... Section: 3 ,Strength:.. 0.00 0-#4 0.00 0-#4 0.00 ..... N/A .... Not Regd... Note: Strength = Steel Required for Strength.. Foot2000 v2.1:63, Copyright © 1999-2001 Spyder Software 2/21/2003 8:17:07 AM Footing Id: F13 Page: 2 Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 1.05DL + 1.275LL - 1.275WL 0.9DL + 1.3WL 0.9DL - 1.3WL 1.05DL + 1.275LL + 1.4EQ 1.05DL + 1.275LL - 1.4EQ 0.9DL + 1.4EQ 0.9DL - 1.4EQ Soil Load Cases Considered: 1.ODL 1.ODL + 1.OLL 1.ODL + LOLL + 1.OSL 1.ODL + LOLL + 1.OWL 1.ODL + LOLL - 1.OWL 0.667DL + 1.OWL 0.667DL - 1.OWL 1.ODL + LOLL + 1.OEQ 1.ODL + LOLL - 1.OEQ 0.667DL + 1.OEQ 0.667DL - 1.OEQ Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Wall :1 0.55 0.00 0.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Vertical Contact Forces: 1.ODL = 19.180 kips 1.ODL + LOLL = 19.642 kips 1.ODL + 1.OLL + 1.OSL = 19.642 kips 1.ODL + LOLL + 1.OWL = 19.642 kips 1.ODL + 1.OLL - 1.OWL = 19.642 kips 0.667DL + 1.OWL = 18.997 kips 0.667DL - 1.OWL = 18.997 kips 1.ODL + LOLL + 1.OEQ = 19.642 kips 1.ODL + LOLL - 1.OEQ = 19.642 kips 0.667DL + 1.OEQ = 18:997 kips 0.667DL - 1.OEQ = 18.997 kips Envelope Case = 19.642 kips • p� F11 Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 2/21/2003 8:17:07 AM Footing Id: F13 Page: 3 Wall#1 0-ft.FS #1� I FS #3� ,— _—�------,FS #2 � � _ � t l2 -ft. V, kips 0 0.3 kips -0.6 kips M, ft [i7 1,402 psf Bearing psf 0 Defl, in. 0 0.287' 1.4 ft -kips COMPANY _PROJECT- WoodWorks � R. C. E. 'Sears3060 Thorntree Dr. Suite #10 Chico, CA 95973 (530) 894-8833 - fax (530) 894-8882 R.C.E. 2002.093 June 9, 2003 10:01:09 FG -1 Design Check Calculation Sheet LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load, 1 Dead Full Area 17 (13.00) *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : Ll 0' 5' 10' 15' 20' Lumber n -ply, S -P -F, No.1/No.2, 2x10", 3-Plys Self Weight of 8.41 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC #### WARNING: Member length exceeds typical stock length of 18.0 [ft] SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 875 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 Fb'-= 875 1.00 1.00 1.00 0.999 1.10 1.000 1.00 1.15 2 Fv' = 70 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 425 1.00 1.00 - E' = 1.4 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 1446 lbs -ft Bending(-): LC# 2 = D+L, M = 2007 lbs -ft Shear : LC# 2 = D+L, V = 2275, V@d = 1697 lbs Deflection: LC# 2 = D+L EI= 138.50e06 lb-in2/ply Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. Dead 951 Value 1311 Value 1065 Shear 1311 61 951 Live 1021 = 0.87 2971 fb = 2914 Fb' = No 2 Live Full Area 90 (13.00) 375 No Dead 951 Value 1311 Value 1065 Shear 1311 61 951 Live 1021 = 0.87 2971 fb = 2914 Fb' = 2971 fb/Fb' 1021 Total 1972 375 4282 1106 3979 = 0.34 4282 0.01 = 1972 Bearing: L/360 0.05 Total Defl'n 0.01 = <L/999 0.25 = L/290 1.0 2.2 1.8 2.2 1.0 Length Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 61 Fv' = 70 fv/Fv' = 0.87 Bending(+) fb = 270 Fb' = 1107 fb/Fb' = 0.24 Bending(-) fb = 375 Fb' = 1106 fb/Fb' = 0.34 Live Defl'n 0.01 = <L/999 0.17 = L/360 0.05 Total Defl'n 0.01 = <L/999 0.25 = L/290 0.06 4' To: Butte County Building Department ' Attn: Mr. Larry Painter . } From: John Sears Subject: Letter of Intent to Remove Structure This letter shall confirm my intent to`raze and remove the existing r residential structure located at 1995.Cummings Lane in Durham (A.P. No. 040-650-007-000). This work will be completed not later than 90,calendar days, or within such other length of time as approved by the Butte County Building Department, following approval to occupy anew residential structure to be constructed on the same parcel. It is anticipated the new ` structure will be completed' on or about December 1, 2003. I understand the existing septic system must also be removed and that a separate permit may be required this work. # Please call me at 530-604-4842 if you need further,information concerning this request. If desired, you may also contact my contractor, Mr. Jim Crew, at 530-877-3612. Thank you, ears � ���� ��. �� ` P 1995 Cummings Lane - Durham, CA 95938 � �'� � BUTTE t COUNTY MAY 0 8 2003 ' DEVELOPMENT ► SERVICES INTER -DEPARTMENTAL MEMORANDUM TO: BUILDING IVISIO OROVILLE FROM: _, ENVIR. HEALTH, CHICO DATE: BELE ENV. HEALTH HOLD ON BUILD OR: OWNER NAME: � � � SEPTIC: 7 LL: AP#: ft',I ?5 .� " 7 ADDRESS/LOCATION: - . ; /I Al Comments: Z?4 a 81'-6" O. S. FRAMING OVERALL 10 29'-10" 26'-8" O. S. FRAMING 25'-0"10 5 1/2 " 12'-1 1/2 14'-11" 2'-9 1/2 " 5'-4" 5'-4" 2'-8" 2'-8" 5'-4" 10'-6 1/2 " 5'-2" 3'-8" 5'-2" 10 10 10 10 10 0 10 10 ;0J. lo 0 m, N .�9 OQ x A02CE A010E ` x 867CEX 86-ICEX ltu Co ii 11111111, 111 %J % IX C- C G C VE G G - -- C-- Q Z O 0 / STONE HEARTH ER STONE 61 5 -I I/2 = 3068 001-719 FRENCH DOOR 8 U / �p I I I 0 0 SIMPSON MASrtERMARK /��\ G-1ct� , �t TILE(Y /� /\ 0 I FRENCH D OR 1510 (5.G.) / \� \ 07 0 I _ A� I^ U C�NTER}UINDQW SI PSON MAST RMARK R_O. = 38" x 82.9/16" /SSSGE \ 'n � TIDE I 0 888 E11/ 0 � / \ 151 (S.G.) U\ / \ / _ BATH ( / / \to \ zLIA\ I IC�REAz I R001"I I I/ Q TILES o 11731- R R U I �3 -SR4L / S DROOM 2 BEDROOM 3 A X - \ I i 14 a 1 I - -- — - — -- -- - - - - — L — U \\I I I ( / '� ,, C✓ I I DRO /D ISI-IEETROCK G TRUSS PACKAGE 16 O.C..A OVE" ' I ✓ a x / I j GE)VING X8'40" +/ FR IC AME WITH RETURN AIR I I OL c BELOW 31-SR4R I I / I \ _ �4 — — — — — — — — — — -------- -------�--� �— — >(,.F HALL- WAY29 - R/ry�5'1(1" 4'-0" 5'-11 3/4 " 3-3 1/4 " 3'-9 1/2 " D UBLE / 01 G UL POSTS I I ROCK /LINEN \/ I I II\" +/- F WITH I I \ MASTER ,�A50VE c — —c c —c I I C O.G. I \ BEDRapm 0co Faw U LINEN I = LOA FARING— — — O N LOAD BEARIN �0 -A ( I \ I / � 0 /B 't co \ \ \ AN GIRD, R PER PLAN I GIRDER PER P N \ \m \ \ I — i TILES AUN 1� LL{ II I ENTRY I DININ —� �L-------- - ---- -\ = L DR TILES q �l /NON-110AD BEARING I _ \ I I A AN � N a l l \\ CLOSET TILES I BATH °� PANTRY - - BE PER PLAN — — — -- — — — — —� — — — — StUpY TILES�� / I I 0 I 6'-1 1/2 &'N.112 " :41 ./6TEP x I I I -- I I I m \ Dowty ry u�u�� '00— KITCL-1EN — N I� I I \ / 11 3/4" 1- (Y I TILES \ 0442 6, Irc6 TtG SMOOTI-� \ CENTER WINDOW I I CENTER WINDOW \ Q I I CED LIMIER LAID VE t TICA LY C C —C —C —C C — G p — x — — — Q Q NON -LOAD BEARIN DW I I TO 31 "ABOVE SUBFL%C�OR I BEAM PER_PLAN _ z PRESSURE TREATS _ — _ — — z \ LUMBERS FOR 2x6 rWALL.S = 0 \ —I I 0 _?m2_ I I �98� / C-2 g�gCE 1 �� ❑0 1 ° OS 0 7'-0 1/2 , TYPE 'X' HEETROGK x 2x6 WALLS t I.G. \ /\ 90ICE/ S�cE ABOVE I I 9016 / \ SSS�F II APPROVED 09 I BALCONY FRAMING BY Butte COun GONG. SLAB N.I.C. BALCONY I I LINDAL CEDAR HOMES Envft=entzi%afth i' -Z.. 10'L 1 7' 3 I I ABOVE 4x4 STEEL 6 -1 POSTS 5Y OTHERS / 1 \ O9 / TRUSS PACKI GE o V' O.G. ABOVE \ CONC. STEPS N.I.C. ' !l- > 5'-4" 10'-6 1/2 14'-5 1/2 " }00 U I GARAGE U � 8'-4" 10'-0" 8'-4" A NtiG. "h _ .. FIRST FLOOR AREA - 222 4 MIN. CONC. SL B -_ RE 3 Sa FT. / \ t. FIRST FLOOR PLAN71 FRONT \� // I I , \\ �/ I- C -4 1 N.I.G. 8' x 7' O. H. DOOR N.I. . 6' x 7' O. H. 000 ENVIRONMENTAL HEALTH l� -5 1/2 8'-3" 3'-I" 8'-3" -5 1/2 " APR 1 6 200310 CHICO, CALIFORNIA 24'-6" 5'-4" 26'-8" 25'-0" r10 81'-6" O. S. FRAMING OVERALL -- CORRECTED FINAL PERMIT PLANS Builder shall check and verify all dimensions and details. Builder must review and understand drawings and details prior to package, shipment to allow for resolution of any questions. If required additional details can be prepared to clarify any area related to the construction of the package materials. If a problem arises within the drawings or package materials after the start of construction, contact your Lindal dealer immediately so that we may participate in the solution to the problem. Lin Cedar Homes will not assume responsibility for field corrections if you do not follow this procedure. Depth of foundation below grade and footing dimensions to conform with local codes t and regulations. Size, number and location of foundation vents and access by contractor or owner. Please sign below, and initial all corresponding pages if these drawings incorporate the design elements you requested. ❑ Plans are approved as presented ❑ Plans approved with noted corrections Homeowner date Distributor date * (Note) An approved, unchanged plan set must accompany the request for shipment. r - - CxARACxE 4Rl=A = hSro SGS. F SCALE I. SEE ROOF FRAMING PLAN FOR ROOF SEAM and HANGER SIZES. 2. L.C.H. IS NOT RESPONSIBLE FOR ANY DESIGN and/or MATERIALS CALLED OUT A5 N.I.C. (NOT IN CONTRACT) or BY OTHERS. 3. ALL ELECTRICAL WIRING and FIXTURES, PLUMBING FIXTURES, APPLIANCES, . and CABINETS ARE N.I.G. and ARE SHOWN FOR REFERENCE ONLY. 4. ALL INTERIOR PARTITIONS ARE 2,4 0 16" O.C., UNLESS OTHERWISE NOTED. 5. REFER TO DOOR and WINDOW INSTALLATION PAGES FOR DETAILS. 6. INTERIOR WALL LINER IS 1/2" GYPSUM WALLBOARD (N.I,C.), TYPICAL. GREENBOARD (N.I.G.) IS USED BEHIND PLUMBING FIXTURES FROM FLOOR LEVEL TO 4' ABOVE FLOOR LEVEL end THROUGHOUT TUB and SHOWER ENCLOSURES, EXCEPT WHERE SH OWN -G- WHICH IS 0452-G8, 1x8 TtG SMOOTH CEDAR LAID HORIzONTALLY ANI--) C —C WHICH IS "442-G6, 1x6 TiG SMOOTH CEDAR LAID VERTICALLY. 7. INTERIOR RODE LINER UNDERNEATH TRUSSES IS 5/8" GYPSUM WALLBOARD CN.LGJ, 8. ALL 2x6 AND 2x4 PLUMBING WALLS ARE TO RE OF PRESSURE TREATED LUMBER. 9, p0 NOT DRILL HOLES THROUGH P05TS or REAMS. 10. CLOSET SHELVING and RODS ARE BY OTHI=RS. 11. WHEN PLANS ARE ON II" x I?" SHEETS, REDUCE SCALE BY HALF FOR PROPER DIMENSIONS. 12. At CONTRACTORS DISCRETION, RAISE WINDOWS TO ALLOW CLEARANCE FOR PRE -FORMED COUNTFR/BACKSPLASH ASSEMBLY. B. ALL WINDOWS ARE CEDAR FRAME. Wi-IFW LOW -F- Ar4OtA GLAZING BY LC". 14. ALL EXTERIOR WALL STUDS ARE 2x6 0 16" O.C. M I� Il•• � 1% l � r N Z M I� Il•• � � l � r N Z O N W Q z � (10.L N u. OU ip 49) lk W N N � 61 (MMn h h h 0 N W � irfl M9 �z 00 00 O O J�� LJ mz= w � m Q � = U) W > a -p w�-=a. w � zzo O � z�OQ a < C) � w _j �OQii: O z ~w W z> � )w VCd mQ�� �. U o w � Z T U O vWi��wzo Q`oi � v c: O > Z�� u V? F- W O U p� Z W N X N N o.� O U B W o vi W 0 Z J •rn .ni U v c Z O In 6 O m C •� op, C 'n_ -' o n o _ _ ZCO~ W W d � p Y o cn E 7 N o w zwmo E w P o D z 11� N � in w m W Fn m Z _ � O x 3 w r � � u `a y QlU � Z W � x al W � J W � O Q x � N A w O o Ca cn 0 O w 2 n ORDER NUMBER PAGE KL38108 01