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042-610-052
o 042-610-052 X00-0375 GALLI, MICHAEL �'/ �� 1970 BIDWELL AVENUE, CH1CO CONTR: OWNER 3,11101 DEMO 042-610-052 00-0637B,P,E,M GALLI, Michael 1970 Bidwell Ave., Chico New Single Family 042-61-0-052 00 GALLI, Mikfln 1� 1970 Bidwell Avlop `�, Chico Temp pwr pole 042-610-052 01-032 J 1 FILBRANT, PHILLIP_ C� O'Y' 1970 BIDWELL AVE., CHIC 010' CONTR: MICHAEL GALLI NEW SINGLE FAMILY 5 BDRM 042-610-052 01-2195 FILBRANDT, PHILLIP 1970 BIDWELL, CHICO/ • A" OV CONT: MIKE GALLI k'411 z 15 NEW POOL MASTER 501-97 0 L-1 mi Al NOTES �,// RESIDENTIAL W e r d t- Oc*D_ C r 042-610-052 01-0327 FILBRANT, PHILLIP 1970 BIDWELL AVE., CHICO CONTR: MICHAEL GALLI NEW SINGLE FAMILY 5 BDRM OFFICE COPY ; Address .c� n. 7 IAOL— M GAS Meter By Dat j ELECTR `+ t�eO o' Meter By Da SPECIAL CONDITIONS SRA FLOOD CERTIFICATE REQ. _ 'FIRE.SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER I_ e 010_Al ': • i, JOB FINALED (D e) L Signatur CHECKED BY Y { r{ t, P 1 L. a r : 042-610-052 01-0327 FILBRANT, PHILLIP 1970 BIDWELL AVE., CHICO CONTR: MICHAEL GALLI NEW SINGLE FAMILY 5 BDRM OFFICE COPY ; Address .c� n. 7 IAOL— M GAS Meter By Dat j ELECTR `+ t�eO o' Meter By Da SPECIAL CONDITIONS SRA FLOOD CERTIFICATE REQ. _ 'FIRE.SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER I_ e 010_Al ': • i, JOB FINALED (D e) L Signatur CHECKED BY = OK 0 = Not OK = Not Applicable = Not Ready MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except ft's 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch Jer 1. 3. Sewer; Location -Test -Fall -C/O -Concrete 2. 4. Water; Location -Test -Easement Needed (Sketch) 3. 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 4. 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or/ /"L"ft./ PLPG 5. 7. Well Clearance & Disconnect 6. 8. Utility Clearance 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main in Conduit Date Health Department Approval Card B-1 Date Card B-1 Date Plumb.; Cir. Test -Water Supply Test Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line Date 3. Gas; MH Test -Demand -Valve -Connector Date 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 12. Permanent Foundation Only; License Decal 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 It's i. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Bea ms- Rftrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-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 FINAL (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 V= OK 0 = Not OK - = Not Applicable = Not Ready Date RESIDENTIALSin le & Duplex) � 9 P ) oor (Plans) OK except #'s I Date FPOMING (Continued) n rs-Post Caps -Anchors -Connectors ng. Joist-Rt1r. Ties- Purlin-Rolf Brac.-Truss-Shting. -Ring. eplace Ties or Type A Flue -Fireplace Throat Clearance 5 Access; Size & Romex Protection -Draft Stop -Ins. Baffles rm. Windows or Exiting Doors -Sill Ht. & Dimensions rage Fire Protection Framing tperty Line Firewall & Openings I. Doors -One 3' -Check Garage 3rd Story, 2 Exits firs; Width -Headroom -Rise -Run -Landing -Fire Protection wood on Roof Overhang -Attic Vents -Rafter Outriggers ling -Nailing Veneer tcco Mesh -Drip Screed -Fd. Vents-Underflr. Access rzina Area -Glass P.WectiovSkvliphts-Plastic Soils-Elec. Grnd.-/ 8/Ft arage; Soils-Steel-ElegKrnd.-/ P' Ftg. Depth k1fig., Porches & Decks; Soils -Steel-/ P' Ftg. Depth malls, Main; Steel-Blockouts-Wrapped EVHold Downs and Special Anchors 7. S Steel -Wrapped iers-Fireplace Ftg.-Steel D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test 1 . ater Pipe; Test -Anchors -Regulator -Service Test 12. EI -tric Underground 1 1 I ums & Ducts; Clearance -Material -Support -Ins. 1 Gi ers-Sills-Anchor Bolts-Joists-Vents-Crippies t . ccess & Ventilation 16. Insulation Date ( Card B-1 Date !^ Card B Dat 7 a Card B-1 Date Card B - Date I I PLUMBINdr (FSermit) OK except #'s 17. ter Htr.; Vent -Access -Combustion Air Baffle tl O I t Q ,eater Pipe; Test & Anchor -Nail Protection IIYY It t �-► �t D.W.V.; Test Fittings & Anchor -Nail Protection QQ r ` r1 I r 7C 20. Shower Pan; Test, First Floor -Tub Access 21. Xst Tub & Shower, Second Floor -Tub Access &e C I -i1f Gas Pipe; Sixe & Anchors Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date LECTRICAL (Permit) OK except #'s Q F ture & Transformer Clearance -Ins. Protection krjVec. Receptacles Spacing -Lights & Switches at Doors Se Size Boxes & No. of Conductors Stapled wl�"x Installed Close to Edge of Studs & C.J. uip. Ground made up w/Mech Fasteners -Bond Gas & Water Appliance Circuits in Kitchen & Conductor Sizj GFI Date feed Wire Si e / ga. Cu o I A.C. Wire Size g C or AI Date 3 Range Circle / ga (4r AI -Oven Circ. / / ga Cu or At sulated Neutral es 17 No Date �p•L1 rO1IL Service -Riser Conductors & Ground Main Disconnect 32 uip. Clearances Panels-Motors-Mech. Equip. lothes Closet Light -Shower Light -Spa Light Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ECHANICAL (Permit) OK except #'s Q .C. Ducts Insulation & Support 4516Ant Fan, Exhaust above insulation Condensate Drain & Overflow, Size & Grade V. urnace-Vent Access -Comb. Air -Return Air Vent 115 outlet Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Car B-1 Date Card B-1 Date �p•L1 rO1IL FRAMING (Permit) OK except #'s a0-1 �6/Sills Proper Materials & Anchors 9./Walls Studs -Nailing Spacing & Braces -Plates -Sound e ng Walls over Girders & Floor Nailing aft Stop in Walls (rat proof) eQ�re Stops, Furred Ceilings -Stairs -Chasers -Tubs Headers & Beams -Size & Bearing JV Shear Walls; NVKg-BAMS 4-/ - ✓ v/ A .60. Brace Interior/Exterior Wall Pane 61. Insulation -Walls -Ceilings 62. Infiltration -Walls -Windows Date (jl Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ,-fINAL (Plans) OK except #'s Ext teps-Door & Sidelight Protection -Landings �e Detector Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 69'G.F. Bath Fixtures & Tub Access -Spa Iip-Trim & Subpanel, Breaker Size Lab s ®. Stairs Rails 7 re aceor Stove, Clearance -Hearth 7 leg tlets at Wood Panel, Int. & Ext. 7 it. Fiyt. ppliance; Ground -Air Gap -Cooking Clearance 73.t Outlets & Receptacles at Kit. Counter ar a Fire Door; Swing -Landing -Closure 76-<C- 1 in Garage -Damper tr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in G rage; Above Floor-Mech. Protection I , lec. &.Mech. Equip. Listed for Location lec eceptacles in Garage (F.F.I.)-Romex Protection sulation- Foam- Looked in Attic 8 ward Rails & Deck Cons ion -Post Caps 81. Fdn. VBent Cra ole Door rainage & Wood -Earth Clearance Looked under Floor O Yes / 82. Fol lowjDg I Id./Drive �s J No/Walks �s D No/Planters _ Yes J No o Brown -Finish ljp�A. . Unit Disconnect, Electrical -Plumbing Vents_tbove Roof, Plbg-Appliance-Fireplace-Clearance to Openings Elec. Trim, G.F.I. Rec >n Throughout House gcr.'-Corr ions from Previous Inspections a est -Meters Tagged, Gas -Electric Water &.Sewer Connected -C/O to Grade -HD Approval JU=Sa.,gy Compliance Certificate -Other Certificates . ddress Posted Date TY/( Card B-1 Date Card B-1 Date't,(-L-7-eq Card B-1 Date Card B -t Date � Card 13-1 Date Card B-1 Comments at Final: C6UNTY 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 & 1 ;� ASSESSOR PARCEL NUMBER 42-610-052 ZONING BUILDING PERMIT OWNER chilli Filbrant TELEPHONE SO. FT. OCC. BUILDING VALUATION 4099 R 221,346.00 . OWNERS MAILING ADDRESS 1145 Glenwood Ave. Chico CA 9592 393 5,109.00 CONTRACTOR'S NAME Michael Galli To reach(540-8989)345-8646 TELEPHONE TCT V C7 1020 V lq 4Vp•00 CONTRACTORS MAILING ADDRESS 307 West 12th ave. Chico CA 95926 CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation Is 244 923.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 1147.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 745.55 SUILDING ADDRESS 1970 Bidwell Ave. Chico CA Energy Plan Checking Fee $ 23.00 $ PERMIT FEE $ 1935.55 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Trap 191 7.00133.00 USEOFSTRUCTURE SF lb Duplex 13Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15-0015.00 Each gas water heater or vent 15.00 TYPE OF WORKGas New y] Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: 5 piping system 1 - 5 outlets 15.0015 1 9_0000 Building sewer 15.00 1 9_0n Mobile Home I S 1 131 W 920.00 LANDSCAPE i c; nn PERMIT FEE $ ELECTRICAL PERMIT I Fling Feel 20.00 Main Service A 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.' / Q �^ License Class Lic. NO. `� Zt/ J OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: A(_1- have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit Is Issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is Issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed If the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person In any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' comp sation provisions of section 3700 of the Labor Code, I shall 00 =withwith those provisions. Xa Date 6 2-46-0 t Signature of Applicant - ❑ Owner ❑ Contractor "gent An OSHA permit is required for excavations over SO e p and demolition or construction of structures over 3 stories in height. Mein Service PSA TO IOooA 48.00 NEW CONST. DWEWNGOCCUP. SO OR ADDNS. a Acc. Ocs. 3.5¢s,: 179-90 NEW GUNUT. 0.OUTLET 97.50 NON -REBID. MU LT POWER APPARATUS 6 SINGLE OUTLt7 CIR. 20 EX. Occup. OUTLET OR FORURES a, Ex. Occup. o TiETs aEsiLiD 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 2o PERMIT FEE $ MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 6 5o Ventilation GAS ERATER. PERMIT FEt $ 93. 0 Mobile Home Installation Fee $ Energy Inspection Fee $ 46. U0 occ R3/U CONST. TYPE VN TOTAL FEE $ 2647.55 HAZ. FEES IMP X FLOOD X CD P EL X PD HD IS7E This permit Is hereby Issued under the applicable provisions of the Butte County Code and/or Resolutions to do work Indicated above for which fees have been paid. By Date .J PERMIT EXPIRES ON /.- 2 02— ReceiptNo. G _` — O y 2 9 ` b' WHITE-D.D.S.-B.D. CANARY -ASSESSOR PIN -I SPECT R GOLDE R OD -APPLICANT (/ � 1 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive a Oroville, California 95965 a Telephone (530) 538-7541 PERMIT No. (Ray.12/96) APPLICATION AND PERMIT - "" " 20m e BUILDING PERMIT SO. FT. OCC. BUILDING VALUATION owNM aMaaro soa Z+�i n/ W D Opp �✓ G =M kGLf I Z � �'(d- i�i Lip O —zZIn) 44A&« Ci ALL/r p'n �i (Ifo v9� 3��86 � J *PERMIT FEE PAID SRA SHERIFF OTHER AMOUNT RECEIVED *RECEIPT NUMBER * TO BE PVT INTO COMPUTER ELECTRICAL PERMIT L"M YNLOA ADown 20.00 ru- iavv 23.001 Z3 Main Service 20" TO go*" 46.00 Total Valuation f ��/ y 00 ww�oro. few 160M MVLA4VrLU SPANCM M Apcwrwr � �� FiGn Foe f 20.00 Ex. Occup. ovnsr on Fan�ea AIIW" r a poops mono Aooasa Permit Fee , 00 f 5.00 -TemporaryService L"I 23.00 Plan Checking Fee 5 = 20.00 Da1OA00�s 1170 t3d cje, Energy Plan Checking Fee f ft PERMIT FEE &7/ 7,> S / 3 -5 Filing Fee 20.00 Heating PERMIT FEE f sorra. eueoMnrrswue nu+ca MAP PLUMBING PERMIT Filing Fee 20.00 Ventilation S i Each Trap 7.00 USEOFSTRUCTURE Solar or heat pump water heater 23.00 SF !4 Duplex O Mobilehome O Other Water piping 15.00 / eN Each gas water heater or vent is. o TYPE OF WORK Gas piping wstern 1 - S outlets 15.00 New?/"Addition Oel O Utilities O Installation O Other O Building sower 15.00 / Describe Work: Mobile Home S G W 020.00 14,40S tLr /V - i PERMIT FEE f *PERMIT FEE PAID SRA SHERIFF OTHER AMOUNT RECEIVED *RECEIPT NUMBER * TO BE PVT INTO COMPUTER ELECTRICAL PERMIT I Ang Fee 20.00 Main Servicet�e ami w� 23.001 Z3 Main Service 20" TO go*" 46.00 ca►s. owBua OCCUR M DOM. a ACC.. Eine. 3.St� R. ww�oro. few 160M MVLA4VrLU SPANCM M 07.50 wrvo� AMAAATI/ a Ex. Occup. ovnsr on Fan�ea • ' eAa_ .se M AL n°rscoEx. Occup,oa 5.00 -TemporaryService L"I 23.00 3 Mobile Home Faclities 20.00 Mise. Wiring 23.00 PERMIT FEE f MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation S pA IS•o Rkbb1ie)Hom* Installation Fee fInspection Fee I f 2 1- FEE $ wiz m r+,mo I cor Vrm66Nr,0Vw-ss'A This permit is h7r66y Issued under the applicable provisions of the Butte County Code and/or Resolutions to do work Indicated above for which fees have been paid. By Date PERMIT EXPIRES ON 2bnr1 COUNT' OF BUTTE'S DEPARTMENT OF DEVELOMENT SERVICES -BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-75411, PERMIT APPLICATION DATA SHEET OWNER: & ILL 1IO /tel Lia !{i9.✓�+ ASSESSOR PARCEL NUMBER: 2 ' 6 � 0 "CSS Z Proposed Building Use: MIL /-JG1.1 Building Inspector: Date: At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: Date Received By ❑ 1. All items have been submitted -------------------------------------------------------------------------------------- E12. Plot plans, 3/4 sets, signed by the preparer of plans.------------------------------------------------------------ _ ❑ 3. Complet plAis 3/4 sets, signed by the preparer of plans. ------------------------------------------------- 04. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! --------- ❑ 6. Energy Design Compliance and supporting documentation. ------------------------------------------- ❑ 7. Statement of Intent for Non -Heated and A/C Buildings. ------------------------------------------------ ❑ 8. Hazardous Material Form.--------------------------------------------------------------------------------- anufactured Home data and installation instructions sincludin Tie Down Speciifi(cations.----------/-------- Fees of $ ---- - - ----------�-� s--/fyl--- =�-�-= Qt - Impact fees as shown on the attached schedule. ----------------------------------------------------------------- 12. California Department of Forestry plan approval/fees.--------------------------------------------------------- ❑ 13 . lood elevation certificate.---------------------------------------------------------------------------------------- . ❑ Sanitation and plot plan approval Health Department. ------------------------------------------- 5. City of Chico plumbing permit. ------------- -------------------- --=_- -- - ❑,16. Plot plan and business license approval from the City of Biggs. ---------------------------------------------- 1 . Planning approval for (A) Use: (B) P g: -------------------------- ' 18. Contact Land Development about Improveme rainage, Legal Parcel. ----------------------- ❑ 19. Encroachment Permit for driveway (construction' approval prior to occupancy). ---------------------------- ❑ 20. Pre -inspection for required Request to Building Inspector on ❑21. Contractor's license information. (Number, Name Style, Classification). 022. Workers' Compensation carrier and policy number. ----------------------- E-123. Owner -Builder Verification (Given to owner ❑, Mailed to owner ❑). -- f26 .Letter of signature authorization. ------------------------------ . Recorded copy of Agricultural Acknowledgment Statement..: Letter of intent on building use. -------------------------------- 027. Manufactured Home utility clearance. ------------------------- ❑28. Exi ' g violations and/or expired permits. 42. <9 433 A, ❑Grant Deed, ❑ M.H. Title, ❑ 1 Other: �•1Y�-`7f01r1M•{�C��Gt�� 1 to H.C.D $ ,f. When you issue thepermit, p cess as ollows ❑ Mail o owner, ❑Ma' to contractor. ❑Telephone and hold/ 1 fi r pickup t � gffice Deliver with inspector. 5 >I �/ 9 Applican. ate: Copy of Haz-Mat form sent ❑ Health Department, 13Fire Department, 13Air Pollution Date: �!ty By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ O e Date: By: 1. Index permit application for the above items numbered: Z Ian Check List 2. Additional i equired: Contractor, 6wner, was advised of the above required data byhone, 13mail, ❑ Building Ibivision counter, by Date: D Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above r uired data by ❑ phone, ❑ mail, ❑ Building Division- unter, by ate: Plans reviewed by: Date: • Z • 0 t Plans approved by: VIA Date: Sets of plans on old in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division. (Date) COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE OWNER PH I LL1, r11L6"rJr_ PROPOSED BUILDING USEy 6-, k^4 L 0 1. BUILDING PERMIT FEES 1908' -- Balance Due ................ $ -- Additional Fees Due ........... $ -- Additional Fees Due ........... $ Revised Plan Checking Fee ....... $ �` G BOOL DISTRICT FEES U 6,6 J at District Office) 3. SHERIFF FEES (paid at Building Division) DO Residential ........ (— x $360.00 = $?J(PO Units ercial (sq.ft.)... x $0.03 = $ Sq.Ft. A� o — le,�. 4. URBAN AREA FEES (paid at Building Division) _ Residential (per unit) . �_ x 0 . oo= $ J/ul -7 0 ' ()0 #Units Amt. Commercial (sq.ft.) .. x =$ Sq.Ft. Amt.- ,ae�- r -- RECREATION DISTRICT .FEES (paid at District Office) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) SRA FIRE INSPECTION AND PLAN CHECK 9.00 (paid at Building Division) l' 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. #2' tpl O5- 2, DATE Z %� RECEIPT # i/�f823 3L�y 92--n'. DATE REC 3-2Z-Q1TI C-3 -J-2 _-0 / 3 22 - t7�I At time of permit application, I was ised the above fees are required to be paid prior to issuance of the building permit. These fees may be ch durin the plan checking process. APPLICANT �G?i DATE61 D z 6 O Pursuant to Government Code Section 66020, you are hereby notified that items 2,3,4,5,6,8,9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 2/97) e, a- C' BUTTE COUNTY PARKS DEVELOPMENT FBS CERTIFICATION FORM CHICO AREA RE(CREATIONl�AND ��PARK J�DIISTRICT Assessor Parcel Numben(s ) O 1 �(/' E� 11y Property Owner Project Location/Address 1 f +D p 1 l AX D v Subdivision,,rQ �� �C Lot Number(s) Residential Development: (check one) New Development _Alteration/Addition _Mobilehome(s), _Non -Residential to Residential Total Number of Dwelling Units Comment: Building Depdrtment Representative Date Chico Area Recreation and Park District(CARD) certifies that M14we 7 1-9- 946`gla. (Applicant Name F1 (Phone Number) (Street Address) C6 q5 17�9 (City) (State) (Zip Code) has complied with the requirements of Butte Co. Resolution No. 90-140 by payment for dwelling units @ $1,189 for total payment of $ 34 CARD Representative Date (� PAID BY CHECK NO. REMARKS : F -1G C,W1 C•A BANK NO. i•.0 l b-- 3 PAID BY CASH RECEIPT NO. Distribution: White --Applicant Pink --CARD park.fee (form revised 11/90) Yellow --Butte Co. Building Dept. �. Goldenrod --City of Chico Building Dept. I BUTTE. COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District eok. Building Department No. A.P. Number 0J,,2-(Vf0 —05 2- Jurisdiction: City 4County Property Owner ffi 11,1-P r i 119 VQ/rt—Property Location/Address wI�Cf Subdivision ( �7�j7P �/ CiliL/ 1T;i je-tN Lot No. Residential Development No of Living Mobile Home Units Installation ................................................................................................................... 40q? Sq. Footage Addition/ 'Supplemental to (Group R) Conversion Permit # '(No foundation inspection): A{• (Including Exterior Roofed Areas) Commercial/Industrial 0-t{.� e= t ;, ►, t New Addtion rians reviewea Dv scnooi uistnct 3rl by Date District Identification No. 01 o 3 ALJ t _ �1ASSchool District certifies that �C� O 7 1a� ttApplicant) (Street Address) (Phone Number) P,kAeo (City) has complied with the requirements of Resolution No. representing 3� square feet. School District Representative Paid by Check # Remarks: (Zip Code) 9-7- 0 D by payment of $ V.Q� J[AB 2926 $ FULL MITIGATION ( $ Date — ` r 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 courtaction. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xls 110/981dmm AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DMSION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 200 1 =00 1 1 388 Recorded Official Records County Of BUTTE CANDACE J. GRUBBS Recorder ROSEMARY DICKSON Assistant 02:43PM 22 -Mar -2001 REC FEE 7.00 COPIES 1.00 Maureen Page 1 of AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience cr discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Pi�,Q c°EG �� /¢s Show .r1 d .J T�n-T L'�i2 l �/� ��•t'G � L .�1.4� �P.�c� oe v,�� o'J �E���t / 9�j� i;tl -e-'Of At - Date . -3&-1101 State of California County of On 3-21-01 before me JANET R. HERBERT, A NOTARY PUBIC personally appeared PHILLIP FILBRANDT AND JOANNEa . personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that be/shelthey executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WIT'NE andfnciak sea A. P. # c2J"$1,2 — 6 / 4; �, Comm. #1178398 - NOTARY PUBLIC CALIFORNIA Q My Comm. Expires Apr. 17, 2002 6 ..... ....:...000NTYOFBUTTE 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 ►--�d7 PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. C' Allv COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER ?� PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected.. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. . i�2l�/�/J'Gf=� / l/�/.17G'12 �GtriGy� t/G'�l `tel Gi�T�G•� .J VFW --p9mov— �-� . .......COUNTY OF BUTTE .. ' BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 i 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please tact this office immediate Z/, Gl` a I TZ Y rtmv iviaz I*r�c-s.�.e�r�*�af:.�"aea;,•:• ;,,d� '"` r�.,�S�si . �;s`r•°�'.a�... ; `�'�M" , `� COUNTY OF BUTTE BUILDING DIVISION - - _ DEPARTMENT OF DEVELOPMENT SERVICES - ` 411 Main Street • Chico, CA • (530) 891-2751 County Center Drive • Oroville, CA • (530) 538-7541 ti CORRECTION NOTICE I�Jr�►vV VI` �I A OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances °exist at the above address and should be corrected. Please notice this office when correction of work is w completed. If you have any questions pertaining to this matter, or need additional explanation, r please contact this office immediately. A j • / )O r'4 t� r r G�ZE,✓ YE^S FS c.J v r " v re C' L ►r' tT/ L r r 'C hA S R A i Date Inspector REV 10/92 Nov 21 01 01:58p LOERKE INSULATION CO.,INC 5308918560 p.1 LOERKE INSULATION CO., INC. INSULATION CERTIFICATE DESCRIPTION OF INSTALLATION 1. ROOF Maw Thidu+ess (inches) 2. CEILING Batt or Blanket Type Fi Ia, Baft Thidmesa (inches) 1 0 Bread Name Thermal Resistance (R Value) Brand Name Johns Manville Them+al Resistance (R -Value) lR Loose Fp Type Fiberglass Brand Ne ne Johns Malde Contractods min. Installed welghUft sq. 0. to jijb. Minimum Thicimess�_ inches. Manufactureft installed weight per square foot 110 achieve Thermal Resistance (R Value) R- 3 3. EXTERIOR WALL Material Ellmr2lam Raft Thickness (inches)3 5 !v 5 4. RAISED FLOOR Mattel EbMi ass Batts Thickness (Inches) 5. SLAB FLOOR / PERIMETER Brand Name Johns Manville Thermal Resistance (R Value) Brand Name _ .lohjW Manvft Thermal Resistance (R -Value) F Material Brand Name Perimeter Iradation Depth (" 6. FOUNDATION WALL Material ThMemss (inches) DECLARATION Thermal Resistance (R -Value) Brand Name Thermal Resistance (R -Value) I ith the Encortiry e�ae 3 r resinsulation was et builldii g Iuidng at ke above 66,, location liliforniiaa Cod of� eguiatfons as indi on the oT compliance, where ap 116ibte. C.LAtM150//-v�/ 0 LOERKE INSULATION CO., INC. Rem fts nMre Me installing Subconbactor(Co-Name) r r General Contractor (Co. Name) Or Owner —1 asignature, Dig Genera C coni act�orract(Coame) Or Name) Or T tarn _ T +g��++e. Men ng u trac;to Co. ar General contractor (Co. aNam) Or owner NOTES Ad , RESIDFNTIAi 4 042-610=052 � 01-2195 FILBRANDT, PHII;LIP 1970 BIDWELL, CHICO } CONT: MIKE GALLI � NEW POOL MASTER 501-97_ i FE` SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER JOB FINALED Signature iiiiiZ1 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 OP a] I? I ASSESSOR PARCEL NUMBER ZONNNIN BUILDING PERMIT OWNER TELEPHONE OFT. OCC. BUILDING VALUATION (SO. �^'�`+ OWNERS MAILING AD KESS 1g70 PIUMI, AVE_ CHTM, CA CONTRACTOR'S NAME TELEPHONE 34-5-8646 i CONTRACTORS MAILING ADDRESS 2990 WY 32 SUITE 300 CHI00 CA^ -- CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ 22 000.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 234.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 23.00 BUILDING ADDRESS 1970 BIDWI�',LL AVE. CHI00 CA ` Energy Plan Checking Fee $ $ PERMIT FEE $ 277.00 LAT NO. SUBDIVISION'S NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE SF N Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 Jr Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other IN Describe Work: NW POIL MsiEm 501"97 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home ISI GI W @20.00 PERMIT FEE $ 315.00 ELECTRICAL PERMIT Fling Fee 20.00 600V0LE Main Service 20.A 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. License Class LIC. NO. -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. 1 am exempt under Sec. Business and Professions Code for this reason Main Service 20 OA TO 1000A 46.00NEW CONST. DWEWNG OCCUP. OR ADDNS. ( & ACC. BLDS. So 3.5¢FT: NON -EW g61D. MULTI.OUTLET 07,50 POWER APPAwLTUS 8 SINGLE OUTLET CIR. Ex. Occup. OUTLET OR FIXTURES BAS ®1;50 OWNER Ex. Occup.ounFrs AMD°E. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 P. SIC 130.00 PERMIT FEE $ 50,00 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. E3 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insuran/ce/�C arrier and policy number are: Carrier ,,� l..rr �'�Y1►f )vp..! Policy Number 4A !7 ;:;1 -6n � '?� �^ (The above sections need not be completed if the permit is for work'of a valuation of one hundred dollars ($100) or less.) _" -, ' not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if should become subject to thS workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. Xte �_ Signatur A plicant - Own ' Contractor ❑Agent An A permit is requi d for ext tions over 60" deep and demolition or construction o` structures over s les in heig MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEI= $ Mobile Home Installation Fee $ Energy Inspection Fee $ OCC CONST. TYPE 362.00 HAz D FEES IMP OO C pARC0. pD HD S,SUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated aboa for whit fees have been paid. „ By Date r - !J/ PERMIT EXPIRES ON �' _�- 4;L Pa to) Receipt No. WHITE-D.D.S.-B.D. I CAN Y -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT 1 V= OK 0 = Not OK - = Not Applicable • = Not Ready MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except We Zoning Requirements -Setbacks -Easements 1. Zoning Requirements -Setbacks -Easements Footings; Soils -Size -Depth -Spacing -Connectors -Steel 2. Soils; Special MH Support Sketch Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 3. Sewer; Location -Test -Fall -C/O -Concrete Wood Awn.; Posts-Beams-Rhrs.-Connectors Shthg.-Frg-Bracing 4. Water; Location -Test -Easement Needed (Sketch) Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Carports; Windows -Doors 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or / /"L"ft./ /'LPG Electric 7. Well Clearance 8 Disconnect Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 8. Utility Clearance Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector L-,6e-t§a s -Easements 4. Electricity; MH Test -Crossovers -Breakers -Clearances oils; Compaction -Structure Stability 5. Drain; MH Test -Fall -Flex Connector Pool Structure; Steel -Connections -Thickness Dead Men -Lining 6. Water; MH Test -Regulator -Connector Elec.; Receptacles and Lighting, Distance-GFI 7. Water and Sewer Connected -C/O to Grade -HD Approval 'Elec.; Pool Lighting; 15 Volts-GFI 8. Gas and Electricity Tagged Elec.; Enclosures; Conduit Entries -Terminals -Listed 9. Tie Downs -Type -Installation Cert. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 10. Exits; Insp.-Sketch Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Pane lboards-Ins. to Main in Conduit 11. Cert. of Occupancy Health Department Approval 12. Permanent Foundation Only; License Decal Plumb.; Cir. Test -Water Supply Test ight Niche Date Date Card B-1 Date Card B-1 Date 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-Rhrs.-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 FINAL (Plans) OK except #'s L-,6e-t§a s -Easements oils; 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- Pane lboards-Ins. to Main in Conduit 9. Health Department Approval 0. Plumb.; Cir. Test -Water Supply Test ight Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 NVA / = OK 0 = Not OK - = Not Applicable • =Not Ready RESIDENTIAL (� � Date 46. Underfloor (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ P' Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ P' Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date 63. PLUMBING (Permit) OK except #'s 17. Water Htr.; Vent -Access -Combustion Air Baffle 18. Water Pipe; Test & Anchor -Nail Protection 19 D.W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sixe & Anchors 70. Fireplace or Stove, Clearance -Hearth Date 71. Card B-1 Date Card B-1 Date 72. Card B-1 Date Card B-1 Date 73. ELECTRICAL (Permit) OK except #'s 23. Fixture & Transformer Clearance -Ins. Protection 24. Elec. Receptacles Spacing -Lights & Switches at Doors 25. Size Boxes & No. of Conductors Stapled 26. Romex Installed Close to Edge of Studs & C.J. 27. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 28. 2 Appliance Circuits in Kitchen & Conductor Size GFI 29. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or Al 30. Range Circle / / ga Cu or AI -Oven Circ. / / ga Cu or At Insulated Neutral ❑ Yes O No 31. Service -Riser Conductors & Ground Main Disconnect 32. Equip. Clearances Panels-Motors-Mech. Equip. 33. Clothes Closet Light -Shower Light -Spa Light 34. Smoke Detector 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings Date 86. Card B-1 Date Card B-1 Date 87. Card B-1 Date Card B-1 Date 88. MECHANICAL (Permit) OK except #'s 35. A.C. Ducts Insulation & Support 36. Vent Fan, Exhaust above insulation 37. Condensate Drain & Overflow, Size & Grade 38. Furnace -Vent Access -Comb. Air -Return Air Vent 115 outlet 39. Attic Access & Platform if Furnace in Attic 94. Address Posted Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s Comments at Final: 40. Sills Proper Materials & Anchors 41. Walls Studs -Nailing Spacing & Braces -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 45. Headers & Beams -Size & Bearing 'ingle & Duplex) Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Cling, Joist-Rftr. Ties- Purlin-Roff Brac.-Truss-Shting. -Rfng. 48. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Battles 50. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 51. Garage Fire Protection Framing 52. Property Line Firewall & Openings 53. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. Plywood on Roof Overhang -Attic Vents -Ratter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic 59. Shear Walls; Nailing -Bolts 60. Brace Interior/Exterior Wall Panels 61. Insulation -Walls -Ceilings 62. Infiltration -Walls- Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 63. Ext. Steps -Door & Sidelight Protection -Landings 64. Smoke Detector 65. Furnace Vents -clearance -Comb. Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 66. Bedroom Exiting 67. G.F.I. & Bath Fixtures & Tub Access -Spa 68. Elec. Trim & Subpanel, Breaker Sizes & Labels 69. Stairs & Rails 70. Fireplace or Stove, Clearance -Hearth 71. Elec. Outlets at Wood Panel, Int. & Ext. 72. Kit. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance 73. Elec. Outlets & Receptacles at Kit. Counter 74. Garage Fire Door; Swing -Landing -Closure 75. A.C. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 77. Plb., Elec. & Mech. Equip. Listed for Location 78. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 79. Insulation -Foam -Looked in Attic 80. Guard Rails & Deck Construction -Post Caps 81. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor O Yes 82. Following Instld./Drive J Yes J No/Walks J Yes J No/Planters J Yes J No 83. Stucco Brown -Finish 84. A.C. Unit Disconnect, Electrical -Plumbing 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86. Water Well, Disconnect, Electrical, Plumbing 87. Exterior Elec. Trim, G.F.I. Receptacle -Underground 88. Ventilation Throughout House 89. Glass Protection 90. Corrections from Previous Inspections 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -C/O to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates 94. Address Posted Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: !Pa'— .,:-`<r.�"?y�y`r.•.'.s:��.KSE�'-'�'o'"�-".°nyy'�' `+v0,r -� ice' � -g f 'i-`=`��-'-r,T; ! ICOUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 89172751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO.�'-. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. 1 Prn U x > /2,f v- 5 -(A J dors o v / i , .- G` Fr o --- f Date 4--' ` '' ` Inspector REV 10/92 BUILDING DIVISION COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - 7 County Center Drive - Oroville, California 95965 - Telephone (530) 538-7,54Jr P MIT NO. (Rev. 12/96) APPLICATION AND PERMIT [C21 al �J� ASSESSOR PARCEL NUMBER 042-610-052 z�!I" i K? BUILDINGPERMIT OWNER TELEPHONE SO. FT. OCC. BUILDING VALUATION CON 220000.00 OWNERS MAILING AD RESS 10 RTnU171. AVE CONTRACTOR'S NAME TELEPHONE CONTRACTOR'S MAILING ADDRESS 2990.114Y 32 SUITE 300 CHICO CA CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ 22 000.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 234.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 23.00 BUILDING ADDRESS 1970 BIDWELL AVE. CHICO CA Energy Plan Checking Fee $ $ PERMIT FEE $ 277.00 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF 10 Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other Describe Work: NEW POOL MASTERED 501-97 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W 920.00 PERMIT FEE s 35.00 ELECTRICAL PERMIT Fling Fee 20.00 LESS S 600VMain Service 200A OR;100-DA 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. License Class L1c. NO. -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. ❑ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. E3I 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. workers' compensation uranc arrier and policy number are: Carrier %! ,J Policy Number a2 R --e) n _ .� (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 th workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those rovisi ns. > Qae ��L ignatu AOwn Contractor ❑ AgentA permir e a ations over 5'0" deep and demolition or construction�`o structures ovi Vsries Main Service 200A TO 46.00 NEW CONST. DWEwNGCUP. SO OR ADDNS. e Acc. s. 3.50FT; NOµgESID. MULTI.OUTLET 97.50 POWER APPA U 8 SINGLE OUTLET CIR. EX. OCCLI OUTLET OR FIXTURES BA0 1.00 OWNER Ex. Occup..Gflx=PPRES DE. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 POOL ELECTRIC 1 130.00 PERMIT FEE : 50, QQ MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEi= $ Mobile Home Installation Fee Is Energy Inspection Fee Is CONST. TYPE Occ TOTAL FEE $ 362.00 HAZ. D. FEES IMP C PARCEL / Po HD E This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for whic fees have been paid. By Date PERMIT EXPIRES ON & o� Date Receipt No33 a, co WHITE-D.D.S.-B.D. I CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT -lev.12/96) .......... OWNER , .F OwV e l M&iutQ L,vvn I T VI- MUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 - Telephone (530) 538-7541 APPLICATION AND PERMIT _�/ ro1 �EIIT�. BUILDING PERMIT DREW SO. FT. OCC. BUILDING VALUATION RA�,. wore rGCCu� � ,,� o C �e WN. .• /� � oo►mucroRra aLA+uNoanopsu OOMTRIICTIp� uDIOER cQ .,W NAMM AMMI ARrmcr oR Cmwwei .-....-.w..,., WKIM y,N MY1Ne AOORlMI au ADORgS i v IDT No. I aUaCMV V"WU! :]T ILa►10N! 3 a ---• 3 06 (A i Co , E"'e--. USEOFSTRUCTURE -SF P Duplex 0 Mobliehome O Other TYPE OF WORK NewAddition O Remodel 0 Wives O etaMtion 0 011ier O Des vibe Work:. � go 0 Total Valuation Filino Fee Permit Fee Plan Checking Fe, Energy Plan Chec Each Trap Sotnror h �_I Water piping Each-------_ gas —Water Gas pi— pini --g cyst, Buildin--g�sewer Mobile Home S ng Fee PERMIT T water heater iter or vent I - 5 outlets PERMIT FEE t ELECTRICAL PERMIT — ----� Main Service 0O01r cR Llss zoOA oR IEss Main Service 200A TO IOWA NEW CONST. on ADONS. � LM OOCUP. a ACC. eu)s. N010-RE9to. MULTFOUTLET POrIER APPAJIATIA as O cut i EX. Occu OUTLET OR FOCTURls Ex. Occup. "FO AP". aR I OUTLETS E210. EA 1 Temporary Service 1 Mobile Home Facilities *PERMIT FEE PAID SRA •• SHERIFF OTHER AMOUNT RECEIVED $ � 02 a-0 *RECE�PT NUMBER 331 * TO BE PVT INTp co MpVTER PERMIT FEE I _ PERMIT 20.00 20.00 7.00 23.00 15.00 15.00 15.00 15.00 W2 00 0'I J . v n Fee 20.00 23.00 46.00 3.5¢FT 07.50 23.00 20.00 23.00 .60 - Uzi 20.00 6.50 Ventilation PERMIT FEIE S Mobile Home Installation Fee $ r1ndicatead Inspection Fee s �N:T. T�� TOTAL FEES INA2 0. F!!9 IMP RDOO COF FARCE, ro ND esu: it is hereby Issued under the applicable provisions Oftte County Cods and/or Resolutions to do work above for which fees have been paid. i By Date PERMIT EXPIRES ON FROM : Transformational-Hea Rrts FAX NO. {: Mar. 10 2001 12;;29AM P3 .. w. LAV Ii/W �L�7i V � nor V &14 I'm LAN \ i�i+ 0o eke dto tolb�vt lofot>s OB and to= this form `with your m-"Om to In order to axpeditt the f4view of ywt plans. Q ft skull al toc t�cviatK. 'lhm =Mix a this hM S not complete, IS to is (*troch= its. pro wW oot be able to swept yot� a valid tapo�tae. Please �rety ism togtreR+od in our pbn Gorse& ww. "Ry othefs" is pot ooaidered iodkme mpm to CeVom to ess!► item tRe loadw wbaa the iai mdoo cera be foaod m dta p1 u REVISED MID ORIG ZAAL VW "AP&OW dp � ww ..s at um writEw LITTER ANb q -Ph., hp �-", j6�avA i- 042 - �10-b15Z 55— 2-01 5f i -01 01 —0327 V45�hn�� �l�-kgs March 2, 2001 Phillip Filbrant 1145 Glenwood Ave. Chico, CA 95926 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Parcel Number: 042-610-052 Building Permit Number: 01-0327 This office reviewed building plans for the permit application referenced above. The plans examiner's comments are listed in Part I below. Please respond in writing to each comment in Part -I by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Indicate which detail, specification or calculation shows the requested information. Additional response information is included on the response form. Your complete and clear response will expedite the recheck and approval of this project. If more than one party is responsible for plans, all party's must respond on the PLAN REVIEW RESPONSE FORM. PART -I Provide additional information and/or make revisions to plans, specifications and calculations as follows: QI -1. Your parcel map has the following conditions which must be met before permits are issued. e sprinklers are required for residential buildings. Make application for permit and supply two sets of plans by a licensed professional for the fire sprinklers. Permits for fire sprinklers and house will be issued concurrently. There is a 50 foot sewer free setback adjacent to well locations. Your plot plan shows sewer line adjacent to the well. Revise your plot plan. You must connect to a public sewer system. hich shows fees paid for connection to sewer. Orovide location of heating units. If any equipment is located in the attic, provide two truss calcs for trusses sized for mechanical loads. C)r Ovi de letter from engineer of record that he has reviewed and approved the truss calcs.s. 4. Review of the building plans by the Butte County Building Division engineer has not been completed at this time. Any additional comments from the engineer will be addressed in separate correspondence. Plan check will continue upon receipt of all of the above items. Additional comments may be % �jZoNI 7��eft /t/%4�%! r/T/T r C L 7 � rSFr /tir�� 7-0 C/trZ � I' 4)n,+ -Y,- /P -V- le«s />li�V65- G36=-e7V V/S,f w/ DA •D1 generated from your response above where the plan documents werencomplete, inconsistent or not adequate to depict code compliance.. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between 1:00 P.M. and 4:00 P.M., Monday through Fridays. PART -I1 The items identified below must be submitted prior to permit issuance. These items were noted at the time of permit application on the PERMIT APPLICATION DATA SHEET. 1. Balance of building permit fees is $1768.50 2. Complete and return school impact fee form. 3. Complete and return park impact fee form. 4. Pay Urban Area fees of $1670.00 5. Pay water tender fees of $200.00 6. Pay Sheriff fees of $360.00 Sincerely, Martha Whitney Plans Examiner cc: Michael Galli APPLICANT: OWNER: PERNM l: A. P. #: WORK DESCRIPTION: PRC,. -.-ECT PROCESSING :ORD m DATE �� I ✓ A (fin ro vea U • RESIDENTIAL PLAN REVIEW GUIDE . . SINGLE FAMILY, DUPLEXAND ' MISCELLANEOUS ONLY Owner:Building Permit Number: Plans Examiner: A P. Number: GENERAL: ::..... Zoning requirements — (number of permitted living units). ,Building permit valuation. lans signed by the designer. ,1! Proper description of work, on the application. Rxisting violations on the property. ecorded notice of violation. PLOT PLAN: 1. Complete parcel size and dimensions. Setbacks, side yard, easements, etc. 1. Other buildings or structures. Grading, fills and/or drainage. 5. Flood hazard 6. Special conditions on Parcel Map (Noise, SRA, Fire Sprinklers, Water Tender, Traffic and Drainage fees).„. 7. FAU & FAS road setback. 8. Building or utilities across lot lines (record form). FLOOR PLAN: I. Plans and specifications drawn to scale with dimensions and of sufficient clarity (Uniform Building Code section 106.3.3). ,2! 10% of natural light and 5% of ventilation (Uniform Building Code section 1203). ASgress windows (Uniform Building Code section 310.4). Skylights (Uniform Building Code section 2409 & 2603.7). ,a!Glazing in Hazardous locations (Uniform Building Code section 2406). 6. Required room sizes and ceiling heights (Uniform Building Code section 310.6). 7. GFCI in baths, garage, kitchen, wet bar; and exterior receptacles (NEC 210). Prohibited locations of gas water heaters (Uniform Plumbing Cade 509& 1213.5). rew j9Aarage rohibited locations of gas heating equipmed(UnifomrnmMechanical Code 304.5). f=% -all separation - required on garage side including supporting walls*and posts (Uniform Building Code section 302.4 exception #3). X'Vood stove location - Alcove clearance (UMC section 205 confined space & 223 unconfined space). Smoke detectors (Uniform Building Code section 310.9.1). ,12 -Yater closet clearances (Uniform Plumbing Code 408.5). 441 Shower compartment minimum 1024 sq. in. & 30” circle (Uniform Plumbing Code 412.7). Page 1 of 2 TRUCTURAL DETAILS: Conventional construction — Unusually shaped buildings (Uniform Building Code section 2320.5.4). 2: Standard bracing or engineered design (Uniform Building Code se6tion 2320.11.3). 3. Clerestory requiring balloon framing and/or engineering. 4story building requiring engineered calculations and plans. 5. oundation plan complete enough to construct building. 6. oor construction details complete enough to construct building. 7. levations and wall construction details complete enough to construct building. 8. f construction details complete enough to construct building. 9. r ties or bearing ridge beam. 10. lace construction details and calculations if necessary. 11. a door header size(s). 12. P rch header size(s). 13. S d heights. 14.E ansive soil — special foundation design required. 15. g walls requiring design. .16.-S ial Inspection requirements. 17. 'der sizes.. r 1.8. ''sum wallboard nailing inspection required. CELLANEOUS ITEMS: Stairway details — landings, rise and run, head clearance, handrails (Uniform Building Code section " ardrails (Uniform Building Code section 509). ckor stone veneer (Uniform Building Code section 1403). Exterior plaster— weep screeds (Uniform Building Code section 2506.5). ,5!Roofpitch for roof covering (Uniform Building Code Table 15-B-1& 2, 15-D-1 & 2). -hoof covering type = (fire hazard). ,7' Foam insulation -protection. ,836".halls and stairways (Uniform Building Code section 1004.3.3.2). A�Two exits on three — story dwellings (Uniform Building Code section 1004.2.3.2). 10,. Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). ;,ZAttic access and ventilation (Uniform Building Code section 1505). Combustion air for fuel burning appliances — LPG requirements. ound requirements. ,W. Energy design compliance and supporting documentation. Flashing at all exterior openings. /16'_CDF responsible area requirements. 17. Building Permit requirements: 17.1. SRA. 17.2. Flood elevation certificate. 17.3. Fire Sp rinkleeneauired. _ 17.4. Special Inspection requirements. 17.5. Use Permit conditions. 17.6. Sub-Standard Housing letter. 0 Page 2 of 2 0 .k LONGFELLOW LUMBER CO. INC. ■ Quality Truss .Design ■ Roof & Floor Systems (800) .678-0112 (530) 893-0112 •FAX (530) 893-0140 89 Loren Avenue Chico, CA 95928-7434 Customer: '!--1 LIlk 7-C--- P-er( D Address: T I DWET, L_ AP#: C H (C-0 Job No: Alpine Engineered Products, Inc. Christian W. Chappell 8351 Rovana Circle Sacramento, CA 95828-2522 (916) 387-0116 I APPROVED INSPECTION AC;FNC Y Timber Products Inspection, Inc. P.O. Box 20455- Portland, 0455Portland, OR 97220 (503)254-0204 I LONGFELLOW LUMBER CO. INC. Quality Truss Design - Roof & Floor Systej (800) 678-0112 (530) 893-0112 • FAX (530) 893-0140 89 Loren Avenue Chico, CA 95928-7434 Important Information for Users of Wood Trusses Longfellow's goal is to supply superior quality trusses. Sensible truss designs, the best available lumber and exacting workmanship are the key ingredients of our quality control program. (Once trusses arrive at the job site, quality control becomes the responsibility of the builder.) For best results we suggest: DO'S DON'TS e ❑ Do review your field copy of truss engineering for important bracing, ❑ Do Not cut, notch or drill chords or webs of trusses. bearing and connection details. (Exceptions will be clearly marked on'engineered drawings.) ❑ Do review the HIB -91 Summary Sheet's recommendations for handling, installing and bracing of wood trusses. ❑ Do install roof sheathing ASAP. Trusses hold their profiles best when they have been plumbed and braced with roof sheathing. Especially in hot weather, we recommend sheathing be applied over as much of the building as possible before installing outriggers and gable -end siding. ❑ Do inspect trusses for missing plates or broken lumber. Report defects to Longfellow immediately. ❑ Do secure tails with fascia board. In recent years, the production of lumber from second -growth timber has resulted in an increased tendency for unrestrained tails to twist. We recommend a sub -fascia be installed behind gutters. ❑ Do call Longfellow if you have questions or need additional information. ❑ Do Not cut or remove plates. ❑ Do Not overload single or groups of trusses with plywood, roofing, tools or other construction materials. ❑ Do Not make field repairs without written approval from Longfellow Lumber Co. ❑ Do Not load HVAC units, solar equipment,. fire sprinklers, etc. on trusses unless truss engineering has been designed to accomodate the specific point loads. BEFORE INSTALLING: Make certain truss sequences and end -for -end orientation are correct. .r 1, U=LU24 R X=LUS26 REID-FILBRANDT.RESIDENCE SECOND STORY L OIC®'iii 1-- on MR. kiw��mmliLqvl I■ cm:[ n N -1 -C fn um .-- -A C) c-) co :1) :D Wrn m cn 82 a V(_ c U)cn N N W Q7 m I_ ISI - ': I■Iii SI■N . MIME 2i■® MIME ■�li� ■I� OIC®'iii 1-- on MR. kiw��mmliLqvl I■ cm:[ n N -1 -C fn um .-- -A C) c-) co :1) :D Wrn m cn 82 a V(_ c U)cn N N W Q7 m CALIFORNIA I= PERMANENT BRACING START OF TOP CHORD FLAT TOP CHORD. PURLINS. EXTENSIONS. (SLOPING ('TYPICAL (CONTINUOUS) TO FLAT) \ y1 111 START OF' TOP CHORD EXTENSIONS. (SLOPING 1'0 FLAT) BRACED BAY Y * SET j I A A BACK 11 ROOF SHEATHING. PERMANENT DIAGONALS FORM BRACED BAY. REPEAT AT ALL HIP ENDS, MAXIMUM INTERVAL EQUALS 20'. (NO'T'E: THE IST BAY OF' PERMANENT DIAGONALS FORMING BRACED BAY AT THE B1 HIP CAN BE EXCLUDED WHEN ALL OF THE FOLLOWING CONDITIONS ARE MET: 1) THE CONTINUOUS TOP CHORD PURLINS ARE ATTACHED TO THE FLAT TOP CHORD OF THE #1 HIP. 2� THE END JACKS ARE SHEATHED WITH PROPERLY A7"TACHED STRUCTURAL PANELS.) SE:C'NON A -A FIELD APPLIED OR BUILT-IN CRIPPLES CRIPPLE IN PLANE OF TRUSSES CRIPPLE COMMON SPACING * SET BACK IT BRACING DETJ CRIPPLE SUPPORT LAYOUT SETBACK o L SETBACK COMMON TRUSSES CALIFORNIA IIIP SYS'T'EM 'TRUSSES —L �# L HIP NOTE: CONVENTIONAL FRAMING AND/OR CRIPPLES ARE NOT THE RESPONSIBILITY OF' THE TRUSS INEN NOR 'TRUSS FABRICATOR.' PERSONS ERECTING THE TRUSSES ARE; CAUTIONED TO SEEK ADVICE OF A LOCAL PROFESSIONAL. ENGINEER REGARDING CONVENTIONAL FRAMING. fill? RAFTERS THIS DRAWING RL:PL..ACES DRAWING CD I l O CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING (G INSTALLING AND BRACING). 1'(IULISHLO NY 7I11 (TRUSS TC LL I $F t' CALIF. BRACE RLF ITE 200• MADISON. WI. 53/19) FOR SAFETY PRACTICLS IF1110111111 AMEN — 06/257179 1 0111 11 al DATE B I PIT HS,RIED AND SHEATHED CHOORU AREA. o -CRIPPLE (C), SUPPORT LOCATIONS. SUPPORTS EX'T'ENDED MEMBERS TO FLAT TOP CHORD (4' O.C. CRIPPLE SPACING SHOWN.) CONNECT CRIPPLE '1'0 FLAT TOP CHORD AND EXTENDED TOP CHORD, USING 3 - 8d COMMON TOE NAILS OR 'L - 10d COMMON NAILS THROUGH FACE. CHORD EXTENSION (C)' (TYPICAL) (D) SETBACK– , * (B) (B) (B) (B) (D) (B) (D) (B (B) PIIRLINS SPACED 24"O.C. TYP. (CONTINUOUS 2X4) (C) CRIPPLES SPACED 48" O.C. TYP. (D) BUILT-IN FILL CRIPPLES (HORIZONTAL MEMBER OPTIONAL) ALPINE&ddm&3 P1.kF11RMING TIIESL FUNCT ArTACHED il I1Nk1ANTr CI IRAL V, IRNISH GINLL'kUD PR0DUC1S. INC. IY FAILURL TIl BUILD THE SHIPPING, INSTALLING AN S EY NDS (NATIONAL DES' ,OCIA7FUN) ANU TPI. ALPII ; NOILD. APPLY CONNLCI 5N. POSITION CONNECTORS :E Of PRIIFLSSIIINAL CNGI OWN. TFIL SUITABILITY A #1 HIP GIRDER SECTION B-13 BUILT-IN CRIPPLES OR tl FIELD CRIPPLE SPACING REFER TO ORIGINAL DRAWING " I FOR CRIPPLE SPACING. i(B) 11#21y31y41#51#11, SEE CA -)IIP ENGINEERING FOR JACK 'T'YPE; (ISE:D. NOTE: CONVENTIONAL FRAMING AND/OR CRIPPLES ARE NOT THE RESPONSIBILITY OF' THE TRUSS DESIGNER PLA'T'E; MANUFACTURER, NOR 'TRUSS FABRICATOR.' PERSONS ERECTING THE TRUSSES ARE; CAUTIONED TO SEEK ADVICE OF A LOCAL PROFESSIONAL. ENGINEER REGARDING CONVENTIONAL FRAMING. *NOTE: SEE ORIGINAL DESIGN FOR SE'T'BACK, LUMBER, PLATING, LOADING AND DURA'T'ION FAC'T'OR REQUIRED, THIS DRAWING RL:PL..ACES DRAWING CD I l O CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING (G INSTALLING AND BRACING). 1'(IULISHLO NY 7I11 (TRUSS TC LL I $F t' CALIF. BRACE RLF ITE 200• MADISON. WI. 53/19) FOR SAFETY PRACTICLS — 06/257179 UNLESS OTHEkWISL INDICATED. TOP CHORD SHALL HAVEpFESS/0 TC DL fl$F DATE AND 00711.1m CIIIIRD SMALL IIAVE A PRI9'ERLY ATTACHED RIGID Q� 11Y Of THIS DESIGN TO TILE INSTALLATION CONTRACTOR. BC DL PSF DhWG I:IRCALIIIP0699 L NOT BE RESPONSIBLE FOR ANY DL•VIATIIIN FNUM 11115 ;SES IN CONF'ORMANC'E W111i TI'II FIR FABRICATING, = -ENG ICING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE•• '� BC LL pSF 1CIFICATION PUBLISHED BY THE AMERICAN FORLST AND ECTORS ARE HADL Of 20GA ASTM A653 CR40 GALV. STEE fr" TOT.LD. * I)SF 0 EACH FACE OF TRUSS AND. UNLESS OIHERWISL LOCATED N DUR•FAC' 160 A-2. ON U SOLELYAFOR USSWCOMPOING NI!NTTES * NGAWINGS NL'SPONSIN, LITY THL TRIS ;E Of' TIIIS COMPONENT FOR ANY PARTICULAR BUILDING nfslGNFu. F P ANSI/71'1 1-1995 sffl)FIN P .P_ Pnnl .A SPACING * f CLB WEB BRACE SUBSTITUTION THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) IS SPECIFIED ON AN ALPINE TRUSS DESIGN BUT AN ALTERNATIVE WEB BRACING METHOD IS DESIRED. NOTES: THIS DETAIL 13 ONLY APPLICABLE FOR CIIANGING TIIE SPECIFIED CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T -BRACING OR SCAB BRACING. ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE. FOR MINIMUM ALTERNATIVE BRACING, RE -RUN DESIGN WITH APPROPRIATE BRACING. WEB MEMBER SPECIFIED CLD ALTERNATIVE BRACING SIZE BRACING T OR L -BRACE SCAB BRACE 2X3 OR 2X4 l ROW 2X4 1-2X4 2X3 OR 2X4 2 ROWS 2X8 2-2X4 2X8 I ROW 2X4 1-2X8 2X6 2 ROWS 2X6 2-2X4(*) 2X8 1 ROW 2X8 1-2X8 2X8 2 ROWS 2X8 2-2X8(*) T -BRACE, L -BRACE AND SCAB BRACE TO BE SAME SPECIES AND GRADE OR BETTER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON ENGINEER'S SEALED DESIGN. (*) CENTER SCAB ON WIDE FACE OF WED. APPLY (1)' SCAB TO EACH FACE OF WEB. T -BRACING OR'' L -BRACING: APPLY TO EITHER SIDE OF WED T—DRACE NARROW FACE OR ATTACH WITH 18d NAILS AT e" D.C. L—BRACE BRACE IS A MINIMUM 80% OF WEB MEMBER LENGTH . I I SCAB BRACING: ' APPLY SCAB(S) TO WIDE FACE OF WEB. NO MORE THAN (1) SCAB PER FACE. ATTACII WITH 10d NAILS AT 6" O.C. SCAB BRACE IS A MINIMUM 807. OF WEB MEMBER LENGTH yto f E S �Sjee IS DRAWING REPLACES DRAWING 579,640 AND RNINW■ TRUSSES O GUIREHID-9 EXTREME CARE IN FABRICATING, HANDLING SHIPPING, INSTALLING AND BRACING. REFER TO MIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY IPI (TRUSS � �� Q • j LL PSF REF CLD SUBST. PLATE INSTITUTE, sap D'ONOrRIO DR. SUITE 200, MADISON, vl, 57719) FOR SAFETY PRACTICES PRIOR 10 PERTORNING THESE FUNCTIONS. UNLESS OTIIERVISE INDICATED, TOP CHORD S14ALL HAVE DL PSF 06/25/99 PROPERLY ATTACIIED STRUCTURAL PANELS AND BOTTOM CHrlR0 SHALL HAVE A PROPERLY ATTACHED RIGID• W DATE CEILING. ■r IMPORTANT•• I'URNISIt A COPY Or THIS OCSIGN TO TIIE INSrALLA110N CONTRACIOR.. ALPINE ENGICCRED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FRUH THIS oC NO,C 5 DL PSF DRwG BRCLBSUB0699 DESIGNI • HANDLING, NSHIPPI GG. INSTALLING Y fAILURC TU BUILD TAND HC TBRACING RUSSES IOFETRUSSES. CE DESIGNTH TCONFORMS OR BVIT H Al PROVISIONS Of NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND AR LL PSF —ENG ML}I/KAR - PAPCR ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE Of 20GA ASTM A653 CR40 GALV. STEEL 111SPOCSIGNOPOSITIONPCONNECTORSOPERTDRAWINGSA160 Art. ION THISOCRAVINIGEINDICAT[S ON si9�, CIVIC. T.LD. PSF TISL SEAL ACCEPTANCE OF PROrESSIONAL ENGINEERING RL'SPONSIBILIIY SOLELY FOR TIIE TRUSc COMPONCNT DESIGN SHOWN. THE SIIIIADILITY AND USE OF THIS COHPONCNT FOR ANY PARTICI' 9UILDING ILI1lBEit'08SIB1LITY ur n2 DUILDIUrLJIESIL!IER- Pf AUSI/TPI 1-1995 sECIIL IDE Q.��Q' FOF C DUR.FAC. SPACING THIS ONG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS "FR. (RE,IDOI10-dANICE LEE/ REID-FILBRANDT - Al TOP CHORD 2x4 DF -L �l IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00' OC. ` lT CHORD 2X4 DF -L #1 11 WEBS 2x4 DF -L Standard DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. i;_ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. m ' 0 0 z W4X4 = +J I� 0 rte-, ra , w W3X4 z W2X4 (A1) 413X8 = W2X4 (A1) z w z (*2 - o -owl LEz-o-owl . 8-6-0 l 8-6-0 _1 l17-0-0 Over 2.Supports —j R=673 W=3.5" d R=673 W=3.5 N O I PLT TYP. Wave TPI -95\R Design Criteria: TPI STD "YARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SNIPPING. INSTALLING AND O BRACIY6. REFER TO HIB -91 (NANDLIIIG INSTALLING AND BRACIUG), PUBLISHED BY TPI (TRUSS PLATE O INSTITUTE. $B] D'ONOFR10 OR ., SUITE i00, MADISON. NI 53719), i00. SAFETY PRACTICES PRIOR TO N PERFORMING 1HESE FUNCTIONS, UNLESS OTHERWISE INDICATED. TOP CMORD SHALL HAVE PROPERLY ATTACHED (,A'Q'STRUCTURAL PANELS• BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 00 ••IMPORTANT" FURYISH A COPY OF THIS OE SIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEEREDPRODUCTS, IMC. SNAIL NOi B[ 0.ESPON SIB LE FOR AMY OEYI ATI OR FROn TIIISDESIGN;ANT FAILUKETO.--. BUILD THE TRUSSES IN COMFOMMANC[ YI T11 TPI: ON FABRICATING• MANOLINO, SHIPPING. INSi ALI IMG AMBRACING OF TR SS[S. THIS DESIGN CONFORMS YI TH APPLICABLE PROVISIONS OF NUS (IIATIOHAL DESIGN ALPINE SPECIFICATIONPUBLISHED BY TILE AMERICAN FOREST AMD PAPER ASSOCIATION) AMD TPI.ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653GRA* GALY. STEEL, EXCEPT AS NOTED. APPLY CONNECT00.5TOEACH FACE OF TRUSS, AND UNLESS OTNERYI SE LOCATED ON THIS DE SIGH, POSITION CONNECTORSPFR DRAPINGS 160 A-1. THE 5EAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered PTOCIUCL9, Inc. RESPONSIBILITY SOLELY i00. THE YRUSS COMPNENT D[SIGM SNO4H, THE SUITABILITY AND USE OF THIS p SEngneer CA Products, COMPONENT FOR ANY PARTICULAR BUILDING ISO TILE RESPONSIBILITY OF TILE BUILDING DESIGNER, PER AHSI)TPI 1-1995 SECTION 2. w �9-0-0 19. CA/ -/11 -/-/-/E- A - 1 - - - FESSlp ES 9 TC LL 16.0 PSF W C,�.� e, TC DL 10.0 PSF BC DL 7.0 PSF 45 r "' BC LL 0.0 PSF EI¢ 63x70111 TOT.LD. 33.0 PSF C Of OUR.FAC. 1.25 SPACING 24.0" .T 3-1-15 1 Scale—.25"/Ft. REF 8427--57277 DATE 01/17/01 DR W CAOSR427 01017012 CA -ENG TSB/CWC SEON - 50478 FROM SS t •C'. (RE'ID0110-LEE/ REID-FILBRANDT - B1 ) TOP CHORD 2x4 DF -L #1 :T2 2x6 DF -L #2: co OT CHORD 2x4 OF -L #1 Z�Z WEBS 2x4 DF -L Standard N LATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IZ, (TRUSS TRANSFERS 88.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) -d' HERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY = NGINEER OF RECORD. M z G) THIS AREA OF TRANSITIONAL GABLE -TRUSS DESIGNED FOR 18" MAX. OUTLOOKERS, FACE MATERIAL: 10 PSF MAX. (STUCCO). (*) INTERIOR SLOPING TOP CHORD TO BE BRACED @ 24. OC. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. ** THE MAXIMUM HORIZONTAL REACTION IS 2552# -- IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. (G) r< 15-9-5 W3X4= H U Q O a C01— Q W a W z 4!3X8(A1) WwJXb 4Xb= c5 ' z w w 2 L,_2-0-OaI I_ 12-6-0 W2X6 s W2X6(Al) 2-6-0 L2-0-O:�.J r 25-0-0 Over 2 Supports l R-1343 W=3.5" a Rh=2552/-2552 R=353 PLF W=8-3-8 N Note: All Plates Are W1.5X4 Except As Shown, PLT TYP. Wave TPI -95 R Design Criteria: TPI STD CA - 1 - - F Scale =.25" Ft. O "WARNING-- TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND •BRACING. REFER TO H18-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE Q�.� W. ti T C L L 16.0 P S F REF R 4 2 7--34645 p CV INSTITUTE. 583 O'OHOFRIO Bit SU17f 200, MADISON. UI S3719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED TC DL 10.0 PSF DATE 03/07/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. C ';IMPORTANT--. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEEREDfox: B C D L 7.0 PSF, DR W CAUSR4 27 01066001 PROOUCTS, INC. SHALL HOT 8E RESPONSIBLE FOR ANY DEYIATIOM FROM iNiS DESIGN; AMY FAILURE TO 8005 BUILD THE TRUSSES Itl CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND 7ROSSES. BC LL 0.0 PSF CA -ENG LVT/GWH 1=k Q ALPINE BRACING OF THIS DESIGN COLIFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATCONNECTORSION AREPMADE OF0BY 20GATHE ASTMHA653AGAa0REST AND PAPER GALtl. STEEL. EXCEPTIASINOTED. TPI. APPLYALPINE CONNECTORS TO * Ma 07 DO 1 ,� TOT. LD. . 3 3. 0 PSF S E A N - 52910 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON TIIIS ORAN IMG INDICATES ACCEPTANCE OF PROFESSIONAL (061 HE EKING ,0. �.•I�iI�. �/` D UR 1.25 F R 0 M S S Aline Eo Deed Products, IIID. P RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OE St GN SHOMR. THE SUITAB ILITT AND USE OF THIS 9� OF .FAC . SPACING 24.0" saaam=to,CA95829 COMPONENT FOR ANT PARTICULAR BUILDING IS THE RESPONSIBILITY OF 711E BUILDING DESIGNER. PER CgVE AR517TPI 1-1995 SECTION 2. (REIIDO110-JANICE LEE/ REIO-FILBRANDT - 82 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS E DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 OF -L #1 IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC o ET CHORD 2x4 DF -L #1 @ 24.00. OC, BC @ 72.00" OC. Li WEBS 2x4 OF -L Standard DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD, ,,;.ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. I10 PSF BC LIVE LOAD PER UBC. o O z ' W4X4 = Q w w z WM (A1) = z w WM (A1) = 1<2-0-0a.1 12-6-0 I -12-6-0 _I I25-0-0 Over 2 Supports R=937 W=3.5" R=937 W=3.5" 11121m, : E 1 Z -¢ N O PLT TYP. Wave -TPI -95\R Desi n Criteria: TPI STD 19.Ob2 CA - 1 - - - F Scale —.25"/Ft. •'WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SNIPPING, INSTALLING AND REFER TO HIO -91 (HANDLING INSTALLING AUO BRACING), PUBLISHED 13Y TPI (TRUSS PLATE VE Se paQf�ay�_ T C LL 16.0 P S F R E F R427--57279 O O N BRACING. 1NSTITIITE, 583 O'ONOFRIO OR., SUITE 200, MADISON, WI 53119), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERNISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED •�� �`''7!( TC DL 10.0 PSF DATE 01/17/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ' �BC 00 — --IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED-' PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO 8 A DL 7.0 PSF DRW CAUSR427 01017015 TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SNIPPING, INSTALLING ANDOC W 0.0 PSF CA -ENG JCJ/CWC BUILDTHE Of TRUSSES. Toll DIST 6MCONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN BC LL ALPINE BRACING PUBLISHED BY THE AMERICAN FOREST AIID PAPER. ASSOCIATION) AND TP1. ALPINE '—' SPECIFICATION A653 GRAD GALT. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO TOT. LD. 33.0 PSF SEAN - 50483 AlpineEngineemd 9SB2BB,InC Sacramento, Products, CONNECTORS ARE MADE OF 20GA ASTM EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE Of PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSIITPI 1.1995 SECTION 2. 1 � �� D UR . FAC. 1.25 FROM SS SPACING 24. D " cYnn„n...1AMTrF IFF/ REID-FILBRANDT - C1 ITOP CHORD 2x4 DF -L #1 `IT CHORD 2x6 DF -L #2 \ WEBS 2x4 OF -L Standard co ,n;-ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IRUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. m C=:)SE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC ,,;F TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.00 FT TO =; LAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR OWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 2-9-15 OC. (*)IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE ALL FLAT TC @ 24.00" OC, ALL BC @ 72.00' OC. E_ W3X10 V13X10 e C=) ry 4 1— w q , w x w - �W36 =I4�5X III w z W3X8(A1) c.5 z w w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD, 10 PSF BC LIVE LOAD PER UBC. #1 HIP SUPPORTS 6-0-0 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. CORNER SET ON LEFT ENO ONLY. W1 5X4 In W1 5X4 III W3X10 � (*) W3X8 = HS412 = W3X8= W2.5X4 = --I 4 WU8(A1) - L-2 -0-0a1 +9-0-0 z (E2 -0-0_,j _PL__3 )_ 6-0-0 I 13-5-4 I 5 6-12 j 25-0-0 Over 2 Supports R=1552 W=3.5" R=1364 W=3.5" -Q O rSacrarnimlo, High Stren th,Wave TPI -95\11 Design Criteria: TPI STD 19 CA - 1 - - F Scale —.25"/Ft. '•WARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AMC Q�QVESSlO.V.. TC LL 16.0 PSF REF R427--57280 OBRACING. REFEP TO HID -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE pINSTITUTE. SB3 O'ONOFRI0 OR., SUITE 200• MADISON. VI $3719)• FOR SAFETY PRACTICES PRIOR TO C\1 PERF RHI THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED � ' C/�'t� T C D L 10.0 PSF ' DATE 0 1 / 1 7 / 01 STRUCTURAL PANELS. BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. 00••1MDORTANT" FURNISH A COPT OF THIS DESIGO TO THE INSTALL CONTRACTOR. ALPINE EAGIHEERED' . =WY BC DL 7 .0 PSF DR41 CAUSR427 01017014 PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY OEYIATIOx FROM THIS DESIGN; ANT FAILURE i0 4 r BC LL 0.0 PSF CA -ENG JCJ/CWC BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND •BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIORS OF NDS (NATIONAL DESIGN a ALPINE SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE * 2{1G1 •--+CONNECTORS ARE MADE OF ZOGA ASTM A653 SR40 QALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO TOT.LO. 33.0 PSF SEON - 50490 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER D UR .FAC . 1.25 FROM S S DRAWINGS 160 A•1. THE SEA AI ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGIREERING EngineeredOdaCiS. Inc- RESPONSIBII IiY SOLf ELY FOR TO TRUSS COMPOHE NT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Products, COMPONENT fOR ANY PARTICULAR BUILDING IS THERESPONSIBILITY OF THE BUILDING DESIGNER. PER SPACING 24. 0 " ANSI/TPI 1.1995 SECTION 2. _____ fRFTnnTTn-.IANICE LEE/ REID-FILBRANDT - C2 SBe TOP CHORD 2X4 DF -L #1 � OT CHORD 2x4 DF -L #]&Bet. :B2 2x4 DF -L #1: \ WEBS 2x4 DF -L Standard E- =L. LATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IIOADCASE 1: oo,0D1TIONAL LOADING PER TRUSS FABRICATOR - ----- ------ - -------------------- ------------ o 'C from 126 PLF at 7.93 to 126 PLF at 8.00 From 52 PLF 'at 8.00 to 52 PLF at 15.96 TC - From 126 PLF at 15.96 to 126 PLF at 16.05 BC - From 13 PLF at 0.00 to 13 PLF at 25.00 TC - 250 LB Conc. Load at 7.99 LOADCASE 2: USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0' OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(F1G.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. W1.5X4 III W1.5X4 III THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00. OC. (B) IN LIEU OF RIGID SHEATHING, TOP CHORD TO BE BRACED BY PROPERLY ATTACHED PURLINS @24.00' OC. W3X10% IJ3X8=_ W3X8 W3X6= (B) (B) (B) x - �W3= 142.5X�-= HS416 = W3X8(A1) rr W1.5X4 III W1.5X4 III 143X10 4 (B) W2.5X4 = W3X6 W3XB(At) -- z L--2-0-0-.1 �I l42 0 0-�l 8-0-0 1 11-5-4 I 5-6-12 J - C3 0 C= [= N CC) �-i 25-0-0 Over 2 Supports R-1581 W=3.5" R-1463 W=3.5• Cy +9-0-0 CA - 1 - - F Scale -.25"/Ft. PLT TYP. High Strength,Wave TPI -95 R Desi n Criteria: TPI STD SNIPPIR6. INSTALLING AND 19.Ob2 TC LL 16.0 PSF REF 8427--57281 •'YARNING•` TRUSSES REOUTRE ETTRENE CARE IN FABRICATION, IIANDl1Y6, BRACING. REFER TO HIS -91 (HANDLING INSTALLIHG AND BRACING), PUBLISHED BY TPI (TRUSS PLATE IYSTIIUTE. SB3 D'OYOFRIO DR.. SUITE t00. MADISON, WI 53119), FOR SAFETY PRACTICES PRIOR TO ATTACHED �Qres, p YL TC OL 10.0 PSF DATE O1/17/U1 PERFORMING THESf fUMCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL NAYC PROPERLY STRUCTURAL PANELS. BDTTON CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ALP IRE EOGINEERED C ,O gyp. BC OL 7.0 PSF D R W CAUSR427 01017044 ••IMPORTANT•• FURNISH A COPY Of THIS DESIGN TO THE INSTALL ATIOM CONTRACTOR. PRODUCTS. INC. SMAII NOT BE RESPONSIBLE FOR ARO DEMI ATION FROM THIS DESIGN; AMY fA1lURE TO FABRICATING, HANDLING SHIPPING, IYTTALLIYG AND r BC LL 0.0 PSF CA -ENG GTP/CWC BUILD IIIE TRUSSES 1N CONFORNAtlCE YITH TPI; OR ALPINE BRACING OF TRUSSES. THIS BEST60 CONFORMS WITH APPLICABLE PROVISIDNS Of NDS (NAiIONAI DG PUBLISHED BY It[[ AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE =z k TOT. LD. 33.0 PSF SEON - 50498 SPECIFICATION TRUSS, ANo2UNL0GA ESSIOIHE RVISEAIO. AT EO ONE THISEL f DESIGNICEPT . POSITION CONNCCiOR SNOTED. APPLY CONNECTORS TO EACH FACE SorARE I IIG # L s DU R 1.2 5 FROM S S DR AWIYGS 160 A•2. THE SEAL on THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINE ER AJpine E0 Od Pl'OAUCLS,ItIc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS P $8CfB1gRWmlO, CA Products,COWPONEYT FOR AMT PARTICULAR BUILDING IS THE RESPONSIBILITY Of THE BUILDING DESIGNER, PER ANSI/TPI 1.1995 SECT IoM 2. ���� .FAC . SPACING 24. 0 " i RaFEnnlln-3ANILE LEE/ REID-FILBRANOT - D1 TOP CHORD 2x4 OF -L #1 SIT CHORD 2x4 OF -L #1 1�1 WEBS 2x4 DF -L Standard 0 on-:-ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. L19 PSF BC LIVE LOAD PER UBC. Yl� H V t'a O A W W W W2.5MAU = c.5 z w W4x4 - W1.SX4 G THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00' OC, BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. w z 1E2 -0-0-3-I 9-6-0 I 9-6-0 J PLT 19-0-0 Over 2 Supports —j R-747 W=3.5' R=619 W=3.5" Wave TPI -95\R Design Criteria: TPI(STO MG ANO 7 ALPINE Alpine Engin eeredo,CA 95828 duct • ISacraa� �•VARNTNG•TRUSSES REQUIRE EXTREME CARE IN FABRICATIOn, NANOLTNG, SHIPPING, INSTALLI BRACING. REFER TO HI a. 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 563 O'ONOFRIO DR., SUITE 200, MADISON, NI 57719), FOR SAFETY PRACTICES PR100. 70 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ••IMPORTANT" FURNISH A COPY OF THIS DES IGn 70 INE INSTALLATION CONTRACTOR. ALPINE ENGINEERED . PRODUCTS, INC. SHALL 907 BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANI FAILURE TO BUILD 7HE TRUSSES IN CONFORMANCE YITH TPI; OR FABRICATING, HANDLING, SNIPPING, 191TALL196 AND BRACING Of TRUSSES. THIS DESIGN CONf FORMS YITII APPLICABLE PRO'ISIONS OF NOS (NATIOHAI DESIGN SPECIFICATION PURL ISHED 8Y TME AMERICAN FOREST AND PAPER ASSOCIA71010 AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLT CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHIRWISE 1OCA7E0 ON THIS DESIGN, POSITION CONNECTORS PFA OR AYINGS 160 A2. TMf SF AI O9 THIS ORAYI NG IIIDICATES ACCEPTANCE Of PROFESSIONAL ENGIIIEER IHG AESPONSIBIII TY SOLELY FOR THE TRUSS COMPONENT DESIGN SNOYN. THE SUIT AB IL ITT AND USE OF THIS COMPONENT FOR ANT PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION Z. 9.Ob2 CA/ -/11-/- -/F Q�OVESSI, ` �A �. TC LL TC DL BC DL 16.0 10,0 7.0 PSF PSF PSF I * 8C LL TOT AO. 0.0 33.0 PSF PSF c 4f tA� DUR.FAC.' 1.25 SPACING 24.0" O Scale =.25"/Ft. REF R427--57282 DATE 01/17/01 DR W CAUSR427 01017031 CA -ENG JCJ/CWC SEON - 50506 FROM SS RFTDO110�JANICE LEE/ REID-FILBRANDT - D2 TOP CHORD 2x4 OF -L #1 � )T CHORD 2x4 DF -L #1 1-1 WEBS 2x4 DF -L Standard rn THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180,00 TOTAL LOAD. i-ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. m 0 o .. z W4X4 = Q w x w . w z . c.5 z w w z L--2-0-0- 9 6-0 I 8-0-0 J I 17-6-0 Over 2 Supports ,I I R-708 W=3.5" R-559 0 '-1 PLT TVP_ Wave TPI -95 R Design Criteria: TPI STO 19.Ob2 CA - 1 - - - F Scale =.375" Ft. `•WARNING•' TRUSSES REQUIRE EXTREME CAPE IN FABRICATION, XANDLING, SHIPPING, lI1STALlIMG AND Q,�FESSIp,{r�_ TC LL 16.0 PSF REF R427--57283 O BRACING. REFER 10 1110-91 (HANDLING INSTALLING AND BRACING). PUBLISMEO BY TPI (TRUSS PLATE p-'"'�F!! O • INSTITUTE. 603 0.OHOfR10 DR.. SUITE 200. MADISON. MI 53119). FOR SAFETY PRACTICES PRIOR TO •��M N PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED T C D L 10.0 P S F DATE 01/17/01 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 00 ' ..IMPORTANT " FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED ' B'J1 9C OL 7.0 PSF D R W CAUSR427 0101701.6 PRODUCTS, INC. SNAIL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO (J BUILD INE TRUS3ES IN C014FO0.MAN[E WITH TPI: OR FABRICATING, "ANGLING. SIIIPPIMG, INSTALLING AND (,P F' a BC LL 0.0 PSF CA -ENG JCJ/CWC ALPINE BRACING Of TRUSSES. THIS DESIGN CONFORMS NITH APPLIC ABIE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED B1 THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE7* TOT . L D. 33.0 P S F S E O N 50515 COMNECiORS ARE MADE Of 206A ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS i0 1R EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PF0. wF�XNL DRAWIRGS 160 A•2. THE SEAL OM THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL EN6INEERIN6 41�RrV- D U R .FAC , 1.25 F R 0 M S S Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THC TRUSS COMPONENT DESIGN S110YN. THE SUITABIIITT AND USF Of X1115 CA�'� P SBITdTDCDTA, CA 95828 COMPoil FOR ANI PARTICULAR BUILDING IS THE RESPONSIBILifY Of THE BUILDING DESIGNER, PER U SPACING 24. O " ANSIITPI 1.1995 SECTION 2. 1003 -.11ANirF LEE/ REID-FILBRANOT - D3 Cl�')P CHORD 2x4 DF -L #1 _J. )T CHORD 2x4 OF -L #1 C=' WEBS 2x4 DF -L Standard ,, SATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 110 PSF BC LIVE LOAD PER UBC. Co o *) LATERALLY BRACE TC BELOW FILLER AT 24. OC. 0 z ' E~ v A O A-. A w x w _ z WZX4(A1) a z w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS d DIMENSIONS) SUBMITTED BY TRUSS MFR. SEE DWGS TCFILLER0699 AND BCFILLER0699 FOR FILLER DETAILS. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00. OC. a DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W1.5X4 III w z L---2-0-0--�;Ij 17-6-0 17-6-0 Over 2 Supports R-708 W=3.5' R-559 d C=) PLT TYP. Wave TPI -9 R Design Criteria: TPI(STD D TNG SHIPPING INSTALLING AND O O� CV OO ALPINE Alpine �EnnBginee ed Products, Inc. 'WARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HAN l BRACING. REFER TO HIS -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. SB3 O'OMOFRIO DR..•SO I TE 200. MADISON, NI 13719), FOR SAFETY PRACTICES PRIOR TO PE Rf ORHIN6 711E SE FUNCTIONS. UNLESS OTHERNISF INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STR-ImUCTURAL PANELS. BOI T ON CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. PRODUCTS. INC. SHALLISH NOTACOPY OF THIS Of RESPONSIBLEOFORGMTO ANY THE DEVIATIONAT 10 FRO" THIS THISTDE S IGH: AAN1NEf AILUREE TO BUILD THE TRUSSES IN CONFORMANCE YITX TPI: 0R FABRICATING. HANDLING, SHIPPING• INSTALLING AND BRACING Of TRUSSES. THIS DE SIGtl CONFORMS YIT" APPLICABLE PROVISIONS OF HUS INATIONAI DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE "ADE OF 20GA ASTM A653 GRAD QALY. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AUD UNLESS OTHERWISE LOCATED OM THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A•2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBIL17T OF TOE BUILDING DESIGNER, PER ANSI/TPI I. 1995 SECTION 2. 9.Ob2 "CL 6-1-15 �3 5X4 III -T- 0 4 W1.5X4 III Scale —.375"/Ft. REF R427--57284 DATE .01/17/01 O R W CAUSR427 01017017 CA-ENG.JCJ/CWC SEQN - 50518 FROM SS CA - 1 - - F TC LL 16.0 PSF TC DL 10.0 PSF BC OL 7.0 PSF " BC LL 0.0 PSF * TOT.LD. 33.0 PSF DUR.FAC.' 1.25 SPACING 24.0" Scale —.375"/Ft. REF R427--57284 DATE .01/17/01 O R W CAUSR427 01017017 CA-ENG.JCJ/CWC SEQN - 50518 FROM SS TnnYin-.7AutrF 1 FFF RFID-FILBRANDT - El ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. co P CHORD 2x4 DF -L #1 T CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard ,,; ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. cl• 0 o z W4X4 IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRALL IL ® 24.00' OC, BC (4 72.00' OC.1 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC, z W2X4(A1) - c.s z w WLx4(A1) =— C-3 w z L'2 -0 -OJ 1X2-0-0 `17 I 8-9-0 17-6-0 Over 2 Supports 1 R-689 W=3.5' R-689 W=3.5" d ISS 0 �) PLT TYP. Wave TPI -95 R Desi n Criteria: TPI STD 1� ••11ARN IMG•' TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND C� BRACING. REFER TO 1118.91 (HANOLIIIG INSTALLING AND BRACING). PUBLISHED BY T. (TRUSS PLATE C= 1.STITUTE. 583 O'ONOFR10 OR., SUITE 200, MADISON, WE 53119). FOR SAFETY PRACTICES PRIOR TO GV PERFORhING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. aO `•IMPORTANT•• FURNISH A COPT OF THIS DESIGN TO THE IBSTALLATIOM CONTRACTOR. ALPINE ENGINEERED �• PRODUCTS. INC. SHALL 007 BE RESPONSIBLE FOR ANY DIY IATLON FROM THIS DESIGN; ANY FAILURE TO (afiiBUIl0 TME TRUSSES IM CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING ANO Q ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM AGS3 GR GALP. STEEL. EFCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER OR AYINGS 160 A•I. THE SEAL OR THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING OF THIS Alpine Engineered Products, IIID RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SK6K. THE SUITABILITY AND USE OF THIS P SEn inrnlO, CA oduct COMPONENT FOR AMY PARTICULAR BUILDING IS THE RESPOPSIBILITY OF THE BUILDING DESIGNER, PER ANSSITPI 1.1995 SECTION 2. E( � 10-0-0 .Ob2 CA J1 - - - F Scale —.25"/F TC LL 16.0 PSF REF R427--57285 fESS10 TC DL 10.0 PSF - DATE 01/17/01 BC OL 7.0 PSF DRW CAUSR427 01017018 F— BC LL 0.0 PSF CA ENG JCJ/CblC iF CIVI1• � �ftA1� TOT.LO. 33.0 PSF SEON - 50527 DUR.FAC. • 1.25 FROM SS SPACING 24.0" cmn%1A..1ANTrF IFF/ REID-FILBRANDT - E2 1_1P CHORD 2x4 OF -L #1 "IT CHORD 2x4 DF -L #1 N WEBS 2x4 DF -L Standard ,=, _ATES DESIGNED FOR GREEN LUMBER PER NDS797 TABLE 7.3.3. I m o IJ4X4 = THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO UKA(.t IL @ 24.00' OC, 8C @ 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. A w C: -4 . w w z z �-2-0- a 1 8L9-0 1 8-5-8 _I 17-2-8 Over 2 Supports R-690 W=3.5" R-558 Design Criteria: TPI LD PLT TYP. Wave TPI-95IR AND SEON - 50525 "WARNING" TRUSSES REQUIRE EXTREME CARE IX FABRICATION. HANDLING, SHIPPING, INSTALL PLATE SPACING 24.0" BRACING. REFER TO MI8-91 (HANDLING IWSTALIIHG AND BRACING). PUBLISHED BY TPI (TRUSS PRACTICES PRIOR TO INSTITUTE, 5B] D•ONOFRIO DR.. SUITE 200. MADISON. -MI 57719), FOR SAFETY INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. SIRUCTURAL •`IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED', PRODUCTS. INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; All FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANOLIMG. SNIPPING. INSTIILIIHG AND AllerMd ANDPLIC PAPFRB ASSOC/AT1D/)SAHD TP1.(NALP/NEL DESIGN SPEC I FICATIONUPUBLISHED BYSTHESAMERICAN FOREST EXCEPT AS NOTED. APPLY CONNECTORS TO CONNECTORS ARE MADE OF 20GA ASTM A65T GR10 GALV. STEEL. LOCATED ON THIS DESIGN. POSITION CONNECTORS PER EACH FACE OF TRUSS. AND UNLESS OTHERWISE SEAL OX THIS DRAYING INDICATES,AGCEP7AMCE OF PROFESSIONAL ENGINEERING l_- pCIS, UW. $ 10, CA 95828 DRAWINGS 160 A•2. THE RESPONSIBIIITT SOLELY FORINETRUSS COMPONENT DESIGN SH WK.TME SUITABIIITY AMD USE OF THIS COMPONENT FOR ANT PARTICULAR BUILDING IS THE RESPONSIBILITY SIBII TTY Of THE BUILDING DESIGNER, PER ANSI /i PI 1-1995 SECTION 2. et�_ 0-5.2 10-0-0 Ob2 IVE fy 6 15 'r' * C `$ �FCA17� CA - 1 - - F Scale —.375"/Ft. TC LL 16.0 PSF REF R427--57286 TC DL 10,0 PSF DATE 01/17/01 BC DL 7.0 PSF DRW CAUSR427 01017019 BC LL 0.0 PSF CA -ENG JCJ/CWC TOT.LD. 33.0 PSF SEON - 50525 OUR.FAC.' 1.25 FROM SS SPACING 24.0" (REIDOI10-JANICE LEE/ REID-FILBRANDT - E3 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. co P CHORD 2x4 OF -L #1 d'T CHORD 2x4 DF -L #1 M WEBS 2x4 DF -L Standard ,y,; ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 110 PSF BC LIVE LOAD PER UBC. o °) LATERALLY BRACE TC BELOW FILLER AT 24' OC. 0 z U Q O to W IY. W - W z - z w . w z X2 -0-0--:;j 11-2-8 —� I 17-2-8 Over 2 Supports R-690 W=3.5" R-558 SEE OWGS TCFILLER0699 AND BCFILLER0699 FOR FILLER DETAILS. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W1.5X4 IU d TC LL GO 1QapFESS/p7� TC DL O rA e ' BC DL ._ 7D Design Criteria: TPI ST[ 0.0 P S F PLT TY P. wave TPI -95 R 33.0 PSF C �CA1 ��NARNIH6�� TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING, INSTALLING AND 1.25 24.0" BRACIOG. REf ER YO HIB -91 (HANDLING INSTALLItlG AND NR ACING), PUB LI SIZED BY Yl (TRUSS PLATE PRIOR TO O INSTITUTE. SB3 D'ONOFR IO OR., SUITE 200, MADISON. MI 57719). FOR SAFETY PRACTICES =• - PERFOIT I..- THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SMALL NAVE PROPERLY ATTACHED C\) STRUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTAINED RIGID CEILING. CONTRACTOR. ALPINE ENGINEERED - pj -•IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION DEVIATION FROM THIS DESIGN: ANY FAILURE TO ~ PRODUCiS. INC. SMALL ROT BE RESPONSIBLE FOR ANY TRUSSES IM CONFORMANCE WITH TPI; 0R FABRICATING. HANDLING, SLAPPING. INSYALLING AND ALPINE BUllO THE BRA[IN6 0/ TRUSSES. Ti1IS DESIGN COMfO0.M5 NIT11 APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN AND PAPER ASSOCIATION) AND TPI. AIPINE By SPECIFICATION PUBLISHED BY TILE AMERICAN FOREST EXCEPT AS NOTED. APPLY COHNECTOflS TO ti CONNECTORS ARE MAO[ OF ASTM A6S7 GR40 GALY. STEEL, POSITION CONNECTORS PER EACH FACE OF TRUSS. AND UNLESS OTHONISE LOCATED OM THIS DESIGN, ENGINEERING Al ine Engineered products, P Sacramento, CA 95826 DRAWINGS 160 A-2. THE SEAL OM THIS DRAWING INDICAT ISACCEPTANCE OF PROFE SSIOHAL Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COM POIIENT OESIGH SHOYN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE YE SPO US, BILITY OF THE BUILDING DESIGNER. PER ADS IITPI 1-1995 SECTION 2. 19. CA - 1 - - F TC LL 16.0 PSF 1QapFESS/p7� TC DL 10.0 PSF' rA e ' BC DL 7.0 PSF 7D BC LL 0.0 P S F �OD1 * TOT.LD. 33.0 PSF C �CA1 DUR.FAC.• SPACING 1.25 24.0" Scale —.375"/Ft. REF R427--57287 DATE 01/17/01 DR W CAUSR427 01017020 CA -ENG JCJ/CWC SEAN 7 50530 FROM SS is (REID0110-JANICE LEE/ REID-FILBRANDT - F1 LL'1P CHORD 2x4 OF -L #1 SIT CHORD 2x6 OF -L #2 zd. WEBS 2x4 DF -L Standard ,nL-;.ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. InFFLECTiON MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 0 c=, -COMMENDED CONNECTION FOR TRUSSES FRAMING FROM THE BOTTOM o dORD AT 24" O.C.: SIMPSON LUS26. SEE SIMPSON CATALOG C-2001. z ' H W4X4 W1.5X4 III C-> q O r- 0 r� T'- 2-3-15 Q w - rx w . 9-0-0 z W4X4 III W4X4 e c.5 w W2.5X4(A1) rte... I �-6-0-0 Over 2 Supports--� R-1077 W=3:5" Q R=973 co 0 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS Q DIMENSIONS) SUBMITTED BY TRUSS MFR. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 12.00' OC. GIRDER SUPPORTS: 19-0-0 SPAN TO BC ONE FACE AND 2-0-0 SPAN TO TC/BC SPLIT OPPOSITE FACE. I PLT TYP. Wave TPI -95 RDesign Criteria: TPI STD �'NARNING•- TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDL IMG, SNIPPING. INSTALLING AND O BRACING. REFER TO MIB -91 (HANDLING INSTALLING AND BRACING). PUBLISNCD BY TPI (TRUSS PLATE O INSTITUTE. SB3 D'ONOFR10 DR.. SUITE 200, MAO ISON, YI 53719). FOR SAFELY PRACTICES PRIOR TO CV PERFORM IN6 (MESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SIIAII HAVE PROPFRLY ATTACHED CtjSTRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. •70 THE PRODUCTS. INC. $HALLISH NOTA BE RESPONSIBLE FORCOPY OF THISGNANY DEVIATIOUL FROM 1 TH/57 DESIGN: AANYNEFAILUREERED' TO - BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SNIPPING, INSTALLING AND �' A L P I N E BRACING Of TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF MOS (NATIONAL DESIGN ti SPECIFICATION PUBLISHED By THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS AN MADE OF 20GA ASTM A653 GR 40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AUD UNLESS OTNERYI SE LOCATED ON THIS DESIGN, POSITION CONUECTORS PER DRAWINGS 160 A•1. THE SEAL ON THIS DRAWING INDICATES ACCEPYANCE OF PROFESSIONAL ENGINEERING AI ine En eeTed PTodUCTB, Llc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SNUNN, THE SUITABILITY AND USE Of THIS Alp SRCEe%-r, CA oduct COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER AN SI IT PI 1-1995 SECTION Z. 9.Ob2 f t"'7 W. A 45 o0 p�.6342AD1 FA CA/ -/1/-/-/-/F TC LL 16.0 PSF TC.DL' 10.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 33.0 PSF DUR.FAC.' 1.25 SPACING 24.0" rl Scale =.375"/Ft. REF R427--57288 DATE 01/17/01 DR W CAUSR427 01017021 CA -ENG GTP/CWC SEAN - 50485 FROM SS F1nniln—1 ANICF LEE/ REID-FILBRANOT - G1 'NP CHORD 2x4 OF -L #1 —IT CHORD 2x4 DF -L #1 L WEBS 2x4 DF -L Standard ,,„.ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 0 0 z Lea E— C-3 C..3 L O P-. q w o� w . w z v z w THIS ONG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC Q 24.00" OC, BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD, W4X4 z L --2-0-0---j 1-2-0-0--j a I 6 -0-0 I 6-0-0 I 12-0-0 Over 2 Supports J R=508 W=3.5" R=508 W=3.5' co 0 ~. DIT TVP wave TPI 95 R Design Criteria: TPI(STD)19.Ob 1 —AILING AMO O - O N OC7 Q ALPINE Alpine EnginceEe l Products, Inc. Sa0T0n1Q1 , CA 't1ARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. IIANDIItIG. SNIPPING, M aQtrSS/ BRAC IY6- REFER TO 1119.91 (HANDLING INSTALLING AMC BRACING). PUBLRI 0 BY TP1 (TRUSS PLATE P EES 1YST ITUTE. 557 D'OMOFRIO DR.. SUITE 200, MADISON. NI 57719). F00. SAFETY PRACTICES PR IDR TO Q PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. IOP CHORD SHALL HAYS PROP[RLY ATTACHED STRUCTURAL PANELS, BOTTON CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. " IMPORTANT`• FURNISH A COPY OF THIS DESIGN TO TILE INSTALLATION CONTRACTOR. ALPINE EN6INEE R[0' PRODUCTS. INC. SMALL IT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO ly BUILD THE TRUSSES 1N CONFORMANCE YIiN TP 1; OR FABRICATING, NANDLIMB. SHIPPING. INSTALLING AND pN r x BRACING OF TRUSSES. THIS DESIGN CONFORMS Y17H APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPE If IC AT ION PUBLISHED BY THE AMERICAN FOREST ANO PAPER ASSOCIATION) AND TPI. ALPINE COR HECTORS AN MADE OF 20GA AS IN A6S7 GR VO GALV, STEEL. EECEPT AS NOTE O. APPLY CONNECTORS TO EACH FACE OF TRUSS, AYO UNLESS OTNE0.W ISE LOCATED OM i111S OE 516". POSITION CONNECTORS PER s DRAYIdGS 160 A -l. THE SEAI ON THIS OKAY'IUG INDICATES :CCEPTANCE OF PROFESSIONAL ENGINEERING C V RESPONSIBIl17Y SOLELY FOR 711E TRUSS COMP OWE MT OESIGR SIIOYH• TH[ SUITABILITY AND USE OF THIS CA1'� COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF TILE BUILDING DESIGNER. PER ANSIITPI 11995 SECTION 2. +9-0-0 6r CA 1 - - - F Scale —.375" Ft. TC LL 16.0 PSF REF R427--57289 TC•DL 10.0 PSF DATE 01/17/01 BC DL 7.0 PSF DRW CAUSR427 01017022 BC LL 0.0 PSF CA -ENG JCJ/CWC TOT.LD. 33.0 PSF SEQN - 50534 DUR.FAC.' 1.25 FROM SS SPACING 24.0" CD101 LIVE LOAD (PSF) DEAD LOAD,(PSF) DURATION FACTOR SIZE GnADE nAFTEn SLOPE_6 4:12 16 16 30 30 10 15 10 15 25% 25% 15% 15% 2X4 #1 FL 9-2-0 9-6-0 STANUAnO JACI< DETAIL 7-11-0 0-5-0 _ 10-9-0 11-10-0 2X4 SS FL _ 2X6 dI FL SPACING 24" O.C. 13 -II -0 DrF1_ECT I ON Cn I TE11I A: 1.5X3 (LIVL LUAU) RAFTEII SLOPES < 4: 12 n 1-/240 nAFTE11 SLOPES > 4: 12 < 12:12 - L/100 CEILING JOIST - L/240 _ nAFTEn ='�-- �:�I IT IS THE RESPONSIBILITY 017 1111: BUILDING OESIGNEn AI.10 \;� �- •-Tn11SS FADWCATO11 TO rIEV1EW THIS DIMING PnIUn TO CUTTING I LUMDEII TO VEIIIFY THAT ALL UATA. INCLUDING 0114ENSIONS - AND LOADS. CONFORM TO THE A1ICIIITECTUnAL SPECIFICATIONS AND FAOnICATUn'S TRUSS LAYOUT. -�� 2X4 x � 1.X3 MAXIMUM CLEAII SPAN ----------._............--•--- � 2x4 HEM -Fin s'rnrlDnnD -- -I1FOl1Inim IF nAFTEn NOT CEILING .JOIST SUPPORTED AT END LIVE LOAD (PSF) DEAD LOAD,(PSF) DURATION FACTOR SIZE GnADE nAFTEn SLOPE_6 4:12 16 16 30 30 10 15 10 15 25% 25% 15% 15% 2X4 #1 FL 9-2-0 9-6-0 8-7-0 _..- _8-.11-0 12-6-0 - 13-1-0 7-11-0 0-5-0 _ 10-9-0 11-10-0 2X4 SS FL _ 2X6 dI FL 13-4-0 2X6 SS FL 13 -II -0 o O l= O = 1= O O o O 0 0 o r_—_i o C=ALPINEf o CI fn Tnuss •-11 F7.) j-71 1-1 f-1 17—'1 nAFTCn SLOPE > 4: 12 BUT ? :_12 CEILING JOIST 16 JG 30 30 10 15 10 15 5 25% 25% 15% 15% 1.00 41AX IMUM CLEM SPAN-- �-• 7-5_0 - - 8-11-0 8-4-0_— 7_10-0 _ 7-5-0 _-- 8=9_Q_ 0-0-0 9-3-0 _ 8-7-0_ 8-2-0_ 7.-I(J�Q_.- --'--•-• --- .9=0_Q_. 10-2-0 — -- - 12-3-0- 11-6-0 -10-9-0 - 10-3_-0 13-11-0 -11-4-0 -- - - 12-0-0— 11-11-0 11-4-0 10-10-0 13-11-0 KXIMPORTANT xxAlrur u1Gimmo rinmcm mr. SIOIII 11111 In' If.SPls is 1111E r1V1 Anr OEVIAI1011 rf1oN fills IIESIWI 011 HESE Sll;clrll:Allm s. ml A11f rAILUPE 10 OUILD IIE In11SS IU CdfaOlAIA;f III III OSInn Of Irl. ALr111E C0I114CI0nS UE IIAIIE Or 70GA GAIV. SIEEL PEE1111n ASIN AAAO cn t EACtrl As (toll O. AH\Y Ca Annan to CALM FACE Or "I", AID mitt Ss 01191MISE tOCAI[fl 011 11119 flrslClL A•Oslllal cnuE Clolls r[n OIIAt1I IICS 1]0, ISO c IGOA•r', ntslrJl sliiml 14 C011'nlltl ■/Arr\ICAnIE Il■IVIS IINB Or' C Irl. All rinllffn•5 Sf SL al tills OnAN111f: All -1.11's 10 lilt Ca1•af111 OLI•Il:lro IEnf; IN alt Y, AM SIMI Inl n[ Ot1111/ arvul IN All( OIIEn NAY. ll%M—. 1.1 All 11x.1111111, 1n: - 1991 INIIIIIIA1 1451 WARN INGI1' IEOulog ES111[IIE C y II1uI 17gtn.1110. EflECll/ul nf1ACIItG. SEE 11111.01 of Irl. Slit Iles 11 1011 A091111111A1 SPECIAL 11.11NA11f.111 OIIAC OIIIIEIEIIIS. U1ECsS nllfluflsC Il/lll•AICI lAy 110• t Clgllq AIL.I. DE tf AIIACIIFO rl YMalll lGlf.Al111n or. collal Inn 111111 r111f•f1tI AI IA1.111II nl filll rf 1111111 Al.rllE 11C111111:A1 IA•IIAIE Ir/Irnll r1t11 IYgt Q a1rtlAtl. Ar11.Ir.AIIa1. fIIIVII Al A,CN'Y or fins �ljf Ui' C1 IESIGII 10 11E 119153 Enlli11f111 r1111111ACI1111, a1 a•n:u Ir.Allnu Fal ■uuu,rur.u,tr.nal JACK DETAIL n n C In 10 to N REF n992--90913 DATE 02/17/93 DnW —CD101 _ CA -ENG JS a1P CHORD 2x4 OF -L #1 ':z")T CHORD 2x4 OF -L #18Bet. n WEBS 2x4 DF -L Standard �,:-ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. �11 HIP SUPPORTS 6-0-0 JACKS WITH NO WEBS. CORNER SETS ARE p 3NVENTIONALLY FRAMED. = SE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0' OC. EXTEND SLOPING TC =LF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER KIO-91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. W2. 5X4 0.32 _ W1 .5X4 III n THIS OWG PREPARED FROM COMPUTER INPUT (LOADS B DIMENSIONS) SUBMITTED BY TRUSS MFR. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00' OC, BC @ 72.00" OC. 4 f--'- T 2-0-9 9-0-0 W1.5X4 m W2X41( 1) W1 .5X4 III X2 -0-0--j 1-0-0 6-0-0 1_ _I --7-0-0 Over 2 Supports R=452 Wm3.5` R=487 PLT TYP. Wave TPI -95 R DesignCriteria: TPI STD ••WARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANOI TNG. SNIPPING, INSTALLING AND BRAC INS. REFER TO RIB -91 (NAMDLING INSTALLING ANO BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 O'ONOFRIO DR., SUITE 200, MADISON, WE 63719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE fUNCTIONS. UMLE SS OTMERYISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUC7UNAL PANELS. B01TOM CHORD SHALL NAVE A PROPERLY ATTACHED RIGID CEILING. •'IMPORTANT' FURNISH A COPY Oi THIS DESIGN TO TIIE IHITALLATION CONTRACTOR. ALPINE ENGIREEREO PRODUCTS. INC. SHALL NOT Bf RESPONSIBLE FOR ANY DEV [ATION FROM THIS DESIGN; AMT FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICAT IMG, HANOLItl6, SHIPPING, IN ST BRACING NG AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF HUM (x A710NA1 DESIGN SPECIFICATION PUBLISHED BT THE AMERICAN FOREST AND PAPER ASSOCIATION).ANO TPS. ALPINE CONNECTORS ARE MADE OF 206A ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. AP CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DR AYINGS 160 A2. IME SEAL OR TIIIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHONN: THE SUITABILITY AND USE OF THIS P $00'Nmtn10, CA 95828 COMPOMEtlI fOR AWY PARTICUL AN BUILDING 15 THE RESPONSIBILITY OF THE BUILDING OE SIGNER. PER ANSI/TPI 1.1995 SECTION 2. _ Ob2 CA - 1 - - F FESS11 TC LL 16.0 PSF .r� TC DL 10.0 PSF 'D 's BC OL 7.0 PSF r 7O BC LL 0.0 PSF 630I�DI * TOT.LD. 33.0 PSF DUR.FAC. 1.25 !rn SPACING 24.0 Scale —.375"/Ft. REF R427--57290 DATE 01/17/01 OR W CAUSR427 01017023 CA -ENG GTP/CWC SEAN - 50538 FROM SS (REIDO110-J4NICE LEE/ REID-FILBRANOT - L1 SB6 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. � 9P CHORD 2x4. DF -L #1 SIT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard i;.ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. D0- ,:I - 4 LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC 24.00" OC, BC @ 72.00" OC. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. #1 HIP SUPPORTS 6-0-0 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 3.25 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00' OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR OWG. BRCALHIP0699. SUPPORT HIP RAFTER WITH CRIPPLES AT 4-7-2 OC. 4)3X4 W04 A W1.5X4 III 4 T2-0-10 �9-0-0 W2. 5X4 = W4X4 = '1W12X6( 11 L--2-0-0--�;J ) 6-0-0 I 6-6-0 J PLT TYP. Wave 12-6-0 Over 2 Supports j R-859 W=3.5" R=818 I -95\R Design Criteria: TPI(STD) 19 ALPINE Alpine amga9uc. Inc. anCA "WARNING'• TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SNIPPING, INSTALLING AND BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TDI (TRUSS PLATE INSTITUTE. 583 D'ONOF0.I0 DR., SUITE 200, MADISON, WI 53719). FOR SAFE iT PR AC7ICES PRIOR TO PERF00.MIN6 THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CN ORD SHALL NAYS PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SMALL .AVE A PROPERIT ATTACHED RIGID CEILING. ••IMPORTANT•• FURNISH A COPT OF THIS OE SIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY OEYIAT I ON FROM THIS DESIGN; AMY FAILURE 70 BUILD TME TRUSSES IN CONFORMANCE IT. TPI; OR FABRICATING, HANDLING, SHFI DPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NAT IO UAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER PROVISIONS TPI. ALPINE CONNECTORS ARE MADE OF 206A ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED APPLY CONNECTORS TO EACH FACE Of TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -I. THF SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIOUAL ENGIUEERING RE SPO.SIBILITY SOLELY FOR THE TRUST COMPONENT DESIGN SHOWN: TME SUITABILITY AND UTE OF THIS COMPONENT FOR ANT PARTICULAR BUILDING IS 7NE RE ON5181LITY OF THE BUILDING DESIGN[&, PER AN 1.1995 SECTION 2. b2 CA - 1 - - F Scale -.375"/Ft. ESS TC LL 16.0 PSF REF R427--57291 C F7 TC DL 10.0 PSF DATE 01/17/01 BC DL 7.0 PSF DR4J CAUSR427 01017024 BC LL 0.0 PSF CA -ENG GTP/CWC TOT.LD. 33.0 PSF SEON — 50542 S rCpy4 DUR.FAC. SPACING 1.25 24.0" FROM SS (REIDO110-LEE/ REID-FILBRANDT - L2 HVAC FB OP CHORD 2x4 DF -L #1&Bet. OT CHORD 2x4 DF -L #1 � WEBS 2x4 DF -L Standard r— _ -SLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3,3. (ADDITIONAL LOADING PER TRUSS MANUFACTURER N----------------------------------------- c— TC - 65 LB Conc. Load at 9.20, 11.70 C^1 -j o z H V Q O Ys.. rl , w w_. W2X4(A1) W4X4 c7 z w , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W3X6 0 L.r7 W1.5X4 Hl 12-6-0 Over 2 Supports — j R=443 R=512 TYP. Wave TPI -95\R Design Criteria: TPI STD O O Lri ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 •WARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION. MANDL ING, 5MIPPING. INSTALLING AND BRACING. REFER TO HIB -91. (HANOLIHG INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 O'OHOiR10 DR., SUITE 200, MAOISOII, WI 53719), FOR SAFETY PRACTICES PHIOR TO PERFORMING THESE FUHCTT 0115. UNLESS OTHERWISE INDICATED, 70P CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. -IMPORTANT*' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED - PRODUCTS. INC. SMALL Of BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY fAILURE TO BUILD THE iRU5SE5 IN CONFORMANCE NI TM TP 1: DR fAeRIC A7 ING. HANDLING, SNIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF UDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF TOGA ASTM A653 GR40 GALV, STEEL. EICEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATEO ON THIS DESIGN, POSIT IDH CONHE CTORS PER DRAWINGS 160 A-2. THE SEAL 011 TMIS DRAWING IM.. CATES ACCEPTAWCE OF PROFESSIONAL ENFi111EERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BU IL0ING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI L-1995 SECTION 2. 4-5-15 9-0-0 19.4a 63620DI A f— X CA/ -/1/-/-/-/F Scale =.375"[Ft. TC LL 16.0 PSF REF R427--47089 zo TC DL ' 10.0 PSF DATE 03/15/01 r—: BC DL 7.0 PSF DRi'! CAUSR427 01074017 O BC LL 0.0 PSF CA -ENG LVT/CWC —1 TOT.LD. 33.0 PSF SEQN - 53135 DUR.FAC. 1.25 FROM SS SPACING 24.0" IDO110-LEE/ REID-FILBRANOT - M1 SB6 HVAC (TOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard Y=LLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. (ADDITIONAL LOADING PER TRUSS MANUFACTURER nl________________________________________ C'C - 270 LB Conc. Load at 3.00 _'C - 65 LB Conc. Load at 9.20, 11.70 z IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE BC @ 72.00" OC. H Q W3X4 (R) C=:. rz T w 1-3-15 x W W - THIS DWG PREPARED FROM COMPUTER INPUT (LOADS B DIMENSIONS) SUBMITTED BY TRUSS MFR. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIP0699. SUPPORT HIP RAFTER WITH CRIPPLES AT 2-9-15 OC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING, W1.5X4 III z W1.5X4 01 W3X8 W4X4 c7 z w w 3-0-0 1 2-0-15 1 10-1-9 IiE 15-2-8 Over 2 Supports W2.5X4 ::E:I R=759 R=641 o- CV O I1-), PLT TYP. Wave TPI -95\R Design Criteria: TPI STD 19.4a ••YARNING•• TRUSSES REQUIRE EXTREME CARE 1N FABRICATION. HANDLING. SHIPPING. INSTALLING AND p BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATEC INSTITUTE. 583 D'OHOFRIO DR., SUITE 200. MADISON. NI 53719). FOR SAFETY PRACTICES PRIOR 70PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHEDSTRUCTURAL PADELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.Ln '*IMPORTANT•' FURNISH ACOPYOF TNISDESIGNTO TME INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC.SHALL NOTBE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSESIN CONFORMANCE WITH TPI; OR FARRICATIHG, HANDLING, SHIPPING,INSTALLINGAND P -I ALPINE BRACING OF TRUSSES. THIS DESIGNCONFORMSWITH APPLICABLEPNOVISIOMSOF NDS (NATIONAL DESIGN SPECIFICATION PURL ISHEOBYTHE AMERICAN FOREST A110 PAPER ASSOCIATION) AND TPI. ALPINECORNECIORS ARERADE OF 2D6A ASTMA653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTNERWISE LOC ATEO ONTHIS DESIGR.POS 17104 CONNECTORS PER DRAWINGS 160 A•2.THE SEAL ONTHIS0RAW]NG INDICATES ACCE P7ANCE OF PROFESSIONAL ENGINEERINGAj lIIC1 FFI eered ProdLICl9ILC. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THISp $aCTNwC7R0, CA 95828 COMPONEIIT FOR ANT PARTICULAR BUILDING IS THE RESPONSI0ILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1.1995 SECTION 2. 5-4-12 1 =-,- � • 1 1 CA/ -/1 TC LL TC DL BC DL BC LL TOT. LD. OUR. FAC. SPACING 16.0 PSF 10.0 PSF 7.0 PSF 0.0 PSF 33.0 PSF 1.25 24.0" 14 I Scale =.375"/Ft. REF R427--47090 DATE 03/15/01 r— DR W CAUSR427 01074018 Q CD CA -ENG LVT/CWC —j SEON - 53130 FROM SS RE(DO110-JANICE LEE/ REID-FILBRANDT - N1 1 OP CHORD 2x4 DF -L #1 �3T CHORD Zx4 OF -L #1 o WEBS 2x4 DF -L Standard CV ,,.;LATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. I 0 W4X4 = THIS ONG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00' OC, BC C4 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. w IX w w - z w z L-2-0-0 --- L-2-0-0—�-j 7-9-0• I 7-9-0 0 0 O 0 CV ccs z Q 15-6-0 Over 2 Supports R427--57294 'I 01/17/01 R-623 M=3.5" CAUSR427 01017027- 1017027CA-ENG CA-ENGJCJ/CWC SEQN - 50563 R=623 W=3.5" SS PLT TYP. Wave TPI -95 R Design Criteria: TPI(STD 19.Ob2 CA - 1 - - F ••YARNING•' TRUSSES REOUIRE EXTREME CARE IN FABRICATION, MANGLING, SHIPPING, INSTALLING AND 18ACIN6. REFER TO HIB-91 (HANOLIWG INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE p7],QFES SIQ T C L L 1 6 . 0 P S F INSTITUTE. SB3 O'OI.F.I. DR., SUITE 200, HAOISoN• WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED ,• TC DL 10 .0 P S F STRUCTURAL PANEL$, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ti ' ••IMPORTANT•• FURISM A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED SN YOT BE'RE SP BL[ FOR TODEVIATION TROM THIS DESIGN; ANY fAIL URE TO 'D )VV B C OL 7 .0 P S F PRODUCTS, INC. ALL HANDLING, SHIPDING, INSTALLING AND yA 5 OC it BUILD TOE TRUSSES IN COMFORNANCE Y1TN IPI OR FABRICATING, B C L L 0.0 P S F ALPINE BRACIN6 OF TRUSSES. THIS DESIGN CONFORMS Y1T11 APPLICABLE PROV IS70N5 OF NDS (NATIONAL DESIGN I SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION). AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTH A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * * TOT . L D . 33.0 P S F Alpine Engineered Products, Inc. Sacrmnento,CA95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ONTHIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A•I. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFfSS10NAl ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN'. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUll0lN6 IS THE RESPONSIBILITY OF THE OUILDIN6 DESIGNER, PER AYSIITPI 1.199S SECTION 2. C. AN�� � C D U R .FAC . 1.25 SPACING 24.0' NI 10-0-0 Scale —.375"/Ft. REF R427--57294 DATE 01/17/01 D RW CAUSR427 01017027- 1017027CA-ENG CA-ENGJCJ/CWC SEQN - 50563 FROM SS .orrnnTin-.TAAITrr I P l RFTn-FTI RRANOT - N2 onP CHORD 2x4 OF -L #1 c1'IT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard V THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00. OC, BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. ,;.ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 0-5-2 W2X4(A1) W4X4 = W2X4(A1) L< -2-0-0--3;-j i 7 -5-8 I 7-9-0 _1 s I 15-2-8 Over 2 Supports I R-492 Wa3.5" R=624 W=3.5" ~ PLT TVP. Wave TPI-9\-rA Design Criteria: TPI STE NG•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, NANOL IMG. SNIPPING, IYSTAII IMG AND . REFER TO HIP -91 (MANGLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE TE. 507 O'DMOFRIO DR.. SUITE 200, MADISON. NI 53719). FOR SAFETY PRACTICES PRIOR TO ING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL NAVE PROPERLY ATTACHED RAL PANELS. BOT70H CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. >D TA WT•• FURNISH A COPY Of THISDESIGNTOTHEINSTALLATION CONTRACTOR. ALPINE ENGINEERED TS, INC. SHAHtl01 0E RESPONSIBLE FOR ANY DEVIATION F0.0M THIS DESIGN;AHT FAILURE TO THE TRUSSES ltl COYFORMANCE YITM TPI; OR fAORICATiN0. HANDLING• SNIPPING• INSTALLING AND ALPINE G OF TRUSSES. T1115 OE516N COMF00.M5 WI1H APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPfR ASSOCI Ai ION) AND TPI. ALPINE' CONNECTORS ARE HAOE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NDTEO. APPLY CONNECTORS TO EACH FACE Of TRUSS. AMD UNLESS OTHERWISE LOCATED ON THIS OESI6N. POSITION CONNECTORS PER DRAWINGS 160 A•2. TILE SEAL 04 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSION AI ENGINEERING Alpine Eo CQ/A PTOdLLCLS, Inc. RESPONSIBILITY SOLELY FDR THE TRUSS COMPO HE MT DESIGN SMOMN, TME SUITABILITY AND USE OF THIS P SBCTNDLDIO, CA Products COMPONENT FOR APT PARTICULAR BUILOIN6 IS THE RFSPOHS IBILTTY OF THE BUILDING DESIGNER, PER AN51IT PI 1.1995 SECTION 2. 9Z 10-0-0 19.Ob2 CA - 1 - - F Scale —.375"/Ft. FES Slp, 9 TC LL 16.0 PSF PSF' REF R427--57295 DATE 01/17/01 E� TC DL 10.0 8C DL 7.0 PSF DRW CAUSR427 01017028 BC LL 0.0 PSF CA -ENG JCJ/CWC W20DI TOT.LD. 33.0 PSF SEON -.23663 C OiCA1� DUR . FAC . ' 1.25 FROM SS SPACING 24.0" IREIDO110-JANICE LEE/ REID-FILBRANDT - N3 � '1P CHORD 2x4 DF -L $1 SIT CHORD 2x4 DF -L #1 N WEBS 2x4 OF -L Standard N ,, .ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IAODITIONAL LOADING PER TRUSS MANUFACTURER CO---------------------------- o : - 32 LB Conc. Load at 6.71, 8.21 o .. z W2.5X4 V 0 0-5-2 w W2X41„il = w - z THIS ONG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00" OC. W3X6 (R) /// c� w WM(A1) z L---2-0-0---�Pj 6-B-8 I 1-6-0 I 7-0-0 _I I15-2-8 Over 2 Supports j R=525 R=655 W=3.5' � 10-0-0 N3 ¢ a o PLT TYP. Wave TPI -95 R Design Criteria: TPI STD 19..Ob2 -/F Scale —.375"/F t. ••NAfl NTNG” TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SNIPPING, INSTALL IN6 AND TC LL 16.0 PSF REF R427--57296 O BRACING. REFER TO um -9i (HANDLING INSTALLING AND BRACIM6), PUBLISHED BY TPI (TRUSS PLATE [_ ' -INSTITUTE. 500 0'OtlDf0.10 DR., SUITE 200. HADISDY, N1 53719). FOR SAFETY PRACTICES PRIOR TO N PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED Wll1 � lY, �lC,j, TC DL _ 10.0 PSF DATE 01/17/01 STRUCTURAL PANELS• BOTTON CNORO SNALL NAVE A PROPERLY ATTACHED RIGID CEILING. 00 ••IMPORTANT•• fUAYISM A COPT OF THIS O[516tl TO THE INSTALLATION CONTRACTOR. ALPINE FYGiNEEKED B C D L 7.0 P S f D R 4! CAUSR427 01017029 PROOUCIS. INC. SHALL NOT BE AFSPOtlSIBIE FOR ANY DEVIATION FROM IRIS DEStGY; ANY fAiIURE TO W 5 r ^• BU 110 THE TRUSSES IN CONFORMANCE Y1TH IPI; OR FABRICATING, HANOLIN6, SHIPPING, INSTALLING AND OL 8C LL 0.0 P S F CA -ENG J C J / C W C A L PINE BRACIYG OF T0.USSf5. THIS GN CONfORNS HIT tl APP LICABLE PROYISlONS Of NDS (NATIONAL DESIGN NN�� SPEC If LCAT ION PUBII SNEO BY 1""Nf ANSA ICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE ryr. 6�i� � CONNECTORS ARE NAGE OF 20GA ASTM A653 GRAD GALY. STEEL, EYCf Pi AS NOTED. APPLY CONNECTORS TO '� * TOT . L D . 3 3.0 PSF S E Q N —23661 EACH FACE OF TRUSS. AND UNLESS OTNfAY1SE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER � � DU R .FAC .FROM S S DAAYINGS 160 A•T. THE SE AI ON iNtS ORANIN6 IND]CATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Aline Engineered ProdudS,IllG RESPONSIBILITY SOLELY FOR TILE TRO SS CORP OMENT DES". SHORN, THE SUITABILITY AND USE Of THIS Y � �A� P $Yaamenl0, CA 95828 COMPONENT FOR AMT PARTICULAR BUILDING IS THE RESPONSIBILITY Of THE BUILDING DESIGNER, PER SPACING AYSI/TPI 1-1995 SECTION 2, (REID011Q-LEE/ REID-FILBRANDT - 01 TOP CHORD 2,6 DF -L #2 :T2 2x4 DF -L #1: ROT CHORD 2x6 DF -L SS 00 WEBS 2x4 OF -L Standard co :ATES DESIGNED FOR GREEN LUMBER PER NDS 97 TABLE 7.3.3. a ADDITIONAL LOADING PER TRUSS MANUFACTURER N _ --------------------------------------- From 427 PLF at 0.00 to 427 PLF at 11.79 z IILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. TRUSS TRANSFERS 101.00 PLF. ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. RECOMMENDED CONNECTION FOR TRUSSES FRAMING FROM THE BOTTOM CHORD AT 24' O.C.: SIMPSON LUS26. SEE SIMPSON CATALOG C-2001. c.n v W1.5X4 III W5X8 0 4!3X10 (04 r- 1,)5X8 W1 •5X4 III Fi T2 W1 .5X4 III W4X4(01) IUIw PC w • 0-3-15 z c.5 4!4X4 UI 4!1.5X4 III W1.5X4 III w W1.5X4 III W4X4111 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUB14ITTEO BY TRUSS MFR. 2 Complete Trusses Required NAILING SCHEDULE: (0.1310.0_9_nails)• TOP CHORD: 1 ROW @ 12' o.c. BOT CHORD:.1 ROW @ 7' o.c. WEBS : 1 ROW @ 4" o.c. USE EOUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. ** THE MAXIMUM HORIZONTAL REACTION IS 1131# ** DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. #1 HIP SUPPORTS 2-8-12 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE TC @ 24.00" OC, SC @ 72.00' OC. W3X10(D1) = 4 (01) 0-3-15 —T- o l Q I 2-8-12 I 6-4-0• I 2-8-12 J 11-9-8 Over 2 Supports R-3086 W=3.5" a Rh=1131/-1131 R=3086 W=3.5" o Liz PLT TYP. Wave TPI -95\R Design Criteria: TPI(STD 19.4a CA - 1 - F Scale =.375" Ft. ••WARN ING— TRUSSES REQUIRE ETTREHE CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING ANO 0.�rEwrJ iO TC' ILL 1 6 .0 PSF REF R427--47088 C=) RAC REFER TO HIS -91 (HANDLING INSTALLING AND BRACIUG). PUBLISHED BY TPI (TRUSS PLATE ■ S rI C=O IN ST I TUTS• 503 D'OHOFRIO DR.. SUITE 200, MADISON. NI 53719), FOR SAFETY PRACTICES PRIOR TO N PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED (C� T C D L 10 .0 P S F DATE 03/15/01 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. LC-; " IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED OA BC DL 7 .0 P S F D R W CAUSR427 01074019 PRODUCTS. INC. SHALL HOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANI FAILURE TO w BUILD THE TRUSSES IN CONFORNANCE WITH TPI: OR FABRICATING, HANDLIIIG. SHIPPING. INSTALLING AND OC BC LL 0.0 PSF CA -ENG LVT/CWC ` BRACl11G OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN Q SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE �3D ALPINE P I N E * TOT. LD. 33.0 P S F S E A N - 53138 CONNECTORS ARE MADE OF 20GA ASTM A653 GA40 GALV. STEEL, EXCEPT AS NOTED_ APPLY CONNECIO RS TO EACH FACE OF TRUSS. ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER C D U R .FAC . 1 . 2 5 FROM S S DRAWINGS 160 A•!. THE SEAL ON THIS ORAWIRG INDICATES ACCEPTANCE OF PROF SSIONAI FNGI NEERIIIG Alpine Engineered PIOa1IClS, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SH HU. THE SUITABILITY AND USE OF THIS �� ��� P SEngi7eere CA Products, COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER _c S P A C I N G 24. 0 " ANSI/TPI 1.1995 SECTION 2. CID L0 LS I O co M O W x [Rpjnnit0-JANTCE LEE/ REIO-FILBRANOT - P1 Cnp CHORD 2x4 DF -L $1 <AIT CHORD 2X4 OF -L $1 WEBS 2x4 DF -L Standard N ,,-;l HIP SUPPORTS 4-0-0 JACKS WITH NO WEBS. CORNER SETS ARE ICONVENTIONALLY FRAMED. ooiE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0' OC. EXTEND SLOPING TC C=) = TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO o LAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d .AILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00' OC, BC @ 72.00' OC. cn rr_a W2.5X4 W3X6 (R) /U 04r —T4 x rte... w rx z W2.5X4 = W1.5X�111 w W2X4(A1) = 4J2X4(A1) 4 0-0 11 7-0 I 4-0-0 J I9-7-0 Over 2 Supports j � R=456 W=3.5' ¢ Rs456 W=3.5" 0 ,THIS DNG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. ,19-3-0 PDesign Criteria: TPI(STI LT TVP. Wave TPI 95\R 5 IPPING INSTALLING AND O O N C6 =' ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 ;RACING MG •• TRUSSES REQUIRE EXTREME CARE 1N FABRICATION. HANDLING, N BRACING. REFER TO HIB -91 (HANDLING INSTALLING AMD BRACING). PUBLISHED BY TPI (TRUSS PLATE INS7ITUTE. SB] D'ONOFRIO DR.. SUITE 200, MADISON. NI "'Is). FOR SAFETY PRACTICES PRIOR 10 PERFORMIN6 THESE FUNCTTOMS. UNLESS OTHERWISE INDICATED. TOP CHORD SNAIL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING, '•IMPORTANT'• FURNISH A COPY OF THIS DESIGN TO TIIE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NO7 BE RE SP0 SISI FOR AMT DE IATI ON FROM THIS DESIGN; ANY FAILURE TO BUILD IN TRUSSES IN CONFORMANCE NITM TPI: OR ►ABRICATIBG. HANDLING. S1,IPP IMG, INSTAA IHC AND BRAC IRG Of TRUSSES. TU1S DES 161, CONFORMS Yl7H APPLICABLE PROVISIONS OF NCS (NATIONAL OESIGN SPECIFICATION PUBLISHED 01 THE AMERICAN FOREST AHD PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTH A653 GR40 GALV. STEEL. EXCEPT AS HdiCO. APPLY CONNECTORS TO EACH FACE Of TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 180 A•2. THE SEAL ON THIS 00. AY IMG INDICATES ACCEPTANCE Of PR OFESSIOMAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONI MT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. IPI 19.Ob2 CA - 1 - - F Scale —.375"/Ft. QQLOTESS/0 5 Jr C TC LL TC DL BC DL BC LL 16.0 10.0 7.0 0.0 PSF PSF PSF PSF REF R427--57298 DATE 01/17/01 ORW CAUSR427 01017032 CA -ENG GTP/CWC TOT.LD. 33.0 PSF SEON - 23694 DUR.FAC.' 1.25 FROM SS I SPACING 2.4.0" IF.ID0110-JANICE LEE/ REID-FILBRANDT - P2 '-')P CHORD 2x4 DF -L #1 -`)T CHORD 2x4 OF -L #1 Lr] WEBS 2x4 DF -L Standard CV Q-;-ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. I Cx: 0 cn F a W4X4= Qo 4I —,4 XYr rk— z F9 W1.5X4 111 z W2X4 (Al) 4!2X4 (Al) w w z ' 4-9-8 I 4-9-8 _I 9-7-0 Over 2 Supports j R-316 W=3.5' ¢ R=316 W=3.5' o THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 19-3-0 '—( PLT TVP. Wave TPI -95 R Design Crlteria: TPI(STD '•WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND C=)BRACING. REFER 70 HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE C=:) IIISTITUTE. 50] O'ONOFRI* DR., SUITE 200, MADISON. NI 537191. FOR SAFETY PRACTICES PRIOR TO CV PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY A17ACHED STRUCTUNAL PANELS. BOTTOM CHORD SHALL NAVE A PROPERLY ATTACHED RIGID CEILING. Cf� --IMPORTANT'* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED' PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ANT DEr1AT10It FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS W17H APPLICABLE PROVISIONS Of NOS (HATIOMAI DESIGN ti SPEC IFICA710M PUB!ISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND 7PI. ALPINE CONNECTORS ARE MAOI OF 20GA ASTM A653 GRAO GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS• AND UNLESS OTNER11ISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-1. THE SEAL ON THIS DRAWING INOICA7ES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered PI'OdI10ES, Inc, RES PONStBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE Of THIS P $Engi 1D, CA Products CONPONENT FOR AMY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANS117PI 1.1995 SECTION 2. 19.Ob2 CA - 1 - - - F Scale —.375"/Ft. TC LL 16.0 PSF REF R427--57299 MSF TC DL 10.0 PSF' DATE .01/17/01 BC DL 7.0 PSF DRW CAUSR427 01017033 5 BC LL 0.0 PSF CA -ENG JCJ/CWC D&63 * TOT.LO. 33.0 PSF SEON - 23696 DUR.FAC. 1.25 FROM SS �T SPACING 24.0" OFCAU� 1QF.Tnniin-.1ANTrF IFF/ REID-FILBRANDT - 01 ly')P CHORD 2x4 OF -L #1 -,:P )T CHORD 2x4 OF -L $1 Cj=, WEBS 2x4 DF -L Standard N Q;-ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. o EFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 0 :; UILOING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. IN LI€U OF STRUCTURAL PANELS USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00" OC. F W3X6= A 143X8 W4X4 = W3X8 = W2.5X4 = o x 4 r p W a w W04= W2.5X4 = W1.5X4 In W2.5X4 = z W3X6(A1) HS2514 z w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS d DIMENSIONS) SUBMITTED BY TRUSS MFR. 2 Complete Trusses Required 1 NAILING SCHEDULE: (0.131x3.0_g_na11s) TOP CHORD: 1 ROW @ 12" O.C. BOT CHORD: -1 ROW @ 12" O.C. WEBS 1 ROW @ 4" O.C. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. #1 HIP SUPPORTS 6-0-0 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. USE SAME DESIGN FOR ONE -PLY COMMON HIP TRUSSES @ 24.0- OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIP0699. SUPPORT HIP RAFTER WITH CRIPPLES AT 2-9-15 OC. W4X4 a W3X8 �4 W2.5X4 W4X4 = W3X6(A1) w z 2-0-0 L 6-0-0 I 20-7-0 32-7-0 Over 2 Supports R-2135 W=3" R-2023 W=3" PLT TYP. High Strength,Wave TPI 15R Design Criteria: TPI STD ••YARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, NAHOLING. SHIPPING -INSTALLING AND C=- BRACING. REFER TO MID -91 (HANDLING INSTALLING AND BRACING). PUBLISNEO BY TPI (TRUSS PLATE p INSf I,BT E. SB3 D•ONOFRIO DR .. SUITE 200• MADISON. NI 53719). FOR 5AFETY PRACTICES PRIOR TO C\1 PIN,.. M1 MG ME SE fNBCT IONS. UNLESS OT NERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS• BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. pO --IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INS7ALLATOI ON CONTRACTOR. AL PIN' ENGIREERED . pRODUC/5. lNt. SNAIL NOT BE RE SPONSIBIE FOR ANY OEV IAi ION F0.0M THIS DESI GR: ANT FAILURE TD ~ BUI10 TIIf 1RUSSES IN CONf ORMAPCE YI1N TP1; OR FABRICATING. HANDLING, SNIPPING. INSTALLING AND ALPINE B0.ACIY6 OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS Of NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY TME AMERICAN FOREST AND PAPER ASSOCIATION) AND TP [. ALPINE ti CONNECTORS ARE MADE OF 20GA ASTM A653 GRVO GALV. STEEL, EYCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED On IHIS DESIGN• POSITION CONNECTORS PER DRAWINGS 160 A -T. THE SEAL ON TRIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered P[Odt1CL9, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS P SEngin O10, CA Products, COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1.1995 SECTION 2. _ CA/ -/1, TC LL TC OL 8C DL BC LL TOT. LD. DUR.FAC. SPACING -/-/-/F 16.0 PSF 1.0.0 PSF 7.0 PSF 0.0 PSF 33.0 PSF 1.25 24.0" q I Scale .1875"/Ft. REF R427--57300 DATE 01/17/01 O R W CAUSR427 01017034 CA -ENG JCJ/CWC SEQN - 23714 FROM SS REIDOIrO-JANICE LEE/ REID-FILBRANDT - 02 S88 Cl OP CHORD 2x4 DF -L #1 OT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard N X,,-:LATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. CXD- o N LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE TC @ 24.00' OC, o C @ 72.00' OC. z 1 ' WARN NG'- TRUSSES REQUIRE EXTREME CARE ER FABRICATION, HANDLING, SHIPFING, INSTALLING AND TO MIB•91 INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE W3X41% TC LL 16.0 PSF REF R427--57301 4 r BRACING. REFER (HANDLING INSTITUTE. 5B] 0.OND RIO OR., SUITE 200, MADISON. NI 53119), FOR SAFETY PRACTICES PRIOR TO UNLESS OTHER YI SE INO[CATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED Q TC DL 10.0 PSF DATE 01/17/01 N 0 I RFOAMIN4 THESE FUNCTIONS. PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. VVVV7777 STRUCTURAL •'IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED'• A j BC DL 7.0 PSF 0 R W CAUSR427 01017035 Q C-3 _ cw • 0-5-2 z W2.5X4t„i) - C IYJnY c7 z w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS E DIMENSIONS) SUBMITTED BY TRUSS MFR. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0” OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33). OR DWG. BRCALH1PO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. W4X4 = `1� 1 7-8-8 1 12-3-12 J I 20-0-4 Over 2 Supports j R-703 R-685 W-3" m � Q 2 T. 2-0-4 �L _}.19-3-0 ^• ~ PLT TYP. Wave TPI -95\R Design Criteria: TPI STD 19.Ob2 CA - 1 - - - F Scale —.375"/Ft. WARN NG'- TRUSSES REQUIRE EXTREME CARE ER FABRICATION, HANDLING, SHIPFING, INSTALLING AND TO MIB•91 INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE pwµn TC LL 16.0 PSF REF R427--57301 p C=D' BRACING. REFER (HANDLING INSTITUTE. 5B] 0.OND RIO OR., SUITE 200, MADISON. NI 53119), FOR SAFETY PRACTICES PRIOR TO UNLESS OTHER YI SE INO[CATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED 'QQ" YF p, ��� TC DL 10.0 PSF DATE 01/17/01 N I RFOAMIN4 THESE FUNCTIONS. PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. VVVV7777 STRUCTURAL •'IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED'• A j BC DL 7.0 PSF 0 R W CAUSR427 01017035 CC) ~ PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR AMT DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUIlO THE TRUSSES 1M CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SNIPPING, INSTALLING AND AIR% 5 � BC LL 0.0 PSF CA -ENG J C J /CWC Z ALPINE BRACING OF TRUSSES. OESTGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (N AT ZONAL DESIGN AND TPI. ALPINE Q SPECSFICATIOY FUBLI$RED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) EXCEPT AS NOTED. APPLY CONNECTORS TO * TOT. L D . 33.0 PSF S E ON - 2 3 8 7 8 ^+ COYNEC TORS ARE MADE OF TOGA ASTM A653 GRXO GALV. STEEL. EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER Alpine Engineered PTodUC)S, Inc,RESPONSIBILITY P Sacramento. CA 95928 DRAWINGS 160 A•2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUI TAB II ITV AND USE Of T..S COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1.1995 SECTION Z. C ���� OUR. FAC . 1.25 FROM SS SPACING 24. 0 " J=) P CHORD 2X4 DF -L $1 — T CHORD 2x4 DF -L #1 p WEBS 2x4 DF -L Standard v ,;.ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. ADDITIONAL LOADING PER TRUSS MANUFACTURER -------------- - From 50 PLF at 13.71 to 50 PLF at 18.29 - 250 LB Conc. Load at 13.71, 18.29 d-5 - 2 05-2 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS It DIMENSIONS) SUBMITTED BY TRUSS MFR. DEFLECTION MEETS 1-/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. IN LIEU OF.STRUCTURAL PANELS USE PURLINS: TO BRACE TC @ 24.00" OC, BC ® 72.00" OC. W2.5X4 --- W2.5X4 a --; 4 1.11 Y A e W4X4 a �3 4-5-0 19-3-0 W1 5X4 111 W3X4= VIJACI W2X6 (A 1) W1.5X4 III 13-8-8 I 4-7-0 1 1-8-12 J 20-0-4 Over 2 Supports R-814 R-1246 PLT TYP. Wave TPI -95 R Design Criteria: TPI STD 19.0 2 CA 1 - - - F ••YARNING" TRUSSES REQUIRE EXTREME CARE 10 FABRICA710N. HANDLING, SHIPPIMB. 1NSTAW G AND JESSJ ,y _ TC LL 16.0 P S F BRACING. REFER TO 1118-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TVI (TRUSS PLATE Q INSTITUTE, SER 70 HISRIO D0.., SUITE POO. "AD FOR VI 53119). FOR SAFETY PRACTIC[S P0.10R TO w C F TC OL 10.0 P SF PERF OR MI AG 'HESE FUNCilONS. UNLESS OT HFRYISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED '% S7 RUCTUR AI PANELS. BOITOh CNO0.D SHAH NAYE A PROPERLY ATTACHED RIGID CEILING. ..IMPORTANT" FURNISH A COPY OF TNIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE Ea6INFERED - BC DL 7.0 P S F PHODUC75, IdL. SMAII NOT BE RESP OMSIOLE FOR AN DEVIATION FROM THIS DESIGN; ANY FAILURE TO W 5 r' 8 C L L 0.0 P S F BUILD TH[ TRUSSES IN CO"FORMAACE VITN TP1; OR FABRICATING, HANDLING• SHIPPING, INSTALLING AND OC V � 634iI�I1 A L P I N E BRACIXG OF TRUSSES. THIS DESIGN CONFORMS VITN APPLICABLE PROVISIONS OF NO (NATIO tlAE DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOC IATION).'AND TPI. ALPINE TOT . L D . 33.0 P S F CONNECTORS ARE MADE OF TOGA ASTM A653 GRAD GALT. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO C s EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON TNIS DESIGN, POSITION CONNECTORS PER V- D UR ,FAC . 1.25 OR AVINGS 160 A-1. THE SEAL ON THIS BRAVING IRol CATES ACCEPTANCE OF PROFESSIONAL ENGINEERING M w� Alpine Engineered Products, Inc. RCSPONSIBlL11Y SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN: THE SVITAB ILIT T AILD USE OF THIS VT Y S P A C I N G 24.0" P SEngn sere CA oduct COMPONENT FBI ANY PARTICULAR BUILDIIIG IS THE RESPONSIBILITY OF TILE BUILDING DESIGNER, PER ANSI /i PI 1.1995 SECTION 2. Scale -.375"/Ft. REF R427--57302 DATE 01/17/01 O R W CAUSR427 01017036 CA -ENG JCJ/CWC SEON -•23881 FROM SS (REI00110-LEE/ REID-FILBRANDT - 04 ) TOP CHORD 2x4 DF -L #1 :T3 2x4 DF -L #1&Bet.: 2�! OT CHORD 2x8 DF -L #1 :B2 2x8 DF -L SS: N WEBS 2x4 OF -L Standard :W9 2x4 DF -L #1: :LATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3:3. A - (ADDITIONAL LOADS PER TRUSS FABRICATOR C - From 393 PLF at 20.31 to 393 PLF at 26.58 (H1) C - 63 LB Conc. Load at 15.74. 16.84 C - 5722 LB Conc. Load at 20.31 (H2) z C - 1589 LB Conc. Load at 26.58 (H3) IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24-00" OC. RECOMENDED CONNECTIONS FOR TRUSSES FRAMING TO THE BOTTOM CHORD. SEE SIMPSON CATALOG C-2001 FOR MORE REQUIREMENTS. (H1) SIMPSON LUS26 (H2) SIMPSON HGUS28-2 (H3) SIMPSON HUS26 W5X8% W7X8s THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 3 Complete Trusses Required NAILING SCHEDULE: (0.131x3.O_g_na11s) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 3" o.c. WEBS : 1 ROW @ 4" o.c. REPEAT NAILING AS EACH LAYER IS APPLIED. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W2.5X4 W5X8 (R) /// 4!2.5X4 E W4X4 (R) T3 /p 4 0 4 r W2. 5X4 a W9 q LH 19-3-0 w- W1.5X4 III 4!2.5X4 = W3X8= W5X8- B2 W5X4= 11.5X4 10 W5X6(A1) 4!6X6 z W4X12 (R) III W3X10 (A3) = z W3X10(A3) = w w 12-D-0, z 15-8-14 15-8-14 _I 32-7-0 Over 2 Supports I 'R=4361 W=3.5" R=7803 W=3.5" Q-. CcD PLT TYP. Wave TPI -95 R Design Criteria: TPI STD CA 1 - - F Scale —.1875"/F ` WAR NING•`' TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BR AC TN G. REFER TO HIS -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE •/ TC LL 16.0 PSF REF R427--35262 � IM STITUTE. 5B3 D•ONOFRIO DR.. SUITE 200. MADISON, WI 53119). FOR SAFETY PRACTICES PRIOR TO PERFORHIHG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED (Ll T C D L 1 0 . 0 PSF DATE 03/07/01 N STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. -'IMPORTANT-, FURNISH A COPY OF THIS DESIGN 10 THE INSTALLATION CONTRACTDR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR427 01066011 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FRDM THIS DESIGN; ANY FAILURE TO BO 5BUILD THE TRUSSES IR CO NF ORNANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND BC ILL 0.0 PSF CA -ENG TSB / G W H Q A L PINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN �PECONNECTORS(AREPUB FOREST TPI_ EXCEPTASSOCIATION) Ma 07 2001 MADESOF020GArASTMMA653AGR40GALVAIISTEEL. NOTED. APPLYALPINE CONMECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHE0.WIS( LOCATED ON THIS DESIGN. POSITION CONNECTORS PER * * TOT . L D. • 3 3. 0 PSF S E Q N - 52935 U R .FAC . 1 . 25 FROM SS Alpine Engineered Products, Llc. DRAWINGS 160 A,I. THE SEAL OH THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGIMEERIUG RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS dj. civil_D 9 SPACING 24.0° Sacmnento,CA95928 COMPONENT FOR ANT PARTICULAR BUILDING IS THE RESPOHSIBILITY OF THE BUILDING DESIGNER. PER CoFCau ANSI/TPI 1 1995 SECTION 2, IRFTn0110-JANICE LEE/ REID-FILBRANDT - 05 DT7P CHORD 2x4 DF -L #1 —)T CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard ,-I,ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. (TRUSS SUPPORTS 240# MECH UNIT; SUPPORTED BY TC AT 15.04, 17.54; ;�; UPPORTED BY 3 TRUSSES. �r THIS DWG PREPARED FROM COMPUTER INPUT(LOADS b DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00' OC, BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X4 - W2.5X4 (A1) i X 4 III (--2 - 0 0-:J 16-3-8 I 4-0-4 J I 20-3-12 Over 2 Supports J I � R=024 W=3' R=759 Q :v PLT TVP. Wave TPI-1AnSIjTPI Design Criteria: TPI STD 19.01 NING•• TRUSSES REQUIRE EXTREME CARE IN FABRItAT1011, HANOLIIIG SHIPPING, INSTALLING AND c ING. REfER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE IT&E. SB3 D'OMOlRIO DR.. SUITE 200, MADISON, NI 53719), F00. SAFETY PRACTICES PRIOR TO y ORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CNORD SHALL HAVE PROPERLY ATTACHED CIURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. b PORTANT•" FURNISH A COPY OF THIS DESIGN TO 711E INSTALLATION CONTRACTOR. ALPINE ENGINEERED UCTS. ENC. SHALL NOT BE RESPONSIBLE FOR ABY BE I ATION FROM THIS DESIGN: ANY FAILURE TO {y ~ D THE TRUSSES IN CO MFaRMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING. INSTALLING AND OL z A L P I N E ING Df TRUSSES. THIS DESIGN COXFORMS WITH APPLICABLE PROVISIONS Of NDS (NATIONAL DESIGN IF ICAT I OR PUBLISHED By THE AMERICAN FOREST ANO PAPER ASSOCIATION) AND TPI. ALPINE ECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL,. SIEEL, EXCEPT AS NOTED. APPLY CONNECTORS 10 H FACE OF TRUSS. AND UNLESS OTHERWISE LOC Otl iM15 DESIGN, POSITION COUNECTONS PER -Q t WI:GS 160 A•I. THE SEAS ON THIS DR AV LNG INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING v-Nh Alpine Engineered PFCId11C19, Inc.PONSIBILITY SOI EIY FOR TILE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS P $Engineer CA 95828 PONENT ►OR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PEO I/TPI 1-1995 SECTION 2. 4-5-0 19-3-0 4� Scale—.25"/Ft. REF R427--57304 DATE 01/17/01 D R W CAUSR427 01017046 CA -ENG GTP/CWC SEQN - 23844 FROM SS CA - 1 - - - F TC LL. 16.0 PSF TC OL 10.0 PSF BC DL 7.0 PSF BC LL,- 0.0 PSF * TOT.LO. 33.0 PSF DUR.FAC. 1.25 SPACING 24.0" 4� Scale—.25"/Ft. REF R427--57304 DATE 01/17/01 D R W CAUSR427 01017046 CA -ENG GTP/CWC SEQN - 23844 FROM SS (REIDO110-JANICE LEE/ REIO-FILBRANDT - 06 .I-1jP CHORD 2x4 DF -L #1 :T2 2x4 OF -L $1&Bet.: —1* DT CHORD 2x4 DF -L #1 :B2 2x4 DF -L #1&Bet.: WEBS 2x4 DF -L Standard ,;DDITIONAL #1 HIP LOADING PER TRUSS,FABRICATOR ----------------------------------------------- (Hl) BC - 300 LB Conc. Load at 10.70 b = l HIP SUPPORTS 6-0-0 JACKS WITH NO WEBS. CORNER SETS ARE , ONVENTIONALLY FRAMED. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT.TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00' OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALH.IPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. (H1) RECOMMENDED CONNECTION FOR TRUSS FRAMING FROM THE BOTTOM CHORD: SIMPSON LU24. SEE SIMPSON CATALOG C-2000. W3X1O Y. a sa x - 0-5-2 W3X8(B1) _ W3X6 — HS2514 =. b Z.. Q W3X10 = THIS DWG PREPARED FROM COMPUTER INPUT (LOADS E DIMENSIONS) SUBMITTED BY TRUSS MFR. PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. I (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION'MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W3X10 = W1.5X4 III L_ W1.bX4 UI ' VI -4 A%= . 5-8-8 I 14-3-12 —1 I! 20-0-4 Over 2 Supports j R=1477 PLT TYP. High Stre ALPINE AlpinSaEnngineer, CArod Bs, 6Lc. 95 Ith,Wave TPI -95\R Desi ri Criteria: TPI STD •EARNING'• TRUSSES HEOUIRE EITREME CARE IN FABRICATION. HAHOlINS. SNIPPING, INSTALLING AND BRACING. REFER TO NIB -91 (HAWDLIIIG INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. SB3 D'ONOFRIO OR .. SUITE 200, MAO [SON, Wl 57719), EOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OIHERN ISE IND It AT ED. TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.IMPORT' PRODUCT SAUINC. SMALLT" FUINOTABEORE SPON SIPY Of BLEOFORGHANY TO TDEYI Ai IONHE L FR Il STDESI6N: ALPINE FAfLUREENGINEERED TO BUILD THE TRUSSES IN CONFORMANCE NI TN TPI: OP FABRICATING. MAHOl1N6, SHIPPING, tNSTALt IMG AND BRACItl6 OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (tlATIOH AI DESIGN SPECIFICATION PUBLISHEO Of THE AMERICAN FOREST AND PAPER ASSOCIATION) AND 711. ALPINE CONNECTORS ARE HAOE OF 20GA ASTM A650 GRAD GALV. STEEL, EXCEPT AS M07ED APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 Al . THE SEAL ON THIS DRAWING INDICAIES ACCEPTANCE OF PROFESSIONAL ENGINEERING HE SPOtl51B ILITY SOLELY fOR THE TRUSS COMPONENT DE SIGH SMOW11. TILE SUITADIL17V AND USE OF THIS COMPONENT f0R ANY PAN ICUL AN BUILD(MG IS THE RESPONSIBILITY Of THE 0U.LODI G D, SIGNER. DER AUSITTPI 1.1995 SECTION 2. R=1446 19.Ob2 CA/ -/1/-/-/-/F FESSfp,EY� el TC LL TC DL BC DL 16.0 10.0 7.0 PSF PSF PSF * OfCA1 BC LL TOT.LD. 0.0 33.0 PSF PSF DUR.FAC. 1.25 SPACING 24.0" Y" T 2-0-4 19-3-0 Scale =.375"/Ft. REF R427--57305 DATE 01/17/01 D R W CAUSR427 01017047 CA -ENG GTP/CWC SEON - 23876 FROM SS REIDO110-LEE/ REID-FILBRANDT - R1 3PLY IT TOP CHORD 2x4 OF -L #1 ROT CHORD 2x8 DF -L SS Ca WEBS 2x4 DF -L Standard Lr' LATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. o.: (ADDITIONAL LOADING PER TRUSS MANUFACTURER �r ----------------------------------------- H1) BC - From 332 PLF at 0.00 to 332 PLF at 2.74 C"'H1) BC - From 332 PLF at 2.74 to 332 PLF at 10.50 z H2) BC - 1460 LB Conc. Load at 10.50•. #1 HIP SUPPORTS 2-8-12 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. (H1) RECOMMENDED CONNECTION FOR TRUSSES FRAMING FROM THE BOTTOM CHORD AT 24" O.C.: SIMPSON LUS26. SEE SIMPSON CATALOG C-2001. (H2) RECOMMENDED CONNECTION FOR TRUSSES FRAMING FROM THE BOTTOM CHORD AT 24" O.C.: SIMPSON HUS26. SEE SIMPSON CATALOG C-2001. C0 H v Q W5X6 4f— " W4X6 (A1) C-13 rx w w c.5 z w . L2� I C= W5X4 IB THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. 3 Complete Trusses Required NAILING SCHEDULE: (0.1310.0_g_nails) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 5" o.c. WEBS : 1 ROW @ 4" o.c. REPEAT NAILING AS EACH LAYER IS APPLIED. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. ** THE MAXIMUM HORIZONTAL REACTION IS 1392# ** DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. TRUSS TRANSFERS 96.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. W 5 X 6 a W5X4 III 4 W06 (Al) (_ 2-10-14 —1— . 8-8-4 _I_ 2-10-14 _I 14-6-0 Over 2 Supports R=3323 W=3.5" Rh=1393/-1393 R=3019 W=3.5" Note: All Plates Are W1.5X4 Except As Shown. PLT TYP. Wave TPI -95\R Desian Criteria: T C=) C:.. ` Y ALPINE Q Alpine Engineered Products, Inc. Sacramento, CA 95828 �}19-3-0 BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE 10STITUTE. 503 D'ONOFRIO DR., SUITE 200, MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO �`'p W /Y PERFORMING THESE FUHCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM COORD SHALL MAYE A PROPERLY STARIGID CEILING. -IMPORTANT'- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION ION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILDTHE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, NANOLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES. I IS 0ESIGW CONFORMS U17H APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN Fap, 8-30.2002 SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION).AND TPI. ALPINE M a r 07 2001 CONNECTORS ARE MADE OF 20GA ASTM A653 GR AO GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO { EACH FACE OF TNUSS, AND UIILESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A•1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING CSj4 civil_ P RE P ON S IB II IT Y SOLELT FOR THE TRUSS COMPONENT DESIGN SHOWN: THE SUITABILITY AND USE OF inIS �� CiALI� COMPONENT FOR ANY PARTICULAR BUILDING 1S THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1.1995 SECTION 2, CA/-/1 TC LL TC DL BC DL BC LL TOT.LD DUR.FAC. SPACING Rt F Scale =.375" Ft. 16.0 10.0 7.0 0.0 PSF PSF PSF PSF REF R427--34648 DATE 03/07/01 DRW CAUSR427 01066010 CA -ENG LVT/GWH .33.0 PSF SEON - 52902 1.25 FROM SS 24.0" i Rh nnITn•JANICE LEE/ REID-FILBRANDT - S1 ) �11P CHORD 2x4 DF -L #1 :T2 2x4 DF -L #18Bet.: � )T CHORD 2x4 OF -L #18Bet. C"3 WEBS 2x4 DF -L Standard M Q _ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IRUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. 0 C=:) 4 LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE TC @ 24.00" OC, o C @ 72.00' OC. z ' a N W5X8 W3X10 - T, W3X8 x z. :x3 x z W3X10(B1) W3X8 = W1.5X4 UI HS416 412.5X4 = THIS OWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. #1 HIP SUPPORTS 6-0-0 JACKS WITH NO.WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0. OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00. OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. W5X8_— W3X8 = WU10(B1) IE2-0-0-�I 6-0-0 I 12-0-0 I 6-0-0 124-0-0 Over 2 Supports R-1589 R-1727 W=3.5" ( PLT TVP. High Strength,Wave TPI -915\R Design Criteria: TPI STD 19.Ob2 STALLING AND 11 z ARNING• TRUSSES REQUIRE EXTREME CARE IM FABRICATION, HANDLING. SHIPPING, 10 BRACING. REF'' TO NIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. SB3 D'ONOf R10 DR., SUITE 200. NAOISON, N1 S3719), FOR SAFETY PRACTICES PRIOR TO PERFORMING IME SE FUNCTIONS. UHIESS OTHERWISE INDICATED. TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. --IMPORTANT-' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOY BE RESPONSIBLE 10R ANY DEVIATION FRON THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE NIT" IPL: OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND BR"1 i0G OF INUS SE S. TN13 OE 516N CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN ALPINE SPECIFICATION PUBLISUEO BT THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTN A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY COIINECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL 011 THIS DRAPING INDICAIES ACCEPTANCE OF PR OS ESS10NAl ENGINEERING �� OdLIC�, Inc.RESPONSI BILI TT SOLELT FOR TIIE TRUSS COMDORENT DESIGN SHOIIM•. THE SUITAOIL17Y AMD USE OF THIS Alpine $OCf>�U0110, CA 9S82H COMPONENT FOR ANY PARTICULAR BUILDING IS THE RE SPONSIB IlI7T OF THE BUILDING DESIGNER. PER ANSI/TPI L•1995 SECTION 2. +19-3-0 CA/ -/1/-/-/-/F TC LL 16.0 PSF TC DL 10.0 PSF BC OL 7.0 PSF BC LL 0.0 PSF TOT.LD. 33.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale—.25"/F1. REF R427--57307 DATE 01/17/01 DRW CAUSR427 01017017 CA -ENG JCJ/CWC SEQN 23794 FROM SS IRE100'�0-.)ANICE LEE/ REID-FILBRANDT - REIDO110--JA4ICE LE/S2 FOTo CNOR D 2x4 OF -L #1 CHORD 2x4 OF-L01WEBS 2x4 DF L Standard N PLATES DESIGNED FOR GREEN LUMBER PER NOS -97 TABLE 7.3.3 ow THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONSI StJAMFTTcn RV —1— .. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00" OC. —DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X4 - a � W2X6(A1) W2.5X4 W3X4 = W2. 5X4 - W2X6(A1) L 4-3-15 19-3-0 1 1<2-0 0-�J I— 12-0-0 I 12-0-0 cx: L _I I 24-0-0 Over 2 Supports' IR=912 W=3.5" z., R-784 n - PLT r 3 TYP. Wave TPI -95 R Design Criteria: TPI STD •�MAgNitIG" TpUS5E5 REQUIRE EXTREME CARE 1N FABRICATION, MANDLIMG. SHIPPING, INSTALLING AND 1 9 . 0 b 2 CA - 1L -1 -1 -IF BRACING. REFER TO NIB -9L (HANDLING INSTALLING AND BRACING), Scale =.2 5 " F t . --. PURL 15MfD BY TPI INSTITUTE. 583 O'ONOiRIO OA., SUITE 200, MADISON, MI 53719), FOR SAFETY PRACTICESPRIQQ�aFEssioi�/, PERFORMING THESE FUNC110NS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL c FES TC LL 16.0 PSF -REF R427--60540 V HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CN ORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT-- FURNISH A COPY Of THIS DESIGN TO IRE INSTALLATION �`�, T C D L L O . D PSF DATE 01/19/01 77 CONTRACTOR. ALPINE ENGINEERED PRODUCTS• INC, SMALL NOT 8E RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES 1N COMrORNAMCE W1TN TPI: OR FABRICATING, HANDLING, A L P I NE BRACING ' (� = B C D L 7.0 PSF D R W CAUSR427 SHIPPING, ILISTALI LNG AUD OF TRUSSES. THIS DESIGN COLIFORMS WITH APPLICABLE PROVISIONS SPECIFICATION 01019020 OF NOS (NATIONAL DESIGN PUBLISHED B1 THE AMERICAN FOREST ST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM AGS3 GRAD GALV. r- ZEN 1 1 BC LL 0.0 PSF CA -ENG / C W C Q Alpine EFIgInfCFfd SBcfanlento, STEEL. EXCEPT AS NOTED.' APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNfC70RS PER ORAWI NGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING products IIIc COMPONENT FOR SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE Of THIS CA 95828 ' COMPONENT FOR ANr PARTICULAR BUILDING IS THE RESPONSIBILITY OF�THI BUILDING DESIGNER, PER ANSIFTPI 1.1995 SECTION 2. * * FV�VL L� Nw�v1`�"FROM TOT. L D D U R , FAC. SPACING . 33.0 PSF 1.25 24.0" S E O N - 50657 SS • C RLIDO110-LEE/ REID-FILBRANDT - S3 TOP CHORD 2,6 DF -L #2 :T2 2x4 DF -L #1&Bet.: !-'-)T CHORD 2x6 DF -L SS M WEBS 2x4 DF -L Standard :W6 2x4 DF -L #1: — .t Stubbed Wedge 2x8 DF -L #1: PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. �)DITIONAL LOADS PER TRUSS FABRICATOR From 473 PLF at 3.71 to 473 PLF at 21.71 (1-11) 317 LB Conc. Load at 1.71 (H2) o - - 1307 LB Conc. Load at 3.71 (H3) z RECOMENDED CONNECTIONS FOR TRUSSES FRAMING TO THE BOTTOM CHORD. SEE SIMPSON CATALOG C-2001 FOR MORE REQUIREMENTS. (H1) SIMPSON LUS26 (H2) SIMPSON LU24 (H3) •SIMPSON HUS26 W6X8= ,� W4X4 ; W5X4 (R) //I c-. �_ W2.5X4 4 r a W4X6 W6 c.. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. Z Complete Trusses Required NAILING SCHEDULE: (0.131x3.0_g_nails) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD:.1 ROW @ 5" O.C. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. IN LIEU OF RIGID CEILING USE PURLINS: TO BRACE BC @ 72.00" OC DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. --, 4 W4X4 s � 19-3-0 4-3-15 zH W6X4 = W5X4 = W5X8 _ W4X4(R) III W4X4 III 4J_4.X6_(A_4.) z.. W8X12 (G1) III HS412= _ — W4X6 (A4) ^, w , z - 9-8-8 I 12-0-0 _I ¢ I 21-8-8 Over 2 Supports R=5254 W=3.5" > R=5722 cn L.`> PLT TYP. High Strength,Wave TPI -95 Design Criteria:•TPI STD CA 1 - - - F Scale =.25" Ft. 0 'WARNING'*TRUSSES REOUIRE EITREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND •BRACING. REFEN TO X18.91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE I NST I7 UTE. 5B3 D'OMOFRID DR., SUITE 200. NAD ISDN. N1 53)19), FON SAFETY PRACTICES PRIOR TO O�� {iL/ ��� T C L L 1 6.0 P S F REFR427--35294 � 10X5. 0HL ESS Oi HER WISE INDICATED, TOP CHORD SHAH NAPE PROPERLY ATTACHED PERFORMING THESE FUN ONS T C D L 10.0 PSF DATE 03/07/01 STRUCTURAL PANELS. OD17OM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT-' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC D L 7.0 PSF D R W CAUSR427 01066013 L� PRODUCTS, IMC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES 1M CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SMIDPING. INSTALLING AMO 0 B C ILL 0.0 PSF CA -ENG 4 ALPINE BRACING OF TRUSSES. THIS OES16N CONFORMS N[TH APPLICABLE PROVISIONS OF NDS (NATIOHAL.DES1611 Q SPECIiICATION PUBLISHED BY THE AHERICAN FOREST AND PAPER ASSOCIATION).AHD TPI. ALPINE COgNECTOflS TO Mar 07 2001 TOT.LD. 33.0 PSF SEAN - 52929 CONNECTORS ME MADF OF 20GA ASTM A653 GgeO GAIY. STEEL, E%CEPT A% NOTED. APPLY * * DUR . f AC . 1.25 FROM SS EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A•1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING LIj. CIVI1. P I Alpine Engineered Products, GIC. P RESPOdS]BILITY SOLELY FOR THE TRUSS COHPONEHT OE SIGN SHOWN.' THE SUITABILITY AND USE OF THIS CONPOHENT FOR ANY PARTICULAR BUIl01WG lS IME flESPONSIBILITY OF THE BUILDING DESI6HER, PER 9� CIF " Satr enLD, CA 95829 ANSI/IPI 1.1995 SECTION 2. CgL1 SPACING 2 4. 0 C ' •' (REIOO110-JANICE LEE/ REID-FILBRANDT - T1 c11OP CHORD 2x4 DF -L #1 -I%".OT CHORD 2x4 DF -L #1 coo WEBS 2x4 OF -L Standard M ,:,'LATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. I -ADDITIONAL LOADING PER TRUSS MANUFACTURER oo•------------------------------- --- 0 1C - 317 LB Conc. Load at 4.00 z AECOMMEND£D CONNECTION FOR 312# TO BC:' SIMPSON LU24. SEE SIMPSON CATALOG C-2001. ,Y W1.5X4III E--• W2.5X4 U r� U 4 I— P4 F' 2-3-15 W Pte. w 19-3-0 z W1.5X4 III V12.5X4 w W2X4(Al) = w ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC 24.00" OC, BC @ 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. �---6-0-0 Over 2 Supports— i R=215 W=3.5" d R=300 s PLT TYP. Wave TPI -95 R Design Criteria: TPI STD 19.Ob2 CA 1 - - - F Scale =.375" Ft. ••WARNING" TRUSSES REQUIRE EXTREME CARE IN FAORICATIOH. HANDLING, SHIPPING, INSTALLING AND TC LL 16.0 P S F REF R427--57310 G.I NSTIT UTE.RE 5B3 0 FER ONOTI IO ORM. SUITE 200. "All SONNG INSTALLING IiDW1 53719)-PUFOR PUBLISHED IR ICE STPI U PRI ORSS TO OFESS/pIY� u PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CNORD SMALL HAVE PROPERLY ATTACHED (/�7 �j T C D L 1 0. 0 P S F DATE 01/17/01 STRUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTACKED RIGID CEILING. SAA ••IMPORTANT••FURNISH A COPY DF THIS DESIGN TO THE IISTALLATIOII CONTRACTOR. ALPINE ENGINEERED BC OL 7.0 P S F D R W CAUSR427 01017041 PRODUCTS. INC. SHALL NOT BE RESP OH SIBLE FOR ANY BE ATION FROM THIS DESIGN; ANY FAILURE TO BUILD TME TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING. INSTALLING AND Cie r— No BC LL 0.0 P S F CA -ENG J C J / C W C ALPINE BRACING OF TRUSSES. TRIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECt,.CA7lOto PUBLISHED 01 TILE AMERICAN FOREST ARD PAPER ASSOCI ATI01) AND TPI. ALPINE —' CONNECTORS ARE MADE Of 20GA ASIR A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS 10 * * T OT . L 0 . 33.0 P S F S E O N - 23839 EACH FACE OF TRUSS, AND UIILESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER. DRAWINGS 160 A•1, iNf SEAL ON THIS DRAWING INDICATES ACCEPTANCE Of PROfESS10NAL ENGINFLRIXG OUR. FAC . 1.25 F ROM SS Alpine En ncered PTodlICl6,InG. RESPONSIBILITY SOLELY FOR THE IR USS COMPONENT DESIGN SKONN. THE SUITABILITY AND USE OF THIS OF CA..t P .9tILT& rn1U, CA 9S82B COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER WW SPACING 1 2 " ANSI/TPI 1.1995 SECTION 2. This safety alert symbol is used to attract your attentiond PERSONAL SAFETY IS INVOLVED! When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. ACAUTION: A CAUTION identifies safe operating practices or indicates unsafe conditions that could result in personal injury or damage to structures. HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES If is the responsf the installer (builder, buildinvcontrac tor. licensed contractor erector or erection contractor) to properly receive, unload, store, handle. install an.j brace metal plate connect?d wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any otherstructura I material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's cir Engineer's design specification for handling, installing and bracing wood trusses -or a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wocd CAUTION: The builder, building contractor, licensed contractor, erector or erection contractor is advised Ato obtain and read the entire booklet "Commentary and Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses, HIB - 91" from the Truss Plate Institute. DANGER: A DANGER designates a condition where failure to follow instructions or heed warn- ing will most likely result in serious personal injury or death or damage to structures. WARNING: A WARNING describes a condition A where failuretofollow instructions could result in Jsevere personal injury or damage to structures. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 1608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application' or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. iTRUSSSTORAGE CAUTION: Alltemporary bracing should be no less than 2x4 grade marked lumber. All connections should be made with minimum of 2-16d nails. All trusses assumed 2' on -center or less. All multi -ply trusses should be connected together in accor- dance with design drawings prior to installation. CAUTION: Trusses should not be unloaded on rough terrain or un- even surfaces which could cause damage to the truss. CAUTION: Trusses stored horizontally should be supported on blocking to prevent excessive lateral bending and lessen moisture gain. WARNING: Do not break banding until installation begins. Care should be exercised in banding re- moval to avoid shifting of individual trusses. o JAWARNING: Do not lift bundled trusses by the bands. Do not use damaged trusses. JACAUTION: Trusses stored vertically should be braced to prevent toppling or tipping. ADANGER: Do not store bundles upright unless,4 properly braced. Do not break bands until bundles are placed in a stable horizontal position. ADANGER: Walking on trusses which are lying flat is extremely dangerous and should be strictly prohibited. Frame 1 HF - HeT-Fir SPF - Spruce -Pine -Fir O0� do Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togetherand causecollapse if there isno diago. nalbracing. Diagonal bracing should be nailed to the underside of the top chord when purlins aie attached to the topside of the top chord. TRUSSduiONO or I -11� Z /I L- =4e or 14' g g 000�� 3 rter realer All lateral braces lapped 3t least 2 trusses Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required T AWARNING: Failure to follow these recommendations could result In severe personal injury or damage to trusses or buildings. A BOW Length L(in) PLUMM B Lesser of 12" 1/4" 1' ±1411 L/200 or 2" 24"— 1/2" 2' 36" 3/4" 3' 48" 11" 4' 60" 1-1 /4'. 5'— L(in) L(in) 1 12"1-1 2" 6' 1 84" 1-3 4" 7' 96" E2" 8' Truss 108" 2" 9 1 Depth T . . . . . . . . M M q . . . . . . —TLesser of D(in) U20) or Z' Lesser of D/50 or 2" M3ximum Plumb Misplacement Line 200: L 501, 1/4" 4.2' 100" 1/2" 8.3' TOP; CHORD 3/4" 12.5' TOP CHORD` DIAGONAL BRACE MINIMUM LATERAL BRACE SPACING . ......... . Vt SP/DF5!!MI5SPF/HF:,:: Up to 24' 3/12 1 81 1 17 1 12 Over 24'- 42'1 3/12 7' 1 10 1 6 Over 42'- 54'1 3/12 1 6' 1 6 1 4 Over 54' 1 See a registered professional engineer HF - HeT-Fir SPF - Spruce -Pine -Fir O0� do Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togetherand causecollapse if there isno diago. nalbracing. Diagonal bracing should be nailed to the underside of the top chord when purlins aie attached to the topside of the top chord. TRUSSduiONO or I -11� Z /I L- =4e or 14' g g 000�� 3 rter realer All lateral braces lapped 3t least 2 trusses Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required T AWARNING: Failure to follow these recommendations could result In severe personal injury or damage to trusses or buildings. A BOW Length L(in) PLUMM B Lesser of 12" 1/4" 1' ±1411 L/200 or 2" 24"— 1/2" 2' 36" 3/4" 3' 48" 11" 4' 60" 1-1 /4'. 5'— L(in) L(in) 1 12"1-1 2" 6' 1 84" 1-3 4" 7' 96" E2" 8' Truss 108" 2" 9 1 Depth T . . . . . . . . M M q . . . . . . —TLesser of D(in) U20) or Z' Lesser of D/50 or 2" M3ximum Plumb Misplacement Line 200: L 501, 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should WARNING: Do not cut trusses. construction loads of any description be placed A A on unbraced trusses. Frame 6 200" V 13.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should WARNING: Do not cut trusses. construction loads of any description be placed A A on unbraced trusses. Frame 6 AWARNING: Co not attach cables, chains, or hooks to the web mern'bers. MECH� /60P X60' NSAless for less -I Tag ApproKi ely App-oximately Tag Line. %trusslengti ;4-russlength Line Truss sxarts less than W. spreader Bar Toe In ' Appra_■imat&y '/zto•?'i t;�ss length - Less than or Equal -.a 60" Toe In Tag Line 1AWARNING: Do not lift single trusses with spaps greater than 30' by .he peak. tol the truss top chord with a closed-loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Spreader Bar ° Tae In Toe In i Appror.matel'V '/2 to ntlsf:ss IerectF Less than cr equal to 66' Tag Line Tag Line Strongback/ Spreader Bar At or above mid -height Tag Line Approximate_ i'i to 3/� truss length / I Greater than 60' CAUTION:, Temporary bracing shown in this summary sheet is adequate for the installation of trusses N;th .similar configurations. Consult a registered professional engineer if a different baacingl array gemant Is desired. The engineer may design bracing in accordance with TPI's Recommended Design Specification for Temporary Bracing of Metal Pilate Connected Wood Trusses, DS&89, and i:t some cases determine that a wider spacing is pcssible. GRGU'ND BFiANa^ SUILDIIyG INTERIOR GROUND BRA 'ING BUILDING EXTERIOR as of brace( of trusses Typical horizontal tie member with multiple stakes (HT) I I& CAUTION: Ground bracing required for all installations. .A� Frame 2 iri TOP CHORD TOP CHORD DIAGQNALBRACE MINIMUM LATERAL BRACE SPACING (DB� SPAN DEPTH SPACING LB °` • � .1.. ... � € _:: .......... .. S,P/DF: U to 32' 30" 8' 16 110 Over 32'- 48' 4z. 6' 6 1 4 Over 48'- 60'48" 1 5' 4 1 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 9 1b L The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. All lateral braces lapped at least two trusses. End diagonals ra e s nnt�ial for stability and must be duplicates both ends of the truss system. =45° `eels 92 .o WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A End diagonals are`essenyal to stability and must be dupdate both ends of the truss system. Frame 5 ''u (D@s1 O.C. 30' or greater Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. 12 4 or greater A Top chords that are laterally brawl can buckle togetherandcaasecollapseifthera isnodiago- nal bracing. DiaSonalbracing sbaldbenailed to the underaid,_of the top chor4—hen purlins are attached to1ne topside of the-�op chord. =45° Over 32' - 48' 4/12 6' 1 10 1 7 Over 48' - 60' 4/12 5' 1 6 1 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. 10' or Greatler _ L Attachment Required 32 of \ess / WARNING: Failure to follow these recommendations could result In severe personal injury or damage to trusses or buildings. A UP to 28' 1 2.5 1 17 1 2 Over 28' - 4.2' 3.0 1 6' 9 6 Over 42' - 60' 3.0 1 5' 5 3 . Over 60' See &, registered professional engineer DF - Douglas fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord ey �Q Lateral Brad All lateral braces Required lapped at least 2 �— trusses. 10° or G eater �` are attached to the topside of the top chord. i Attachmen- Required Frame 3 POOy �ry . ey �Q Top chords that are laterally braced can buckle yy Qty\ togetherandcauseeoliapseifthereisnodiago. `�J y nal bracing. Diagonal bracing should be nailed �ry to the underside of the top chord when purlins are attached to the topside of the top chord. 12 -� 4 or greater - �i�® sA. `?o r Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir i All lateral braces lapped at least 2 trusses. AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A Cross bracing repeated at each end of the building and at 20' Intervals. Frame 4 < �} j ♦ [ '., ry ).,=,�.j'f 'ar 7f,! � '11_4 f o r�r'( Kt`f• is 4.ii' i5.. ry:4 yticBtrr �. 4'r-- a �. rn 1' a.-}' .�z1! �. :.��')1 �!i r6"�i� <F,-� �1T�i,a"'�t j�{'•. hr' a tx��f 4'f J�rt-f :'v �t �4ll fill ���``° �t�r� 1.t'," $� rY )'�, 1.. /r ,. �•� � i �+ i4} �� fS. r.4� ��^t: • ' i(a'.M j�<y`;� CERTIFICATE OF COMPLIANCE: 'RESIDENTIAh'' -.{ «�Page,1� •=•CF -1R.• k Project Title.......... The'Reid Residence Date..02/13/01 13:07:37 ******* Project.Address......... Bidwell Avenue , Chico *v5.10* Documentation Author... Marty Runnells ******* Building Permit, Energy Calculation Services 1907 Mangrove Avenue, Suite E Plan Check Date Chico, CA 95926 530-894-8466 Field Check/ Date Climate Zone........... 11 Compliance__Method...... MICROPAS5 v5.10 for 1998 Standards by Enercomp,, Inc. MICROPAS5 v5.10 File -01033S Wth-CTZ11S92 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -4002 SF. Residence GENERAL INFORMATION Conditioned Floor Area..... 4002 sf Building Type .............. Single Family Detached Construction Type.......... New Building Front Orientation. Front Facing 200 deg (S) Number of Dwelling Units... 1 Number of Stories.......... 2 Floor Construction Type.... Raised Floor Percentage......... 19.1 % of floor area Average Glazing U -value.... 0.53 Btu/hr-sf-F Average Glazing SHGC....... 0.65 Average Ceiling Height..... 8.7 ft BUILDING SHELL INSULATION Co..mpon:ent. Frame Cavity Sheathing Total Asse_tilbly Type Type R -value R -value R -value, U -value Location/Comments Wall n/a R-15 o-n/a 0.081 PLAN FRONT, TO GARAGE LEFT, BACK, RIGHT Door n/a R-0 R-n/a R-0 0.330 TO GARAGE, LEFT RIGHT Roof n/a R-38 R-n/a R-38 0.025 TO ATTIC Floor n/a R-19 R-n/a R-19 0.037 RAISED FLOOR FloorExt n/a R-19 R-n/a R-19 0.049 FLOOR EXT. FENESTRATION Over - Area U- Interior Exterior hang/ Orientation (sf) Value SHGC Shading Shading Fins Window Front (S) 4.5 0.510 0.670 Standard Standard Yes Window Front.(S) 6.0 0.520 0.650 Standard Standard Yes Window Front (S) 55.0 0.520 0.650 Standard Standard Yes Door Front (S) 46.7 0.550 0.650 Standard Standard Yes Window Front (S) 7.0 0.510 0.670 Standard Standard Yes Window Front (S) 41.3 0.520 0.650 Standard Standard Yes Window Front (S) 25.0 0.520 0.650 Standard Standard Yes Window Front (S) 13.5 0.520 0.650 Standard Standard Yes Window Front (S) 25.0 0.520 0.650 Standard' Standard Yes Window Left (W) 13.8 0.520 0.650 Standard Standard Yes Window Left (W) 22.5 0.520 0.650 Standard Standard Yes Door Left (W) 8.5 0.550 0.650 Standard Standard Yes Window Left, (W) 2.5 0.510 0.670 Standard Standard Yes �� �b. - 1 r ." {.�'f�.. .. (,J � . li . r � YI': qT C. y:. .. ` .4: r -7 t• 1 1 t °w `: �i'�. .j... r. �. Over - Area U- CERTIFICATE OF COMPLIANCE: RESIDENTIAL '""t.. "'P`ag`2 CF -1R (sf) Value SHGC Shading Project Title.......... The Reid Residence Date'. '..02/13/01 13:07,:37 MICROPAS5 v5.10 File -01033S Wth-CTZ11S92 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -4002 SF. Residence FENESTRATION WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value Large Gas Standard 1 n/a 75 R-0 Over - Area U- Interior Exterior hang/ Orientation (sf) Value SHGC Shading Shading Fins Window Left (W) 6.3 0.520 0.650 Standard Standard Yes Window Left (W) 6.3 0.520 0.650 Standard Standard Yes Window Left (W) 12.5 0.520 0.650 Standard Standard Yes Window Left (W) 12.0 0.510 0.670 Standard Standard Yes Window Left (W) 12.5 0.520 0.650 Standard Standard. Yes Window Back (N) 80.0 0.550 0.650 Standard Standard Yes Window Back (N) 12.0 0.510 0.670 Standard Standard Yes Window Back (N) 48.0 0.520 0.650 Standard Standard Yes Window Back (N) 40.0 0.550 0.650 Standard Standard Yes Window Back (N) 6.0 0.510 0.670 Standard Standard Yes Window Back (N) 27.0 0.520 0.650 Standard Standard None Window Back (N) 60.0 0.550 0.650 Standard Standard Yes Window Back (N) 9.0 0.510 0.670 Standard Standard Yes Window Back (N) 25.0 0.520 0.650 Standard Standard Yes Window Back (N) 10.0 0.520 0.650 Standard Standard Ye s. Window Back (N) 25.0 0.520 0.650 Standard Standard Yes Window Right (E) 12.5 0.520 0.650 Standard Standard Yes Window Right (E) 12.5 0.520 0.650 Standard Standard Yes Window Right (E) 10.0 0.520 0.650 Standard Standard Yes Wind^•.•: ^iy:.t (E) 13.8 0.510 0.670 Standard Standard Yes Window Right (E) 13.8 0.510 0.670 Standard Standard Yes Door Right (E) 8.5 0.550 0.650 Standard Standard Yes Window Right (E) 12.5 0.520 0.650 Standard Standard Yes Window Right (E) 12.5 0.520 0.650 Standard Standard Yes Skylight Front (S) 4.0 0.940 0.730 None None None HVAC SYSTEMS Minimum Duct Duct Tested Duct ACCA Thermostat Equipment Type Efficiency Location R -value Leakage Manual D Type Gas 0.800 AFUE Attic R-4.2 No No Setback AirCond 12.00 SEER Attic R-4.2 No No Setback WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value Large Gas Standard 1 n/a 75 R-0 �,k� .F� .i� ,,� v a •° � iii � ;° � � ' " ,�,'a. 5 ase n CERTIFICATE -OF COMPLIANCE: RESIDENTIAL ,,Page 3. CF -1R .Project Title....... .. The Reid.Residence Date..02/13/01 13:07:37 MICROPAS5 v5.10 File -01033S Wth-CTZ11S92 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -4002 SF. Residence WATER HEATING SYSTEMS DETAIL This building incorporates non-standard Water Heating System REMARKS Standby Internal Tank Recovery Rated Loss Insulation Pilot System Efficiency Input Fraction R -value Light Large .76 n/a .045 R-n/a 100 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates non-standard Water Heating System REMARKS � t :. •' a i ,qtr' 6 CERTIFICATE OF i COMPLIANCE. RESIDENTIAL:. ,Page `4;, CF -1R Project Title........... The Reid Residence Date...02/13/01 13:07:37 MICROPAS5 v5.10 File -01033S Wth-CTZ11S92 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -4002 SF. Residence COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features Modeling Assumptions section. DESIGNER or OWNER Name.... Company. Address. Phone... License. Signed.. (date) ENRORCEMENT AGENCY Name .... Title... Agency.. Phone... Signed.. date DOCUMENTATION AUTHOR Name.... Marty Runnells Company. Energy Calculation Services Address. 1907 Mangrove Avenue,'Suite E Chico, CA 95926 Phone... 530-894-8466 Signed. .�2ll, O/ (date) ress........ i we venue Chico *v5.10* Documentation Author... Marty Runnells ******* Building Permit Energy Calculation Services 1907 Mangrove Avenue, Suite E Plan Check Date Chico, CA 95926 530-894-8466 Field Check/ Date Climate Zone........... 11 Compliance Method...... MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc. MICROPASS v5.10 File -01033S. Wth-CTZ11S92 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -4002 SF. Residence Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*) may be supersedefa uy more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES Design- Enforce- er ment *150(a): Minimum R-19 ceiling insulation. 150(b): Loose fill insulation manufacturer's labeled R -Value *150(c): Minimum R-13 wall insulation in wood'fIramed walls or equivalent U -value in metal frame walls -,(d oes not appl1- to exterior mass walls). *150(d): Minimum R-13 raised floor insulation in framed floors. 150(1): Slab edge insulation - water absorption -rate no greater than 0.30, water vapor transmission rate no greater than 2.0 perm/inch. 118: Insulation specified or installed meets CEC quality standards. Indicate type and form. 116-17: Fenestration Products, Exterior Doors and Tr_filtration/ exfiltration controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -value, certified solar heat.gain coefficient, and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. 150(f): Special infiltration barrier installed to comply with Sec. 151 meets Commission quality standards. 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. 0 N z ''^g1f :4'y'tL%l i i.. •.'• w 1tiYt'p1.Q) i tliJ+"i{ �4+ •' � � �• . c� ;ikt?1,�.�' r3�.� t{,l J f S{ t3y • w. �,; , l.. . 5' 1 �, a % fitii�.�` ,�f tF'�'r ...'1m�!. �rRt #¢1,r`�rtaS.>jv�le'.ti �L..• f:���,,' .1; Yy1z��, MANDATORY��MEASURES CHECKLIST: RESIDENTIAL. r f�ti°� '...;;.l,yPage"s 1 ` MF -1R Project Title.......... The Reid Residence Date..02/13/01 13:07:37 Pro'ect Add B'd 11 A �� -� *******� �' • •- ress........ i we venue Chico *v5.10* Documentation Author... Marty Runnells ******* Building Permit Energy Calculation Services 1907 Mangrove Avenue, Suite E Plan Check Date Chico, CA 95926 530-894-8466 Field Check/ Date Climate Zone........... 11 Compliance Method...... MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc. MICROPASS v5.10 File -01033S. Wth-CTZ11S92 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -4002 SF. Residence Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*) may be supersedefa uy more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES Design- Enforce- er ment *150(a): Minimum R-19 ceiling insulation. 150(b): Loose fill insulation manufacturer's labeled R -Value *150(c): Minimum R-13 wall insulation in wood'fIramed walls or equivalent U -value in metal frame walls -,(d oes not appl1- to exterior mass walls). *150(d): Minimum R-13 raised floor insulation in framed floors. 150(1): Slab edge insulation - water absorption -rate no greater than 0.30, water vapor transmission rate no greater than 2.0 perm/inch. 118: Insulation specified or installed meets CEC quality standards. Indicate type and form. 116-17: Fenestration Products, Exterior Doors and Tr_filtration/ exfiltration controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -value, certified solar heat.gain coefficient, and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. 150(f): Special infiltration barrier installed to comply with Sec. 151 meets Commission quality standards. 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. 0 N z `QIP�T t. .: F ..•�� 1, +�,,,iiy+p}5�b �i��tfY ���t�y :ar �i 4a�ia. i Y. -�tivt ..• �4� X•a ✓ g' Z i ..�_ i MANDATORY MEASURES•CHECKLIST: RESIDENTIALPage,2, "MF -1R Project Title.......... The Reid Residence Date...02/13/01 13:07:37- MICROPAS5 v5.10 File -010335 Wth-CTZ11S92 Program-FORM'MF21R User#-MP1333 User -Energy Calculation Servic Run -4002 SF. Residence SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES Design- Enforce- er ment 110-113: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACOA. 150(1): Setback thermostat on all applicable heating and/or cooling systems. _ 150 (j) : Pipe and Tank insulation 1. Storage gas water heaters rated with an Energy Factor of less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non - recirculating systems, insulated (R-4 or greater). 3. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks ',a -Te R-12 external insulation or R-16 combined internal/external insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water system. 5. Cooling system piping below 55 degrees insulated. 6. Piping insulated between heating source and indirect hot, water tank. *150(m)': Ducts- and Fans 1. All ducts axed' plenums constructed, installed,, in- sulated, fastened, and sealedto comply with the ICBG 1997 UMC sections 601 and 603; ducts insulated to a minimum installed R-4.2 or ducts enclosed' entirely within conditioned space. Openings shall be sealed- ealedwith withmastic, tape, aerosol sealant or other duct closure system that meets the applicable requirements of UL181, UL181A, or UL181B and other applicable specified tests for longevity given in Sec. 150(m). 2. Exhaust fan systems have backdraft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. 114: Pool and Spa Heating Systems and Equipment 1. System is certified with 7811 thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36 inches of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. 115: Gas-fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr). �/.dry �' ,.. �. � .. �., .. .. t .. .�t: .—• � - ,Y7 ., _, MANDATORY MEASURES CHECKLIST:.RESIDENTIAL Page3 MF -1R Project Title.......... The Reid'Residence Date.,,0.2/13/01 13:07:37 MICROPAS5 v5.10 File -01033S Wth-CTZ11S92 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -4002 SF. Residence LIGHTING MEASURES Design- Enforce- er ment 150(k)l: Luminaires for general lighting in kitchens shall have lamps with an efficacy of'40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance. to the kitchen,. 150(k)2: Rooms with a shower or bathtub must either have at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternatives to this requirement allowed in Sec. 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. l .` 1 r;�� 7 C l 1 ,. � 11 � ',++ � ir,l R ll.� rF• �7r . � .i' , �rYff� y�'�'S'-. r 1r>'t:�.���� �-,i••`,.&��' N: z:•�(�+�11 Z"ltil��t,s•w h4� , .R� S' Design Space Heating.......... 15.72 y . COMPUTER METHOD SUMMARY J ' ' Page ail' C - 2 R." Project Title.......... The Reid Residence Date..02/13/01 13':07:37 ******* Project Address........ Bidwell Avenue Chico *v5.10* Documentation Author... Marty Runnells ******* Building Permit Energy Calculation Services 1907 Mangrove Avenue, Suite E Plan Check Date Chico, CA 95926. 530-894-8466 Field Check/ Date Climate Zone........... 11 Compliance Method...... MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc. MICROPAS5 v5.10 File -01033S Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -4002 SF. Residence MICROPAS5 ENERGY USE SUMMARY Energy Use Standard Proposed (kBtu/sf-yr) Design Design Space Heating.......... 15.72 16.48 Space Cooling.......... 13.13 9.35 Water Heating.......... 7.12 9.52 Compliance Margin -0.76 3.78 -2.40 Total 35.97 35.35 0.62 zuilaing complies wit --i Computes Performance *' GENERAL INFORMATION; Conditioned Floor Area..... 4002 sf Building Type .............. Single Family Detached Construction Type ......... New Building Front Orientation. Front'Facing 200 deg (S) Number of Dwelling Units... 1 Number of Building Stories. 2 Weather Data Type.......... ReducedYear Floor Construction Type.... Number of Building Zones... Conditioned Volume......... Slab -On -Grade Area......... Glazing Percentage......... Average Glazing U -value.... Average Glazing SHGC....... Average Ceiling Height..... Floor Area Volume Zone Type (sf) (cf) Raised 1 34662 0 sf Floor Cf 19.1 % of floor area 0.53 Btu/hr-sf-F 0.65 8.7 ft BUILDING ZONE INFORMATION # of Vent Vent Air Dwell Cond- Thermostat Height Area Leakage Units itioned Type (ft) (sf) Credit HOUSE Residence 4002 34662 1.00 Yes Setback 8.0 Standard No COMPUTER METHOD SUMMARY Page 2 C -2R Project Title.......... The Reid Residence Date.:.02/13/01 13:07:37 MICROPAS5 v5.10 File -01033S Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -4002 SF. Residence OPAQUE SURFACES FENESTRATION SURFACES Location/ Comments PLAN FRONT TO GARAGE TO GARAGE LEFT LEFT BACK RIGHT RIGHT TO ATTIC RAISED FLOOR FLOOR EXT. Area U.- Insul Act Solar Form 3 Surface (sf) value R-val Azm Tilt Gains Reference HOUSE Tilt Type/SHGC Type/SHGC HOUSE 1 Wall 566 0.081 15 200 90 Yes None 2 Wall 151 0.081 15 200 90 No None 3 Door 20 0.330 0 200 90 No None 4 Wall 780 0.081 15 290 90 Yes None 5 Door 9 0.330 0 290 90 Yes None 6 Wall 619 0.081 15 20 90 Yes None 7 Wall 762 0.081 15 110 90 Yes None 8 Door 9 0.330 0 110 90 Yes None 9 Roof 2761 0.025 38 n/a 0 Yes None 10 Floor 2650 0.037 19 n/a 0 No None 11 FloorExt 116 0.049 19 n/a 0 Yes None FENESTRATION SURFACES Location/ Comments PLAN FRONT TO GARAGE TO GARAGE LEFT LEFT BACK RIGHT RIGHT TO ATTIC RAISED FLOOR FLOOR EXT. Area U- Act Exterior Shade Interior Shade Orientation (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC HOUSE 1 Window Front (S) 4.5 0.510 0.670 200 90 Standard/0.76 Standard/0.68 2 Window Front (S) 6.0 0.520 0.650 200 90 Standard/0.76 Standard/0.68 3 Window Front (S) 55.0 0.520 0.650 200 90 Standard/0.716 Standard/0.68 4 Door Front (S) 46.7 0.550 0.650 200 90 Standard/0.76 Standard/0.68 5 Window Front (S) 7.0 0.510 0.670 200 90 Standard/0.76 Standard/0.68 6 Window Front (S) 41.3 0.520 0.650 200 90 Standard/0.76 Standard/0.68 7 Window Front (S) 25.0 0.520 0.650 200 90 Standard/0.76 Standard/0.68 8 Window Front (S) 13.5 0.520 0.650 200 90 Standard/0.76 Standard/0.68 9 Window Front (S) 25.0 0.520 0.650 200 90 Standard/0.76 Standard/0.68 10 Window Left (W) 13.8 0.520 0.650 290 90 Standard/0.76 Standard/0.68 11 Window Left (W) 22.5 0.520 0.650 290 90 Standard/0.76 Standard/0.68 12 Door Left (W) 8.5 0.550 0.650 290 90 Standard/0.76 Standard/0.68 13 Window Left (W) 2.5 0.510 0.670 290 90 Standard/0.76 Standard/0.68 14 Window Left (W) 6.3 0.520 0.650 290 90 Standard/0.76 Standard/0.68 15 Window Left (W) 6.3 0.520 0.650 290 90 Standard/0.76 Standard/0.68 16 Window Left (W) 12.5 0.520 0.650 290 90 Standard/0.76 Standard/0.68 17 Window L=rt (W) 12.0 0.510 0.670 290 90 Standard/0.76 Standard/0.68 18 Window Left (W) 12.5 0.520 0.650 290 90 Standard/0.76 Standard/0.68 19 Window Lack (N) 80.0 0.550 0.650 20 90 Standard/0.76 Standard/0.68 20 Window Back (N) 12.0 0.510 0.670 20 90 Standard/0.76 Standard/0.68 21 Window Back (N) 48.0 0.520 0.650 20 90 Standard/0.76 Standard/0.68 22 Window Back (N) 40.0 0.550 0.650 20 90 Standard/0.76 Standard/0.68 23 Window Back (N) 6.0 0.510 0.670 20 90 Standard/0.76 Standard/0.68 24 Window Back (N) 27.0 0.520 0.650 20 90 Standard/0.76 Standard/0.68 25 Window Back (N) 60.0 0.550 0.650 20 90 Standard/0.76 Standard/0.68 26 Window Back (N) 9.0 0.510 0.670 20 90 Standard/0.76 Standard/0.68 27 Window Back (N) 25.0 0.520 0.650 20 90 Standard/0.76 Standard/0.68 28 Window Back (N) 10.0 0.520 0.650 20 90 Standard/0.76 Standard/0.68 29 Window Back (N) 25.0 0.520 0.650 20 90 Standard/0.76 Standard/0.68 30 Window Right (E) 12.5 0.520 0.650 110 90 Standard/0.7.6 Standard/0.68 31 Window Right (E) 12.5 0.520 0.650 110 90 Standard/0.76 Standard/0.68 32 Window Right (E) 10.0 0.520 0.650 110 90 Standard/0.76 Standard/0.68 eft v1' � It raj .4.i r •. a �..` r a rrF•.,.J! t ?'fit ,Yi" ��f9G' i"• .r ..:'t-JrY.tr. ;{ A+4i? alQa{ ( ap 9 COMPUTER METHOD SUMMARY Page 3' C -2R Project Title.......... The Reid Residence Date..02/13/01 13:07:37 MICROPAS5 v5.10 File -010335 Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -4002 SF. Residence Orientation 33 Window Right (E) 34 Window Right (E) 35 Door Right (E) 36 Window Right (E) 37 Window Right (E) 38 Skylight Front (S) Surface HOUSE 1 Window 2 Window 3 Window 4 Door 5 Window 6 Window 7 Window 8 Window 9 Window 10 Window 11 Window 12 Door 13 Window 14 Window 15 Window 16 Window 17 Window 18 Window 19 Window 20 Window 21 Window 22 Window 23 Window 25 Window 26 Window 27 Window 28 Window 29 Window 30 Window 31 Window 32 Window 33 Window 34 Window 35 Door 36 Window 37 Window FENESTRATION SURFACES Area U- Act Exterior Shade (sf) Value SHGC Azm Tilt Type/SHGC 13.8 0.510 0.670 110 90 Standard/0.76 13.8 0.510 0.670 110 90 Standard/0.76 8.5 0.550 0.650 110 90 Standard/0.76 12.5 0.520 0.650 110 90 Standard/0.76 12.5 0.520 0.650 110 90 Standard/0.76 4.0 0.940 0.730 200 90 None/1 OVERHANGS AND SIDE FINS Interior Shade Type/SHGC Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 None/1 Window- Overhang Left Fin Right Fin - Area Left Rght (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght 4.5 n/a 1.5 2 .5 n/a n/a n/a n/a n/a n/a n/a n/a 6.0 n/a 3 17 0 n/a n/a n/a n/a n/a n/a n/a n/a 55.0 n/a 5.5 9 0 n/a n/a n/a n/a n/a n/a n/a n/a 46.7 n/a 6.67 16 1 n/a n/a n/a n/a n/a n/a n/a n/a 7.0 n/a 1 16 0 n/a n/a n/a n/a n/a n/a n/a n/a 41.3 n/a 5.5 7 0 n/a n/a n/a n/a fi/a n/a n/a n/a 25.0 n/a 5 2 .33 n/a n/a n/a n/a n/a n/a n/a n/a 13.5 n/a 3 2 .33 n/a n/a n/a n/a n/a n/a n/a n/a 25.0 n/a 5 2 .33 n/a n/a n/a n/a n/a n/a n/a n/a 13.8 n/a 5.5 20 0 n/a n/a n/a n/a n/a n/a n/a n/a 22.5 n/a 4.5 2 .25 n/a n/a n/a n/a n/a iiia n/a n/a 8.5 n/a 3 2 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 2.5 n/a 1 2 .33 n/a n/a n/a n/a n/a n/a n/a n/a 6.3 n/a 2.5 2 1 n/a n/a n/a n/a n/a n/a n/a n/a 6.3 n/a 2.5 2 1 n/a n/a n/a n/a n/a n/a n/a n/a 12.5 n/a 5 2 .33 n/a n/a n/a n/a n/a n/a n/a n/a 12.0 n/a 2 2 .33 n/a n/a n/a n/a n/a n/a n/a n/a 12.5 n/a 5 2 .33 n/a n/a n/a n/a n/a n/a n/a n/a 80.0 n/a 6.67 2 6 n/a n/a n/a n/a n/a n/a n/a n/a 12.0 n/a 1 2 5 n/a n/a n/a n/a n/a n/a n/a n/a 48.0 n/a 6 2 1 n/a n/a n/a n/a n/a n/a n/a n/a 40.0 n/a 6.67 2 2 n/a n/a n/a n/a n/a n/a n/a n/a 6.0 n/a 1 2 1 n/a n/a n/a n/a n/a n/a n/a n/a 60.0 n/a 6.67 2 6 n/a n/a n/a n/a n/a n/a n/a n/a 9.0 n/a 1 2 5 n/a n/a n/a n/a n/a n/a n/a n/a 25.0 n/a 5 2 .33 n/a n/a n/a n/a n/a n/a n/a n/a 10.0 n/a 6 2 1 n/a n/a n/a n/a n/a n/a n/a n/a 25.0 n/a 5 2 .33 n/a n/a n/a n/a n/a n/a •n/a n/a 12.5 n/a 5 2 .33 n/a n/a n/a n/a n/a n/a n/a n/a 12.5 n/a 5 2 .33 n/a n/a n/a n/a n/a n/a n/a n/a 10.0 n/a 2 2 1 n/a n/a n/a n/a n/a n/a n/a n/a 13.8 n/a 5.5 9 0 n/a n/a n/a n/a n/a n/a n/a n/a 13.8 n/a 5.5 20 0 n/a n/a n/a n/a n/a n/a n/a n/a 8.5 2.5 3 20 1 3 .67 n/a n/a n/a .67 20 1 12.5 n/a 5 2 .33 n/a n/a n/a n/a n/a n/a n/a- n/a 12.5 n/a 5 2 .33 n/a n./a n/a n/a n/a n/a n/a n/a COMPUTER METHOD SUMMARY Page 4 C -2R Project Title.......... =:. Le Reid .Residence Date:.02/13/01 13:07:37 MICROPAS5 v5.10 File -01033S Wth-CTZ:11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -4002 SF. Residence System Type HOUSE Gas AirCond HVAC SYSTEMS Minimum Duct Duct Tested -Duct ACCA Duct Efficiency Location R -value Leakage- Manual D Ef.f 0.800 AFUE' Attic 12.00 SEER Attic R-4.2 No R-4.2 No WATER HEATING SYSTEMS Number in Energy Tank Type Heater Type Distribution Type System Factor 1 Large Gas Standard 1 n/a WATER HEATING SYSTEMS DETAIL No 0.767 No 0.669 Tank E-11::ernal Size Insulation (gal) R -value 75 R-0 Standby Internal Tank Recovery Rated T CZ1.ilation Pilot System Lzziciency i_npuL eraccion R -value Light 1 Large .76' n/a ^°= R-n./a 100 SPECIAL FEATURES AND MODELING ASSUMPTIONS' .n this section should be documented on the plans, *** ** installed to manufacturer and CEC specifications, and *** *** �=rified during plan check and field inspection. *** This building incorporates non-standard Water Heating System REMARKS HVAC SIZING Page 1 HVAC Project Title.......... The Reid Residence Date..02/13/01 13:07:37 P t Add B'd 11A ******* �ec Ls ........ i we rovenue Chico *v5.10* Documentation Author... Marty Runnells ******* Building Permit Energy Calculation Services 1907 Mangrove Avenue, Suite E Plan Check Date Chico, CA 95926 530-894-8466 Field Check/ Date Climate Zone........... 1.1 Compliance Method...... MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc. MICROPAS5 v5.10 File -01033S Wth-CTZ11S92 Program -HVAC SIZING Uses##-MP1333 User -Energy Calculation Servic Run -4002 S.F. Residence GENERAL INFORMATION Floor Area ................. Volume ..................... 7rnnt (DriPnt.itlnn.......... Sizing Location............ Latitude ................... Winter Outside Design...... Winter Inside Design....... Summei Outside ,jesign...... Summer Inside Design....... _. aT1aP Interior Shading Used...... Exterior Shading Used...... Overhang Shading Us.ed...... Latent Load Fraction......... 4032 5 34662 cf Front Facing 200 deg (S) CHICO EXP STA 39.7 degrees 27 F 70 F 1114 r 78 F -)- Yes Yes Yom= U./_0 HEATING AND COOLING LOA SUMMARi =eating Cooling Description (Btuh) (Btuh) Opaque Conduction and Solar...... Glazing Conduction........... ... Glazing Solar .................... Infiltration ..................... Internal Gain .................... Ducts ............................ Sensible Load .................... Latent Load ...................... 17976 8430 17413 9719 n/a 12370 21919 7202 n/a 2550 5731 4.027 63039 44298 n/a 8860 Minimum Total Load 63039 53158 r'y`e: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. DEPARTMENT OF PUBLIC WORKS ENGINEERING CITYovCHICO 411 Main Street - 2nd Floor INC. ian P.O. Box 3420 Chico, CA 95927 (530) 895-4873 FAX (530) 895-4899 ATSS 459-4873 March 8, 2001 Mr. Mike Galli Donalson-Galli Construction P. O. Box 4055 Chico, CA 95927 RE: Payment of sewer fees for AP#042-610-052 (1970 Bidwell Ave). Dear Mr. Galli: Sewer fees for the above mentioned property were paid on May 2, 1992. No additional sewer fees are required if the use of the property remains as 1 unit of single family. If you have any questions please call me at, 895-4883. Richard Burgi Assoc. Civil Engineer RB/nk cc: Chrono S:\BURGI\galli.wpd g�� Made From Recycled Paper COMMUNITY SERVICES DEPARTMENT ENGINEERING DIVISION CITYorCHICO 251 E. Fourth Street INC 1872 P.O. Box 3420 Chico, CA 95927 (916) 895-4873 ATSS 459-4673 August 5, 1991 Craig Donalson et al P.O. Box 4055 Chico, CA 95927 Re: Application for Sewer Connection # 3663 The above noted sewer Application submitted by you has been processed by the Engineering Division of the Community services Department and is attached for your reference and use. Your attention is directed to the "REMARKS" Section on Page 3 of the Application. It contains information about the availability of sewer service to the indicated property. The "REMARKS" Section indicates that sewer service is available, subject to the conditions and actions indicated by 'X' below. The attached Application will indicate the sewer connection fees payable to the City in the event you determine to proceed with the connection. The quoted connection fees are valid for a period of SIXTY (60) DAYS from the date of this letter or until the effective date of any amendment to the City's Sewer Fees, whichever is longer. In this regard, you may wish to pay the connection fees now in order to avoid having to pay higher sewer connection fees which become effective on or about July 1 of each year. If at a later date you decide not to proceed with this project, you may request a refund of sewer connection fees paid. You should take the action marked with an "X- below. when these actions are completed, you may then contract with a licensed plumbing contractor, who may then secure the necessary permits from the Building Division and proceed with the desired connection. X Annexation to the City of Chico or execution of an Annexation and Sewer service Agreement is a condition of obtaining sewer service. Contact the City Planning office in the munici al Building, 5th ?„r< •` ,`- '' V z. ?, p s 3:t.t" s a .y4.`, t.- , , �: y:-. - �-.. Property is CITY: OF CHICO " r J"A T< uildin permits P.O.60X.3420 s ¢ , g CHICO CA;95927-3420 'Na 15 6 4 5 9 ° ) �. ICOt . J❑;CASH D.MON Y ORDER XHEC.K N0. 7f`�2 /_77 �' DATE �r REC. BY •: i-1(7190) 20M ..�........ �.. .i.. ... _ �� -F :i..T. ..:'.i.:.-_ ,C�.•...K�. X� e.... .. '��..a A...7c .t..jfL� .,i�htiAs.ir.:i"e�-„G e City's General e will require ate Use or further ing necessary unicipal. Building, f any Final Map. lidity period effect at time of DESCRIPTION • +�r' ; ' •" .+. .4't a, ,r�t ,'�)�+ � /��z[) i/i.a-. • P y# '� . :'.Cf• -i a o,�+ 4 _ Fr (1b �( aw:,�'. {e1 a..`� 'f y� /�1++ r4✓I'� V� MWTAP &� p'�,d�','f V Ohm _ ! f YV�2KtJ"l } `'2`... it1� i� h � �, si �i�2t' < ^ _. nifJ,{=v 4�i• �:�P f's� �.G.!-TC '�,,,� �1 h..;� i" . y �,.•' - i 4+'Yi-. i r. - 5,.. f? 10E PAYOR:.Cheek'tfds receipt carefully. It is your prco} of payme�.to eit�of amount. nn a ve:for purpose seated. It receipt is ineoFreet notify Finance Office immediately ti �` -77 36!ZO , i-1(7190) 20M ..�........ �.. .i.. ... _ �� -F :i..T. ..:'.i.:.-_ ,C�.•...K�. X� e.... .. '��..a A...7c .t..jfL� .,i�htiAs.ir.:i"e�-„G e City's General e will require ate Use or further ing necessary unicipal. Building, f any Final Map. lidity period effect at time of This office has determined that you are eligible for the deferred payment of sewer connection fees quoted herein, in compliance with current City Council policy. The agreement would allow you to connect your property to the City sewer System now and pay the sewer connection fees over a 5 -year period. Please contact this office ifyou are interested in pursuing this option. X Construction of a sewer main extension as shown on the attached plat is your responsibility in addition to paying the connection fees as noted. In this regard,.you may wish to execute with the City a 'Sewer Reimbursement Agreement-. If so, please contact the Engineering Division about such an agreement prior to commencement of work. The location and size of the extension shown is tentative; the final design.of the extension is the responsibility of the Applicant, and is subject to review and approval by the City. , No additional sewer connection fees are required for the proposed use of this property. secure required connection permits from the Building Division, 2nd floor, Municipal Building, 5th and Main Streets. X Sewer service to land divisions within the unincorporated area will not be authorized until all requirements of Section 15.36.262 of the Chico Municipal Code are satisfied and a Written Commitment to provide sewer service has been issued by the City of Chico. Availability of sanitary sewer service will require the installation of all public improvements and payment of all fees required for a comparable development within the City of Chico (CMC Section 15.36.246). such improvements include, but are not limited to, permanent storm drainage facilities, street lighting, street paving, fire hydrants and curb/gutter/sidewalk construction; fees include, but are not limited to, street facility improvement fees, park facility fees, school impact fees, and storm drainage fees. (.See Exhibit "A", attached to.sewer Application) Should you have any questions regarding sewer service and this letter, please contact this office at 895-4873. -� 04�, E. C. Ross Assistant Director of Public Works / Engineering tck Attachment: original of Sewer Application Copy Distribution: SS App. Chrono File System `Building Folder: [X]'Planning Bidwell Avenue [X]• subdivision File AP No. 042 - 150 - 054/055 ( Bidwell SS Ext II ) [X] Butte Co. Land Dev. [X] NorthStar Engineering 20 Declaration Dr, Chico, 95926 ..�t.. � 1991 RESIDENTIAL --;`O CITY OF CHICO 0' u. ��� i� WORKS COMMUNITY SERVICES DEPARTMENT 1p Or c`�c� ATION FOR RESIDENTIAL SEWER CONNECTION (PURSUANT TO CHAPTER 15.36 OF THE CHICO MUNICIPAL CODE) SECTION I - NOTICE TO APPLICANT THE SEWER CONNECTION FEES QUOTED HEREIN ARE PAYABLE TO THE CITY OF CHICO FOR CONNECTING TO THE CITY SEWER SYSTEM AND AS REIMBURSEMENT TO THE CITY FOR ITS CAPITAL COSTS IN CONSTRUCTING .THE PRESENT SEVER SYSTEM, AS WELL AS FOR ANY FUTURE ADDITIONS THERETO. IT DOES NOT INCLUDE ADDITIONAL COSTS WHICH THE APPLICANT MAY INCUR UNDER PRIVATE CONTRACT AT HIS/HER FULL COST FOR INSTALLATION OF NECESSARY MAIN LINE OR LATERAL EXTENSIONS, MANHOLES, AND SIMILAR APPURTENANT STRUCTURES AS MAY BE REQUIRED. THE SEWER CONNECTION FEES QUOTED HEREIN SHALL BE VALID FOR A PERIOD OF SIXTY (60) DAYS OR UNTIL THE EFFECTIVE DATE OF ANY AMENDMENT TO THE CITY'S SEWER CONNECTION CHARGES, WHICHEVER IS LONGER. ANY AMENDMENT TO TEE CITY'S SEWER CONNECTION CHARGES BECOME EFFECTIVE ON OR ABOUT JULY 1 OF EACH YEAR. Ott 1 6 tri u A. Property to be Served: 1. Address:- 2. ddress:2. A. P. No (s) : 6-1 3. Existing Use: 2acant Residential []Non -Residential No. of Units Description of use: 4. No. of Residential Units to be Added to the Property: '¢ 5. Tbtal Number of Residential Units to be Served: B. Reason for Initiating Awlicatim• 0 Application for Plan Check Bldg. Plan No. n Subdivisicn Map (5 or more lots) Name: General Information C. Owner: CPfI/G �t��C.3Q�' ZTreo Address: / D: ,9e1< 9osr C�/�D, Cf� ,91✓r� - D. Applicant: nAer/1.5T�J2 Address: 00C�flP�9T/Dl/ Cy/CO , C% PI -J16 PHM: Home: Business: 39Z - 8963 PIM: Home: Business: /e2V E. Mail Clyleted Serer Comection Application to: �OvaPr Applicant F. &dzitted by: G. atian Fee Paid: $ �— o Official Receipt No.: Date: Date APPLICAT> M ND. 3��3 RESIDENTIAL 1. InCity:...................................... [] Yes ® No 2. In City as of June 18, 1982 (Including Annexation No. 384) :. E] Yes ® No Annexation No: 3. Within City Sewer Service Area :............... Yes No 4. Armexable:.................................... Yes ® No DNA 5.. Existing Zoning: ,or General Plan Designation 2 6. Property Front Footage: G Lf Z l.f. (Shortest side) 7. Property Area• Z O acres 8. No of Residential Units Presently Connected to Sewer: - G-), -. 9. No. of Non -Residential Acres Presently Connected to Sewer: -G�- 10. Property in a Sewer Assessment District: M No [] Yes Name 11. Main Extension Required: E] No ® Yes 12. Sewer Connection Fee Credits: a. Turk Line Capacity Fee: No. of units — @ $581/$967 = $ Current Equiv. No. of Acres 42,322/$3,867 = $ $ Current Equiv. Payments................................... b. Water Pollution Control Plant Fee: No. of Units @ $967 = $ Current Equiv. No. of Acres — @ $3,867 = $- Current Equiv. Payments................................... _ $ 13. Subject to Sewer Correction Fees for: a. Turk Line Capacity Fee: No. of Units 4f b. Water Pollution Control Plant Fee: No. of Units 4f c. Sever Main Installation Fee: Front Footage 1-f . (Mininn 60 ft.; Subdivision greater than 1 acre - 150 ft.) ® DNA (Main Extension Required or Previously Installed) El M(Exert) 7/12/91 PAGE 2 OF 4 B. Conyutatim of Applicable Sewer Qo®ection Fees: 1. Tnuik Line Capacity Fee X $Ui/$967 Less Credit (from A.12.a. above) RESIDENTIAL = $ 3868' = 2. Water Poll. Cont. Plant Cap. Fee: 4L X $967 = Units Less Credit (from A.3 -2.b. above) _ 3. Seger Main Installation Fee: ❑ $27 /front foot X --D1J A- 1.f. = n See REMM Section, Item No. 3 $( -0- ) NEr:$ 3 8'G g w Riser/Lateral Installation Charge: _ @ /FA = � Y• I • 1:1 � 1• Y} 1}' �� I I? � } C. FSTIlQM M RMY SEWER SERVICE FM: �8 X $M/4.87 per month = $ r month Number Residential Units NII':$ 38G g �o S 7736"° ® 1. SE 1M SERVICE IS AVAI[Aw E: This property and its proposed use , can be served by the existing sanitary sewer collection system. E] 2. SM SERVICE IS 0301TICWM AVAIIAEU: This property and its proposed use can be served by the existing sanitary sewer collection system sub'ect to the foll� conditions: (Contact the City of Chico Planning Department, 895-4851, for turther inforn�tion (] The proposed use is not in compliance with the Chico General Plan. The Chico General Plan designation for this property is Sanitary sewer service will require ammer meet of the General Plan consistent wia proposed land use of this property. ( ] The proposed use will require the obtaji u of an appropriate Use Permit. E]_3. If an approved private sewage disposal system is installed in lieu of connection to City sanitary sewer system, all connection fees quoted berein, plus a sewer main installation fee of $ ( f.f. X $27) shall be paid as a condition of the issuance of a connection permit. .08.030) El 4. Pi181,IC MOVEMEN'r RENIS: Availability of sanitary sewer service will require the installation of all public improvements and payment of all fees required for a comparable development within the City of Chico (CMC Section 15.36.246). Such improvements include, but are not limited to, permanent storm drainage facilities, street lighting, street paving, fire hydrants and curb/gutter/sidewalk construction. On 07/12/91 PAGE 3 OF 4 D. Reviewed by: g �� E. Approved by: 0 Deferred Payment Agreement Exemted Date DIREC10t OF FUHLIC V= By Dated RESIDENTIAL ------------------------------------------------- Sewer Correction Fees Paid: -0. R. A=mts % OD Subject to Sewer Rekba sement Agent: E] No El Yes Agreement: ------------------- ; PACE 4 OF 4 EXISTING 8'a I SAN. SEWER 8" VClpj�D+ AP 042 — 150 — 054/55 12.04 Acre 642 Fr Ft (PENDING PARCEL MAP) LA INGO RD. Co d�• S 026 SANITARY SEWER C� I ' CITY OF CHICO DEPARTMENT OF PUBLIC WORKS DRAWN By� DATE ' PLAT TO ACCOMPANY SANITARY CHECKED SCALE SEWER CONNECTION APPROVED �� � APPLICATION NO. 3 G G 3 /=d ASST. DIRECTOR OF PU LIC WORKS SHEET ( OF j ki DANIEL J. DOBBIE aD Professional Engineer 20 Mayfair Drive Chico, CA 95973-0707 Phone/Fax (530) 345-4743 �pF tp��q�` �\QF PROJECT SCOPE• 1j a Page: 1 Job No: 1010 Date: February 2001 Reid Residence PROVIDE STRUCTURAL ENGINEERING FOR A NEW TWO STORY WOOD FRAMED HOUSE. DESIGN ROOF AND FLOOR FRAMING OTHER THAN THE ROOF TRUSSES. PROVIDE DESIGN FOR POSTS AND FOOTINGS. INCLUDE LATERAL ANALYSIS OF WIND AND SEISMIC LOADS. DESIGN ROOF AND FLOOR DIAPHRAGMS AS WELL AS CHORDS. DESIGN ALL WOOD FRAMED SHEAR WALLS FOR RESISTANCE TO SHEAR AND OVERTURNING. II_ i MTV "T UNIFORM BUILDING CODE SEISMIC ZONE WIND SPEED WIND EXPOSURE CONCRETE COMPRESSIVE STRENGTH (fc) REINFORCING STEEL YIELD STRENGTH (fy) STRUCTURAL STEEL GRADE: SHAPES AND PLATE 1997 EDITION ZONE 3 75 MPH EXPOSURE B 2500 PSI 60 KSI ASTM A572 GRADE 50 WITH SPECIAL REQUIREMENTS PER TECHNICAL BULLETIN #3 PIPE TUBE GLUE -LAMINATED BEAM COMBINATION SYMBOL: SIMPLE SPAN BEAMS CONTINUOUS AND CANTILEVERED BEAMS WOOD FRAMING SPECIES GRADING AGENCY ALLOWABLE SOIL BEARING PRESSURE ROOF LOADING (SLOPE 4:12) ROOFING 2.5 PSF PLYWOOD 1.7 PSF FRAMING 3.4 PSF 5/8" GYP BD CLG 2.8 PSF INSULATION 0.5 PSF MECH/ELEC/MISC 1A PSF DL = 12.0 PSF LL =16.0 PSF A53 GRD. B A500 GRD. B (46KS1) 24F -V4 24F -V8 DOUGLAS FIR LARCH WWPA 1000 PSF FLOOR LOADING PLYWOOD 2.5 PSF FLOOR JOISTS 3.5 PSF 5/8" GYP BD CLG 2.8 PSF MECH/ELEC/MISC 1.2 PSF DL = 10.0 PSFOI-67327 LL = 40. � 176nE f�i~ I Y ►D# 4G-DEPARTMLiI ., p ROVFD /or �r DANIEL J. DOBBIE aD Professional Engineer 20 Mayfair Drive Chico, CA 95973-0707 Phone/Fax (530) 3454743 TYPICAL PORCH BEAM SIMPLE SPAN BEAM DESIGN DATA: SPAN LENGTH (L) TRIBUTARY ROOF WIDTH (Wr) ROOF DEAD LOAD (RDL) ROOF LIVE LOAD (RLL) UNIFORM ROOF DEAD LOAD (URDL) UNIFORM ROOF LIVE LOAD (URLL) UNIFORM BEAM DEAD LOAD (UBDL) TOTAL UNIFORM LOAD (TUL) RESULTS: MAXIMUM REACTION (Rmax) MAXIMUM BENDING MOMENT (Mmax) TRIAL SIZE: BEAM DEPTH (d) BEAM WIDTH (b) MOMENT OF INERTIA (1) MODULUS OF ELASTICITY (E) RESISTIVE SHEAR BASE VALUE (Vr) RESISTIVE MOMENT BASE VALUE (Mr) Page: 2 Job No: 1010 Date: February 2001 Reid Residence 13 FT 6 FT 12 PSF 16 PSF 0.072 KLF 0.096 KLF 0.025 KLF 0.193 KLF 1.25 KIPS 4.1 KIP FT 6x10#2 9.5 IN 5.5 IN 392.9 IN^4 1600 KSI 2.96 KIPS 6.89 KIP FT LOAD DURATION & VOLUME FACTOR ADJUSTMENT* ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF) 1.25 ROOF MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 1.10 KIPS FINAL RESISTIVE SHEAR (Ve) Ve = Vr * Cd 3.70 KIPS OK VOLUME FACTORS (Cv) 1.066 Cv = k(12/d)".1 * (5.125/b)^.1 * (21/L)^.1 LOADING CONDITION FACTOR (k) k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) ADJUSTED RESISTIVE MOMENT (Mr') Mr'=Mr*Cd'*Cv 9.2 KIP FT OK DEFLECTION: DEFLECTION DUE TO TUL (Dtul) 0.197 IN DEFLECTION/SPAN RATIO L / 791 OK DEAD LOAD DEFLECTION (Ddl) Ddl = Dt * DL/TL 0.099 IN CAMBER (C) C = DO * 1.25 0.124 IN TYPICAL PORCH BEAM: 6 x 10 #2 DANIEL J. DOBBIE aD Professional Engineer 20 Mayfair Drive r - Chico, CA 95973-0707 Phone/Fax (530) 345-4743 GARAGE HEADER (LONG SPAN) SIMPLE SPAN BEAM DESIGN DATA: SPAN LENGTH (L) TRIBUTARY ROOF WIDTH (Wr) TRIBUTARY FLOOR WIDTH (Wo ROOF DEAD LOAD (RDL) ROOF LIVE LOAD (RLL) FLOOR DEAD LOAD (FDL) FLOOR LIVE LOAD (FLL) UNIFORM ROOF DEAD LOAD (URDL) UNIFORM ROOF LIVE LOAD (URLL) UNIFORM FLOOR DEAD LOAD (UFDL) UNIFORM FLOOR LIVE LOAD (UFLL) UNIFORM WALL DEAD LOAD (UWDL) TOTAL UNIFORM LOAD (TUL) RESULTS: Page: 3 Job No: 1010 Date: February 2001 Reid Residence 16 FT 14.5 FT 0 FT 12 PSF 16 PSF 0 PSF 0 PSF 0.174 KLF 0.232 KLF 0.000 KLF 0.000 KLF 0.075 KLF 0.481 KLF MAXIMUM REACTION (Rmax) 3.85 KIPS MAXIMUM BENDING MOMENT (Mmax) 15.4 KIP FT TRIAL SIZE• 3 1/8" x 15" GLB (24F -V4) BEAM DEPTH (d) 15 IN BEAM WIDTH (b) 3.125 IN MOMENT OF INERTIA (1) 878.9 IN^4 MODULUS OF ELASTICITY (E) 1800 KSI ALLOWABLE BENDING (Fb) (SIZE FACTOR INCLUDED) 2.400 KSI RESISTIVE SHEAR BASE VALUE (Vr) 5.16 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 23.4 KIP FT LOAD DURATION & VOLUME FACTOR ADJUSTMENT ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF) 1.25 ROOF FLOOR LOAD DURATION FACTOR (Cdf) (NORMAL) 1.00 NORMAL COMPOSITE LOAD DURATION FACTOR (Cd') 1.211 MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 3.25 KIPS FINAL RESISTIVE SHEAR (Vr') Ve = Vr * Cd 6.25 KIPS VOLUME FACTORS (Cv) 1.056 Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)^.1 LOADING CONDITION FACTOR (k) k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) ADJUSTED RESISTIVE MOMENT (Me) Me = Mr * Cd'* C 29.9 KIP FT UNSUPPORTED COMPR - SION FLANGE• SLENDERNESS FACTOR (RB) RB = (le*d/b^2)^.5 23.4 FACTOR (lu / d) 12.8 EFFECTIVE LENGTH (le) le = 1.63 lu + 3 d 358 IN FACTOR (KbE) (0.609 GLULAMINATED) 0.609 FACTOR (FBe) FBe = KbE*E/RB"2 1.994 FINAL ADJUSTED RESISTIVE BENDING MOMENT (Mr 21.9 KIP FT DEFLECTION DEFLECTION DUE TO TUL (Dtul) 0.448 IN DEFLECTION/SPAN RATIO L / 428 DEAD LOAD DEFLECTION (Ddl) DO = Dt * DL/TL 0.232 IN CAMBER (C) C = Ddl * 1.25 0.290 IN GARAGE HEAR (LONG-): 3 1/8" x 15" GLB (24F-V4)� CAMBER 1/4" OK >7 OK OK USE: 1/4" DANIEL J. DOBBIE Page: 4 aD Professional Engineer Q Q 20 Mayfair Drive Job No: 1010 Chico, CA 95973-0707 Date: February 2001 Phone/Fax530 ( ) 3454743 Reid Residence GARAGE HEADER (SHORT SPAN) SIMPLE SPAN BEAM LENGTH (L) 8 FT TRIBUTARY ROOF WIDTH (Wr) 14.5 FT TRIBUTARY FLOOR WIDTH (Wf) 0 FT ROOF DEAD LOAD (RDL) 12 PSF ROOF LIVE LOAD (RLL) 16 PSF FLOOR DEAD LOAD (FDL) 0 PSF FLOOR LIVE LOAD (FLL) 0 PSF UNIFORM ROOF DEAD LOAD (URDL) 0.174 KLF UNIFORM ROOF LIVE LOAD (URLL) 0.232 KLF UNIFORM FLOOR DEAD LOAD (UFDL) 0.000 KLF UNIFORM FLOOR LIVE LOAD (UFLL) 0.000 KLF UNIFORM WALL DEAD LOAD (UWDL) 0.075 KLF TOTAL UNIFORM LOAD (TUL) 0.481 KLF RESULTS: MAXIMUM REACTION (Rmax) 1.92 KIPS MAXIMUM BENDING MOMENT (Mmax) 3.8 KIP FT TRIAL SIZE: 4 x 10 #1 BEAM DEPTH (d) 9.25 IN BEAM WIDTH (b) 3.5 IN MOMENT OF INERTIA (1) 230.8 IN^4 MODULUS OF ELASTICITY (E) 1700 KSI ALLOWABLE BENDING (Fb) (SIZE FACTOR 'INCLUDED) 1.200 KSI RESISTIVE SHEAR BASE VALUE (Vr) 2.05 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 4.99 KIP FT LOAD DURATION & VOLUME FACTOR ADJUSTMENT• ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF) 1.25 ROOF FLOOR LOAD DURATION FACTOR (Cdf) (NORMAL) 1.00 NORMAL COMPOSITE LOAD DURATION FACTOR (Cd') 1.211 MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 1.55 KIPS FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 2.48 KIPS OK VOLUME FACTORS (Cv) 1.174 Cv = k(12/d)^.1 * (5.125/b)".1 * (21/L)^.1 LOADING CONDITION FACTOR (k) k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) ADJUSTED RESISTIVE MOMENT (Me) Me = Mr * Cd'* C 7.1 KIP FT OK UNSUPPORTED COMPR SSION FLANGE• SLENDERNESS FACTOR (RB) RB = (le*d/b^2)^.5 11.8 FACTOR (lu / d) 10.4 >7 EFFECTIVE LENGTH (le) le = 1.63 lu + 3 d 184 IN FACTOR (KbE) (0.438 VISUALLY GRADED) 0.438 FACTOR (FBe) FBe = KbE*E/RB^2 5.353 FINAL ADJUSTED RESISTIVE BENDING MOMENT (Mr 7.0 KIP FT OK DEFLECTION: DEFLECTION DUE TO TUL (Dtul) 0.113 IN DEFLECTION/SPAN RATIO L/ 850 OK DEAD LOAD DEFLECTION (Ddl) Ddl = Dt * DL/TL 0.058 IN CAMBER (C) C = Ddl * 1.25 0.073 IN� NA GARAGE HEADER (SHORT.): 4x 10 #1 DANIEL J. DOBBIE Page: 5 aD Professional Engineer Job No: 1010 Q Q 20 Mayfair Drive Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 345-4743 Reid Residence FAMILY ROOM HEADER SIMPLE SPAN BEAM SPAN LENGTH (L) 12 FT TRIBUTARY ROOF WIDTH (Wr) 4 FT TRIBUTARY FLOOR WIDTH (Wf) 0 FT ROOF DEAD LOAD (RDL) 12 PSF ROOF LIVE LOAD (RLL) 16 PSF FLOOR DEAD LOAD (FDL) 0 PSF FLOOR LIVE LOAD (FLL) 0 .PSF UNIFORM ROOF DEAD LOAD (URDL) 0.048 KLF UNIFORM ROOF LIVE LOAD (URLL) 0.064 KLF UNIFORM FLOOR DEAD LOAD (UFDL) 0.000 KLF UNIFORM FLOOR LIVE LOAD (UFLL) 0.000 KLF UNIFORM WALL DEAD LOAD (UWDL) 0.075 KLF TOTAL UNIFORM LOAD (TUL) 0.187 KLF RESULTS: MAXIMUM REACTION (Rmax) 1.12 KIPS MAXIMUM BENDING MOMENT (Mmax) 3.4 KIP FT TRIAL SIZE: 4 x 10 #1 BEAM DEPTH (d) 9.25 IN BEAM WIDTH (b) 3.5 IN MOMENT OF INERTIA (1) 230.8 IN^4 MODULUS OF ELASTICITY (E) 1700 KSI ALLOWABLE BENDING (Fb) (SIZE FACTOR INCLUDED) 1.200 KSI RESISTIVE SHEAR BASE VALUE (Vr) 2.05 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 4.99 KIP FT LOAD DURATION & VOLUME FACTOR AD USTMENT• ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF) 1.25 ROOF FLOOR LOAD DURATION FACTOR (Cdf) (NORMAL) 1.00 NORMAL COMPOSITE LOAD DURATION FACTOR (Cd') 1.150 MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 0.98 KIPS FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 2.36 KIPS OK VOLUME FACTORS (Cv) 1.128 Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)".1 LOADING CONDITION FACTOR (k) k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) ADJUSTED RESISTIVE MOMENT (Me) Mr' = Mr * Cd'* C 6.5 KIP FT OK UNSUPPORTED COMPRESSION FLANGE• SLENDERNESS FACTOR (RB) RB = (le*d/b^2)^.5 14.1 FACTOR (lu / d) 15.6 >7 EFFECTIVE LENGTH (le) le = 1.63 lu + 3 d 262 IN FACTOR (KbE) (0.438 VISUALLY GRADED) 0.438 FACTOR (FBe) FBe = KbE*E/RB"2 3.757 FINAL ADJUSTED RESISTIVE BENDING MOMENT (Mr 6.3 KIP FT OK DEFLECTION: DEFLECTION DUE TO TUL (Dtul) 0.222 IN DEFLECTION/SPAN RATIO L / 648 OK DEAD LOAD DEFLECTION (Ddl) Ddl = Dt * DL/TL 0.146 IN CAMBER (C) C = Ddl * 1.25 0.183 IN NA FAMILY ROOM HEADER: 4 x 10 #1 DANIEL J. DOBBIE Page: 6 aD Professional Engineer Q Q 20 Mayfair Drive Job No: 1010 Chico, CA 95973-0707 Date: February 2001 s Phone/Fax (530) 345-4743 Reid Residence TYPICAL 8'-0" ROOF HEADER SIMPLE SPAN BEAM RESIGN DATA: SPAN LENGTH (L) 8 FT TRIBUTARY ROOF WIDTH (Wr) 14.5 FT TRIBUTARY FLOOR WIDTH (Wf) 0 FT ROOF DEAD LOAD (RDL) 12 PSF ROOF LIVE LOAD (RLL) 16 PSF FLOOR DEAD LOAD (FDL) 0 PSF FLOOR LIVE LOAD (FLL) 0 PSF UNIFORM ROOF DEAD LOAD (URDL) 0.174 KLF UNIFORM ROOF LIVE LOAD (URLL) 0.232 KLF UNIFORM FLOOR DEAD LOAD (UFDL) 0.000 KLF UNIFORM FLOOR LIVE LOAD (UFLL) 0.000 KLF UNIFORM WALL DEAD LOAD (UWDL) 0.075 KLF TOTAL UNIFORM LOAD (TUL) 0.481 KLF RESULTS: MAXIMUM REACTION (Rmax) 1.92 KIPS MAXIMUM BENDING MOMENT (Mmax) 3.8 KIP FT TRIAL SIZE- 4 x 10 #1 BEAM DEPTH (d) 9.25 IN BEAM WIDTH (b) 3.5 IN MOMENT OF INERTIA (1) 230.8 IN"4 MODULUS OF ELASTICITY (E) 1700 KSI ALLOWABLE BENDING (Fb) (SIZE FACTOR INCLUDED) 1.200 KSI RESISTIVE SHEAR BASE VALUE (Vr) 2.05 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 4.99 KIP FT LOAD DURATION & VOLUME FACTOR ADJUdTMENT ROOF LOAD DURATION FACTOR (Cdr) (SNO?'ROOF) 1.25 ROOF FLOOR LOAD DURATION FACTOR (Cdf) (NORMAL) 1.00 NORMAL COMPOSITE LOAD DURATION FACTOR (Cd') 1.211 MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 1.55 KIPS FINAL RESISTIVE SHEAR (Ve) Vr' = Vr * Cd 2.48 KIPS OK VOLUME FACTORS (Cv) 1.174 Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)^.1 LOADING CONDITION FACTOR (k) k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) ADJUSTED RESISTIVE MOMENT (Me) Mr' = Mr * Cd'* C 7.1 KIP FT OK UNSUPPORTED COMPRESSION FLANGE: SLENDERNESS FACTOR (RB) RB = (le*d/b^2)^.5 11.8 FACTOR (lu / d) 10.4 >7 EFFECTIVE LENGTH (le) le = 1.63 lu + 3 d 184 IN FACTOR (KbE) (0.438 VISUALLY GRADED) 0.438 FACTOR (FBe) FBe = KbE*E/RB^2 5.353 FINAL ADJUSTED RESISTIVE BENDING MOMENT (Mr 7.0 KIP FT OK DEFLECTION• DEFLECTION DUE TO TUL (Dtul) 0.113 IN DEFLECTION/SPAN RATIO L / 850 OK DEAD LOAD DEFLECTION (Ddl) Ddl = Dt * DL/TL 0.058 IN CAMBER (C) C = Ddl * 1.25 0.073 IN NA TYPCIAL 1'-0114 ROOF HEADER• 4 x 10 #1 DANIEL J. DOBBIE Page: 7 aD Professional Engineer Job No: 1010 20 Mayfair Drive Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 345-4743 Reid Residence ROOF HEADER AT STAIR SIMPLE SPAN BEAM I**1m 1 SPAN LENGTH (L) 6 FT TRIBUTARY ROOF WIDTH (Wr) 19.5 FT TRIBUTARY FLOOR WIDTH (Wo 0 FT 'ROOF DEAD LOAD (RDL) 12 PSF ROOF LIVE LOAD (RLL) 16 PSF FLOOR DEAD LOAD (FDL) 0 PSF FLOOR LIVE LOAD (FLL) 0 PSF UNIFORM ROOF DEAD LOAD (URDL) 0.234 KLF UNIFORM ROOF LIVE LOAD (URLL) 0.312 KLF UNIFORM FLOOR DEAD LOAD (UFDL) 0.000 KLF UNIFORM FLOOR LIVE LOAD (UFLL) 0.000 KLF UNIFORM WALL DEAD LOAD (UWDL) 0.075 KLF TOTAL UNIFORM LOAD (TUL) 0.621 KLF RESULTS: MAXIMUM REACTION (Rmax) 1.86 KIPS MAXIMUM BENDING MOMENT (Mmax) 2.8 KIP FT TRIAL SIZE: 4 x 8 #1 BEAM DEPTH (d) 7.25 IN BEAM WIDTH (b) 3.5 IN MOMENT OF INERTIA (1) 111.1 IN^4 MODULUS OF ELASTICITY (E) 1700 KSI ALLOWABLE BENDING (Fb) (SIZE FACTOR INCLUDED) 1.300 KSI RESISTIVE SHEAR BASE VALUE (Vr) 1.6 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 3.32 KIP FT LOAD DURATION & VOLUME FACTOR ADJUSTMENT* ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF) 1.25 ROOF FLOOR LOAD DURATION FACTOR (Cdo (NORMAL) 1.00 NORMAL COMPOSITE LOAD DURATION FACTOR (Cd') 1.220 MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 1.49 KIPS FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 1.95 KIPS OK VOLUME FACTORS (Cv) 1.238 Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)^.1 LOADING CONDITION FACTOR (k) k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) ADJUSTED RESISTIVE MOMENT (Me) Mr' = Mr * Cd'* C 5.0 KIP FT OK UNSUPPORTED COMPRESSION FLANGE: SLENDERNESS FACTOR (RB) RB = (le*d/b^2)".5 9.1 FACTOR (lu / d) 9.9 >7 EFFECTIVE LENGTH (le) le = 1.63 lu + 3 d 1391N FACTOR (KbE) (0.438 VISUALLY GRADED) 0.438 FACTOR (FBe) FBe = KbE*E/RB"2 9.044 FINAL ADJUSTED RESISTIVE BENDING MOMENT (Mr 5.0 KIP FT OK DEFLECTION: DEFLECTION DUE TO TUL (Dtul) 0.096 IN DEFLECTION/SPAN RATIO L/ 751 OK DEAD LOAD DEFLECTION (Ddl) Ddl = Dt * DL/TL 0.048 IN CAMBER (C) C = Ddl * 1.25 0.060 IN NA ROOF HEADER AT STAIR• 4 x 8 #1 DANIEL J. DOBBIE aDProfessional Engineer Q 20 Mayfair Drive Chico, CA 95973-0707 Phone/Fax (530) 3454743 TYPICAL ROOF HEADER SIMPLE SPAN BEAM DESIGN DATA: SPAN LENGTH (L) TRIBUTARY ROOF WIDTH (Wr) TRIBUTARY FLOOR WIDTH (Wo ROOF DEAD LOAD (RDL) ROOF LIVE LOAD (RLL) FLOOR DEAD LOAD (FDL) FLOOR LIVE LOAD (FLL) UNIFORM ROOF DEAD LOAD (URDL) UNIFORM ROOF LIVE LOAD (URLL) UNIFORM FLOOR DEAD LOAD (UFDL) UNIFORM FLOOR LIVE LOAD (UFLL) UNIFORM WALL DEAD LOAD (UWDL) TOTAL UNIFORM LOAD (TUL) RESULTS: MAXIMUM REACTION (Rmax) MAXIMUM BENDING MOMENT (Mmax) TRIAL SIZE• BEAM DEPTH (d) BEAM WIDTH (b) MOMENT OF INERTIA (1) MODULUS OF ELASTICITY (E) ALLOWABLE BENDING (Fb) (SIZE FACTOR INCLUDED) RESISTIVE SHEAR BASE VALUE (Vr) RESISTIVE MOMENT BASE VALUE (Mr) LOAD DURATION R VOLUME FACTOR ApjUSTMENT ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF) FLOOR LOAD DURATION FACTOR (Cdf) (NORMAL) COMPOSITE LOAD DURATION FACTOR (Cd') MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) FINAL RESISTIVE SHEAR (Vr') Ve = Vr" Cd VOLUME FACTORS (Cv) Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)1.1 LOADING CONDITION FACTOR (k) k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) ADJUSTED RESISTIVE MOMENT (Me) Me = Mr * Cd'* C UNSUPPORTED COMPRESSION FLANGE: SLENDERNESS FACTOR (RB) RB = (le*d/b^2)^.5 FACTOR (lu / d) EFFECTIVE LENGTH (le) le = 1.63 lu + 3 d FACTOR (KbE) (0.438 VISUALLY GRADED) FACTOR (FBe) FBe = KbE*E/RB^2 FINAL ADJUSTED RESISTIVE BENDING MOMENT (Mr DEFLECTION: DEFLECTION DUE TO TUL (Dtul) DEFLECTION/SPAN RATIO L/ DEAD LOAD DEFLECTION (Ddl) Ddl = Dt * DL/TL CAMBER (C) C = Ddl * 1.25 TYPICAL ROOF HEADER• Page: 8 Job No: 1010 Date: February 2001 Reid Residence 5 FT 5.5 FT 0 FT 12 PSF 16 PSF 0 PSF 0 PSF 0.066 KLF 0.088 KLF 0.000 KLF 0.000 KLF 0.075 KLF 0.229 KLF 0.57 KIPS 0.7 KIP FT 4x8#1 7.25 IN 3.5 IN 111.1 IN^4 1700 KSI 1.300 KSI 1.6 KIPS 3.32 KIP FT 1.25 ROOF 1.00 NORMAL 1.168 0.43 KIPS 1.87 KIPS 1.261 4.9 KIP FT 8.4 8.3 120 IN 0.438 10.524 4.9 KIP FT 0.017 3519 0.010 0.013 4x8#1 1z IN IN OK >7 OK OK NA DANIEL J. DOBBIE Page: 9 rAl Professional Engineer 20 Mayfair Drive Job N0: 1010 Chico, CA 95973-0707 Date: February 2001 Phone/Fax 530 345-4743 ( ) Reid Residence FLOOR JOIST DESIGN (21' - 6" SPAN) SIMPLE SPAN, REPEDITIVE, DL + LL CONDITIONS DESIGN DATA: JOIST SPAN (L) 21.5 FT JOIST SPACING (s) 16 IN LIVE LOAD (LL) 40 PSF DEAD LOAD (DL) (INCLUDE 10 PSF PART. LOAD) 20 PSF UNIFORM LIVE LOAD (wll) 0.053 KLF UNIFORM DEAD LOAD (wdl) 0.027 KLF TOTAL UNIFORM LOAD (wtl) 0.080 KLF RESULTS: END REACTION (Rdl) (DL+LL CONDITION) 0.86 KIPS MAXIMUM BENDING MOMENT (DL+LL CONDITION) 4.62 KIP FT MAXIMUM SHEAR (DL+LL CONDITION) 0.77 KIPS JOIST DATA-, BOISE CASCADE 14" BCI / 650 JOIST JOIST DEPTH (d) 14 IN JOIST RESISTIVE MOMENT (Mr) 6.06 KIP FT JOIST RESISTIVE SHEAR (Vr) 1.825 KIPS REPETITVE MEMBER FACTOR (Cr) 1 MICROLLAM ADJUSTED JOIST RESISTIVE MOMENT (Mr') 6.06 KIP FT OK ADJUSTED JOIST RESISTIVE SHEAR (Vr') 1.825 KIPS OK EI VALUE (EI) 592000 KSI K VALUE (K) 7690 DEFLECTION: TOTAL LOAD DEFLECTION SPAN/DEFLECTION RATIO (TL) LIVE LOAD DEFLECTION SPAN/DEFLECTION RATIO (LL) 0.707 IN L/ 365 0.472 IN L/ 547 BOISE CASCADE 14" BCI / 650 @ 16" o.C. DEFLECTION: TOTAL LOAD DEFLECTION SPAN/DEFLECTION RATIO (TL) LIVE LOAD DEFLECTION SPAN/DEFLECTION RATIO (LL) 0.403 IN L/ 492 0.268 IN L/ 738 FLOOR JOIST (16'- 6" SAPNI• BOISE CASCADE 14" BCI / 400 @ 16" o.c. DANIEL J. DOBBIE Page: 10 aD Professional Engineer 20 Mayfair Drive Job No: 1010 Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 345-4743 Reid Residence FLOOR JOIST DESIGN (16' - 6" SPAN) SIMPLE SPAN, REPEDITIVE, DL + LL CONDITIONS DESIGN DATA: JOIST SPAN (L) 16.5 FT JOIST SPACING (s) 16 IN . LIVE LOAD (LL) 40 PSF DEAD LOAD (DL) (INCLUDE 10 PSF PART. LOAD) 20 PSF UNIFORM LIVE LOAD (wll) 0.053 KLF UNIFORM DEAD LOAD (wdl) 0.027 KLF TOTAL UNIFORM LOAD (wtl) 0.080 KLF RESULTS: END REACTION (Rdl) (DL+LL CONDITION) 0.66 KIPS MAXIMUM BENDING MOMENT (DL+LL CONDITION) 2.72 KIP FT MAXIMUM SHEAR (DL+LL CONDITION) 0.57 KIPS JOIST DATA: BOISE CASCADE 14" BCI / 400 JOIST JOIST DEPTH (d) 14 IN JOIST RESISTIVE MOMENT (Mr) 3.48 KIP FT JOIST RESISTIVE SHEAR (Vr) 1.825 KIPS REPETITVE MEMBER FACTOR (Cr) 1 MICROLLAM ADJUSTED JOIST RESISTIVE MOMENT (Mr') 3.48 KIP FT OK ADJUSTED JOIST RESISTIVE SHEAR (Vr') 1.825 KIPS OK EI VALUE (EI) 363000 KSI K VALUE (K) 7450 KIPS DEFLECTION: TOTAL LOAD DEFLECTION SPAN/DEFLECTION RATIO (TL) LIVE LOAD DEFLECTION SPAN/DEFLECTION RATIO (LL) 0.403 IN L/ 492 0.268 IN L/ 738 FLOOR JOIST (16'- 6" SAPNI• BOISE CASCADE 14" BCI / 400 @ 16" o.c. DANIEL J. D05(3IE aD Professional Engineer Q Q 20 Mayfair Drive Chico, CA 95973-0707 Phone/Fax (530) 345-4743 FLOOR BEAM FB1 Page: 11 Job No: 1010 Date: February 2001 Reid Residence DESIGN DATA• MAX SPAN LENGTH (L) 10 FT TRIBUTARY WIDTH (W) 5.5 FT TRIBUTARY AREA (Atrib) 55 SQ FT LIVE LOAD (LL) 40 PSF DEAD LOAD (DL) 10 PSF TOTAL LOAD (TL) 50 PSF BEAM & WALL WEIGHT (wb) 0.316 KLF CONCENTRATED LOAD NOT AT MIDSPAN (Pconc) 0 KIPS LOCATION Pconc FROM LEFT SUPPORT (>U2) 0 FT UNIFORM DEAD LOAD (wdl) wdl = W*DL + wb 0.371 KLF UNIFORM LIVE LOAD (wll) 0.220 KLF TOTAL UNIFORM LOAD (wtl) 0.591 KLF CONCENTRATED LOAD MIDSPAN (Pms) RESULTS• 0 KIPS RIGHT REACTION (Rr) 2.96 KIPS LEFT REACTION (RI) 2.96 KIPS LOCATION ZERO SHEAR FROM LEFT SUPPORT (z) 5.00 FT MAXIMUM BENDING MOMENT DUE TO Pconc (Mconc) 0.0 KIP FT MAXIMUM BENDING MOMENT DUE TO UDL (Mw) 7.4 KIP FT MAXIMUM BENDING MOMENT DUE TO Pms (Mms) 0.0 KIP FT TOTAL BENDING MOMENT (Mtot) 7.4 KIP FT TRIAL SIZE: 6 x 10 #1 BEAM DEPTH (d) 9.5 IN BEAM WIDTH (b) 5.5 IN MOMENT OF INERTIA (1) 392.9 IN^4 RESISTIVE SHEAR BASE VALUE (Vr) 2.96 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 9.3 KIP FT LOAD DURATION & VOLUME FA TnR o JUSTMENT LOAD DURATION FACTOR (Cd) (SNO,ROOF,EQ,IMP) 1.00 NORMAL MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 2.49 KIPS FINAL RESISTIVE SHEAR (Ve) Ve = Vr * Cd 2.96 KIPS VOLUME FACTORS (Cv) Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)^.1 LOADING CONDITION FACTOR (k) k = 0.96 CONC LOAD NOT AT MIDSPAN (Cvconc) 1.051 k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) 1.095 k = 1.09 CONC LOAD MIDSPAN (Cvms) 1.193 COMPOSITE VOLUME FACTOR (Cv') 1.095 NOT APPL Cv' = ((Cvconc*Mconc)+(Cvw*Mw)+(Cvms*Mms))/Mtot FINAL RESISTIVE MOMENT (Me) Me = Mr * Cd 9.3 KIP FT ]DEFLECTION: DEFLECTION DUE TO Pconc (Dconc) 0.000 IN DEFLECTION DUE TO wtl (Dwtl) 0.188 IN DEFLECTION DUE TO Pms (Dms) 0.000 IN TOTAL DEFLECTION MIDSPAN (Dt) 0.188 IN DEFLECTION/SPAN RATIO L / 638 DEAD LOAD DEFLECTION (Ddl) Ddl = Dt * DUTL 0.118 IN CAMBER (C) C = Ddl * 1.25 0.148 IN FLOOR BEAM FBI: 6 x 10 #1 107:1 NA DANIEL J. DOBBIE aD Professional Engineer Q Q 20 Mayfair Drive ;> Chico, CA 95973-0707 Phone/Fax (530) 345-4743 FLOOR BEAM FB2 Page: 12 Job No: 1010 Date: February 2001 Reid Residence MAX SPAN LENGTH (L) 8 FT TRIBUTARY WIDTH (W) 16 FT TRIBUTARY AREA (Atrib) 128 SQ FT LIVE LOAD (LL) 40 PSF DEAD LOAD (DL) (INCL 10 PSF PART. LOAD) 20 PSF TOTAL LOAD (TL) 60 PSF BEAM & WALL WEIGHT (wb) 0.025 KLF CONCENTRATED LOAD NOT AT MIDSPAN (Pconc) 0 KIPS LOCATION Pconc FROM LEFT SUPPORT (>L/2) 0 FT UNIFORM DEAD LOAD (wdl) wdl = W*DL + wb 0.345 KLF UNIFORM LIVE LOAD (wll) 0.640 KLF TOTAL UNIFORM LOAD (wtl) 0.985 KLF CONCENTRATED LOAD MIDSPAN (Pms) 0 KIPS RESULTS: RIGHT REACTION (Rr) 3.94 KIPS LEFT REACTION (RI) 3.94 KIPS LOCATION ZERO SHEAR FROM LEFT SUPPORT (z) 4.00 FT MAXIMUM BENDING MOMENT DUE TO Pconc (Mconc) 0.0 KIP FT MAXIMUM BENDING MOMENT DUE TO UDL (Mw) 7.9 KIP FT MAXIMUM BENDING MOMENT DUE TO Pms (Mms) 0.0 KIP FT TOTAL BENDING MOMENT (Mtot) 7.9 KIP FT TRIAL SIZE: BOISE CASCADE 3 1/2" x 9 1/2" VERSA -LAM BEAM DEPTH (d) 9.5 IN BEAM WIDTH (b) 3.5 IN MOMENT OF INERTIA (1) 250.1 IN^4 RESISTIVE SHEAR BASE VALUE (Vr) 6.318 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 12.607 KIP FT LOAD DURATION R VOLUME FACTOR Ail II STMENT• LOAD DURATION FACTOR (Cd) (SNO,ROOF,EQ,IMP) 1.00 NORMAL MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 3.16 KIPS FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 6.32 KIPS OK VOLUME FACTORS (Cv) Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)^.1 LOADING CONDITION FACTOR (k) k = 0.96 CONC LOAD NOT AT MIDSPAN (Cvconc) 1.124 k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) 1.171 k = 1.09 CONC LOAD MIDSPAN (Cvms) 1.277 COMPOSITE VOLUME FACTOR (Cv') 1.171 Cv' = ((Cvconc*Mconc)+(Cvw*Mw)+(Cvms*Mms))/Mtot FINAL RESISTIVE MOMENT (Mr') Mr' = Mr * Cd * Cv 14.8 KIP FT OK DEFLECTION* DEFLECTION DUE TO Pconc (Dconc) 0.000 IN DEFLECTION DUE TO wtl (Dwtl) 0.202 IN DEFLECTION DUE TO Pms (Dms) 0.000 IN TOTAL DEFLECTION MIDSPAN (Dt) 0.202 IN DEFLECTION/SPAN RATIO L / 476 DEAD LOAD DEFLECTION (Ddl) Ddl = Dt * DL/TL 0.071 IN CAMBER (C) C = Ddl * 1.25 0.088 IN NA FLOOR BEAM FB2: BOISE CASCADE 3 1/2" x 9 1/2" VERSA -LAM &I'll" DANIEL J. DOBBIE Page: 13 aD Professional Engineer Job No: 1010 20 Mayfair Drive :; Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 345-4743 Reid Residence FLOOR BEAM FB3 MAX SPAN LENGTH (L) 8 FT TRIBUTARY WIDTH (W) 12.84 FT TRIBUTARY AREA (Atrib) 103 SQ FT LIVE LOAD (LL) 40 PSF DEAD LOAD (DL) (INCL 10 PSF PART. LOAD) 20 PSF TOTAL LOAD (TL) 60 PSF BEAM & WALL WEIGHT (wb) 0.300 KLF CONCENTRATED LOAD NOT AT MIDSPAN (Pconc) 0 KIPS LOCATION Pconc FROM LEFT SUPPORT (>U2) 0 FT UNIFORM DEAD LOAD (wdl) wdl = W*DL + wb 0.557 KLF UNIFORM LIVE LOAD (wll) 0.514 KLF TOTAL UNIFORM LOAD (wtl) 1.070 KLF CONCENTRATED LOAD MIDSPAN (Pms) 0 KIPS RESULTS: RIGHT REACTION (Rr) 4.28 KIPS LEFT REACTION (RI) 4.28 KIPS LOCATION ZERO SHEAR FROM LEFT SUPPORT (z) 4.00 FT MAXIMUM BENDING MOMENT DUE TO Pconc (Mconc) 0.0 KIP FT MAXIMUM BENDING MOMENT DUE TO UDL (Mw) 8.6 KIP FT MAXIMUM BENDING MOMENT DUE TO Pms (Mms) 0.0 KIP FT TOTAL BENDING MOMENT (Mtot) 8.6 KIP FT TRIAL SIZE: BOISE CASCADE 3 1/2" x 9 1/2" VERSA -LAM BEAM DEPTH (d) 9.5 IN BEAM WIDTH (b) 3.5 IN MOMENT OF INERTIA (1) 250.1 IN^4 RESISTIVE SHEAR BASE VALUE (Vr) 6.318 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 12.607 KIP FT LOAD DURATION & VOLUME FACTOR ADJUSTMENT• LOAD DURATION FACTOR (Cd) (SNO,ROOF,EQ,IMP) 1.00 NORMAL MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 3.43 KIPS FINAL RESISTIVE SHEAR (Vr) Ve = Vr * Cd 6.32 KIPS OK VOLUME FACTORS (Cv) Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)^.1 LOADING CONDITION FACTOR (k) k = 0.96 CONC LOAD NOT AT MIDSPAN (Cvconc) 1.124 k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) 1.171 k = 1.09 CONC LOAD MIDSPAN (Cvms) 1.277 COMPOSITE VOLUME FACTOR (Cv') 1.171 Cv' = ((Cvconc*Mconc)+(Cvw*Mw)+(Cvms*Mms))/Mtot FINAL RESISTIVE MOMENT (Me) Mr' = Mr * Cd * Cv 14.8 KIP FT OK DEFLECTION: DEFLECTION DUE TO Pconc (Dconc) 0.000 IN DEFLECTION DUE TO wtl (Dwtl) 0.219 IN DEFLECTION DUE TO Pms (Dms) 0.000 IN TOTAL DEFLECTION MIDSPAN (Dt) 0.219 IN DEFLECTION/SPAN RATIO L/ 438 DEAD LOAD DEFLECTION (Ddl) Ddl = Dt * DUTL 0.114 IN CAMBER (C) C = Ddl * 1.25 0.142 IN NA FLOOR BEAM FB3: BOISE CASCADE 31/2"x 9 1/2" VERSA -LAM DANIEL J. DOBBIE Z'49 14 Professional Engineer 20 Mayfair Drive Chico, CA 95973-0707 Phone/Fax (530) 345-4743 FLOOR BEAM FB4 Page: 14 Job No: 1010 Date: February 2001 Reid Residence MAX SPAN LENGTH (L) 13.5 FT TRIBUTARY WIDTH (W) 1 FT TRIBUTARY AREA (Atrib) 14 SQ FT LIVE LOAD (LL) 40 PSF DEAD LOAD (DL) (INCL 10 PSF PART. LOAD) 20 PSF TOTAL LOAD (TL) 60 PSF BEAM & WALL WEIGHT (wb) 0.624 KLF CONC. LOAD NOT AT MIDSPAN (Pconc) (TRUSS) 4.295 KIPS LOCATION Pconc FROM LEFT SUPPORT (>L/2) 12.5 FT UNIFORM DEAD LOAD (wdl) wdl = W*DL + wb 0.644 KLF UNIFORM LIVE LOAD (wll) 0.040 KLF TOTAL UNIFORM LOAD (wtl) 0.684 KLF CONCENTRATED LOAD MIDSPAN (Pms) 0 KIPS RESULTS: RIGHT REACTION (Rr) 8.59 KIPS LEFT REACTION (RI) 4.94 KIPS LOCATION ZERO SHEAR FROM LEFT SUPPORT (z) 7.22 FT MAXIMUM BENDING MOMENT DUE TO Pconc (Mconc) 2.0 KIP FT MAXIMUM BENDING MOMENT DUE TO UDL (Mw) 15.5 KIP FT MAXIMUM BENDING MOMENT DUE TO Pms (Mms) 0.0 KIP FT TOTAL BENDING MOMENT (Mtot) 17.5 KIP FT TRIAL SIZE: BOISE CASCADE 3 1/2" x 14" VERSA -LAM BEAM DEPTH (d) 14 IN BEAM WIDTH (b) 3.5 IN MOMENT OF INERTIA (1) 800.3 IN^4 RESISTIVE SHEAR BASE VALUE (Vr) 9.31 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 26.225 KIP FT LOAD DURATION & VOLUME FACTOR A JUSTMENT• LOAD DURATION FACTOR (Cd) (SNO,ROOF, EQ, IMP) 1.00 NORMAL MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 7.80 KIPS FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 9.31 KIPS VOLUME FACTORS (Cv) Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)^.1 LOADING CONDITION FACTOR (k) k = 0.96 CONC LOAD NOT AT MIDSPAN (Cvconc) 1.026 k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) 1.069 k = 1.09 CONC LOAD MIDSPAN (Cvms) 1.165 COMPOSITE VOLUME FACTOR (Cv') 1.064 Cv' = ((Cvconc*Mconc)+(Cvw*Mw)+(Cvms*Mms))/Mtot FINAL RESISTIVE MOMENT (Mr') Mr = Mr * Cd * Cv 27.9 KIP FT DEFLECTION: DEFLECTION DUE TO Pconc (Dconc) 0.020 IN DEFLECTION DUE TO wtl (Dwtl) 0.355 IN DEFLECTION DUE TO Pms (Dms) 0.000 IN TOTAL DEFLECTION MIDSPAN (Dt) 0.375 IN DEFLECTION/SPAN RATIO L/ 432 DEAD LOAD DEFLECTION (Ddl) Ddl = Dt * DL/TL 0.353 IN CAMBER (C) C = Ddl * 1.25 0.441 IN BOISE CASCADE 3 1/2" x 14" VERSA -LAM OK OK DANIEL J. DOBBIE /A U&' Professional Engineer 20 Mayfair Drive Chico, CA 95973-0707 Phone/Fax (530) 3454743 FLOOR BEAM FB5 INAAML111119-11% Page: 15 Job No: 1010 Date: February 2001 Reid Residence MAX SPAN LENGTH (L) 10 FT TRIBUTARY WIDTH (W) 8.5 FT TRIBUTARY AREA (Atrib) 85 SQ FT LIVE LOAD (LL) 40 PSF DEAD LOAD (DL) (INCL 10 PSF PART. LOAD) 20 PSF TOTAL LOAD (TL) 60 PSF BEAM & WALL WEIGHT (wb) 0.526 KLF CONC. LOAD NOT AT MIDSPAN (Pconc) 0 KIPS LOCATION Pconc FROM LEFT SUPPORT (>U2) 0 FT UNIFORM DEAD LOAD (wdl) wdl = W*DL + wb 0.696 KLF UNIFORM LIVE LOAD (wll) 0.340 KLF TOTAL UNIFORM LOAD (wtl) 1.036 KLF CONCENTRATED LOAD MIDSPAN (Pms) 0 KIPS RESULTS: RIGHT REACTION (Rr) 5.18 KIPS LEFT REACTION (RI) 5.18 KIPS LOCATION ZERO SHEAR FROM LEFT SUPPORT (z) 5.00 FT MAXIMUM BENDING MOMENT DUE TO Pconc (Mconc) 0.0 KIP FT MAXIMUM BENDING MOMENT DUE TO UDL (Mw) 13.0 KIP FT MAXIMUM BENDING MOMENT DUE TO Pms (Mms) 0.0 KIP FT TOTAL BENDING MOMENT (Mtot) 13.0 KIP FT TRIAL SIZE: BOISE CASCADE 3 1/2" x 14" VERSA -LAM BEAM DEPTH (d) 14 IN BEAM WIDTH (b) 3.5 IN MOMENT OF INERTIA (1) 800.3 IN^4 RESISTIVE SHEAR BASE VALUE (Vr) 9.31 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 26.225 KIP FT LOAD DURATION & VOLUME FACTOR ADJUSTMENT• LOAD DURATION FACTOR (Cd) (SNO,ROOF, EQ, IMP) 1.00 NORMAL MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 3.97 KIPS FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 9.31 KIPS VOLUME FACTORS (Cv) Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)^.1 LOADING CONDITION FACTOR (k) k = 0.96 CONC LOAD NOT AT MIDSPAN (Cvconc) 1.058 k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) 1.102 k = 1.09 CONC LOAD MIDSPAN (Cvms) 1.201 COMPOSITE VOLUME FACTOR (Cv') 1.102 Cv' = ((Cvconc*Mconc)+(Cvw*Mw)+(Cvms*Mms))/Mtot It FINAL RESISTIVE MOMENT (Mr') Mr' = Mr * Cd * Cv 28.9 KIP FT DEFLECTION: DEFLECTION DUE TO Pconc (Dconc) 0.000 IN DEFLECTION DUE TO wtl (Dwtl) 0.162 IN DEFLECTION DUE TO Pms (Dms) 0.000 IN TOTAL DEFLECTION MIDSPAN (Dt) 0.162 IN DEFLECTION/SPAN RATIO L/ 742 DEAD LOAD DEFLECTION (Ddl) Ddl = Dt * DUTL 0.109 IN CAMBER (C) C = Ddl * 1.25 0.136 IN BOISE CASCADE 3 1/2" x 14" VERSA -LAM I2 OK NA DANIEL J. DOBBIE aD Professional Engineer 20 Mayfair Drive -; Chico, CA 95973-0707 Phone/Fax (530) 345-4743 FLOOR BEAM FB6 Page: 16 Job No: 1010 Date: February 2001 Reid Residence MAX SPAN LENGTH (L) 8.5 FT TRIBUTARY WIDTH (W) 7 FT TRIBUTARY AREA (Atrib) 60 SQ FT LIVE LOAD (LL) 16 PSF DEAD LOAD (DL) 12 PSF TOTAL LOAD (TL) 28 PSF BEAM & WALL WEIGHT (wb) 0.035 KLF CONC. LOAD NOT AT MIDSPAN (Pconc) FB1 2.96 KIPS LOCATION Pconc FROM LEFT SUPPORT (>L/2) 6 FT UNIFORM DEAD LOAD (wdl) wdl = W*DL + wb 0.119 KLF UNIFORM LIVE LOAD (wll) 0.112 KLF TOTAL UNIFORM LOAD (wtl) 0.231 KLF CONCENTRATED LOAD MIDSPAN (Pms) 0 KIPS RESULTS: RIGHT REACTION (Rr) 3.07 KIPS LEFT REACTION (RI) 1.85 KIPS LOCATION ZERO SHEAR FROM LEFT SUPPORT (z) 6.00 FT MAXIMUM BENDING MOMENT DUE TO Pconc (Mconc) 2.2 KIP FT MAXIMUM BENDING MOMENT DUE TO UDL (Mw) 1.7 KIP FT MAXIMUM BENDING MOMENT DUE TO Pms (Mms) 0.0 KIP FT TOTAL BENDING MOMENT (Mtot) 3.9 KIP FT TRIAL SIZE: 6 x 10 #1 BEAM DEPTH (d) 9.5 IN BEAM WIDTH (b) 5.5 IN MOMENT OF INERTIA (1) 392.9 IN^4 RESISTIVE SHEAR BASE VALUE (Vr) 2.96 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 9.3 KIP FT LOAD DURATION & VOLUME FACTOR ADJUSTMENT• LOAD DURATION FACTOR (Cd) (SNO,ROOF,EQ,IMP) 1.00 NORMAL MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 2.89 KIPS FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 2.96 KIPS VOLUME FACTORS (Cv) Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)^.1 LOADING CONDITION FACTOR (k) k = 0.96 CONC LOAD NOT AT MIDSPAN (Cvconc) 1.068 k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) 1.113 k = 1.09 CONC LOAD MIDSPAN (Cvms) 1.213 COMPOSITE VOLUME FACTOR (Cv') 1.088 Cv' = ((Cvconc*Mconc)+(Cvw*Mw)+(Cvms*Mms))/Mtot FINAL RESISTIVE MOMENT (Mr') Mr' = Mr * Cd * Cv 10.1 KIP FT DEFLECTION: DEFLECTION DUE TO Pconc (Dconc) 0.064 IN DEFLECTION DUE TO wtl (Dwtl) 0.038 IN DEFLECTION DUE TO Pms (Dms) 0.000 IN TOTAL DEFLECTION MIDSPAN (Dt) 0.102 IN DEFLECTION/SPAN RATIO L/ 998 DEAD LOAD DEFLECTION (Ddl) Ddl = Dt * DL/TL 0.053 IN CAMBER (C) C = Ddl * 1.25 0.066 IN FLOOR BEAM FB69 6 x 10 #1 OK OK .r_l DANIEL J. DOBBIE aD Professional Engineer 20 Mayfair Drive Chico, CA 95973-0707 Phone/Fax (530) 3454743 FLOOR BEAM FB7 Page: 17 Job No: 1010 Date: February 2001 Reid Residence MAX SPAN LENGTH (L) 7.5 FT TRIBUTARY WIDTH (W) 6.5 FT TRIBUTARY AREA (Atrib) 49 SQ FT LIVE LOAD (LL) 40 PSF DEAD LOAD (DL) (INCL 10 PSF PART. LOAD) 20 PSF TOTAL LOAD (TL) 60 PSF BEAM & WALL WEIGHT (wb) 0.145 KLF CONC. LOAD NOT AT MIDSPAN (Pconc) 0 KIPS LOCATION Pconc FROM LEFT SUPPORT (>L/2) 0 FT UNIFORM DEAD LOAD (wdl) wdl = W*DL + wb 0.275 KLF UNIFORM LIVE LOAD (wll) 0.260 KLF TOTAL UNIFORM LOAD (wtl) 0.535 KLF CONCENTRATED LOAD MIDSPAN (Pms) 0 KIPS RESULTS: RIGHT REACTION (Rr) 2.01 KIPS LEFT REACTION (RI) 2.01 KIPS LOCATION ZERO SHEAR FROM LEFT SUPPORT (z) 3.75 FT MAXIMUM BENDING MOMENT DUE TO Pconc (Mconc) 0.0 KIP FT MAXIMUM BENDING MOMENT DUE TO UDL (Mw) 3.8 KIP FT MAXIMUM BENDING MOMENT DUE TO Pms (Mms) 0.0 KIP FT TOTAL BENDING MOMENT (Mtot) 3.8 KIP FT TRIAL SIZE: BOISE CASCADE 1 3/4" x 14" VERSA -LAM BEAM DEPTH (d) 14 IN BEAM WIDTH (b) 1.75 IN MOMENT OF INERTIA (1) 400.2 IN^4 RESISTIVE SHEAR BASE VALUE (Vr) 4.655 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 13.112 KIP FT LOAD DURATION & VOLUME FACTOR ADJUSTMENT: LOAD DURATION FACTOR (Cd) (SNO,ROOF,EQ,IMP) 1.00 NORMAL MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 1.38 KIPS FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 4.66 KIPS VOLUME FACTORS (Cv) Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)^.1 LOADING CONDITION FACTOR (k) k = 0.96 CONC LOAD NOT AT MIDSPAN (Cvconc) 1.167 k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) 1.215 k = 1.09 CONC LOAD MIDSPAN (Cvms) 1.325 COMPOSITE VOLUME FACTOR (Cv') 1.215 Cv' = ((Cvconc*Mconc)+(Cvw*Mw)+(Cvms*Mms))/Mtot FINAL RESISTIVE MOMENT (Mr') Mr' = Mr * Cd * Cv 15.9 KIP FT DEFLECTION: DEFLECTION DUE TO Pconc (Dconc) 0.000 IN DEFLECTION DUE TO wtl (Dwtl) 0.053 IN DEFLECTION DUE TO Pms (Dms) 0.000 IN TOTAL DEFLECTION MIDSPAN (Dt) 0.053 IN DEFLECTION/SPAN RATIO L/ 1702 DEAD LOAD DEFLECTION (Ddl) Ddl = Dt * DL/TL 0.027 IN CAMBER (C) C = Ddl * 1.25 0.034 IN BOISE CASCADE 1 3/4" x 14" VERSA -LAM K2 70 21 NA F7 N DANIEL J. DOBBIE Page: 18 Z \Dc.6 Professional Engineer Job No: 1010 20 Mayfair Drive Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 345-4743 Reid Residence SAWN WOOD POSTS AT PORCH BEAMS DESIGN DATA: UNITS 91 NDS TABLE 4D DESIGN VALUES FOR VISUALLY GRADED TIMBERS SPECIES AND COMMERCIAL GRADE: DOUGLAS FIR - LARCH SIZE CLASSIFICATION: POST AND TIMBERS GRADING AGENCY: WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) COMPRESSION PARALLEL TO GRAIN (Fc) 1.000 KSI MODULUS OF ELASTICITY (E) 1600000 PSI NDS SECTION 3.7.1 SOLID -COLUMN DESIGN: F'c=Fc((1 +(Fce/Fc))/2c'-(((1 +(Fce/Fc))/2c')^2-(Fre/Fc)/c')^0.5) SAWN LUMBER COEFFICIENT (c') 0.8 VISUALLY GRADED LUMBER COEFFICIENT (Kce) 0.3 COMPRESSION COEFFICIENT (Fce) Fce=(KreE)/(le/d)^2 BUCKLING FACTOR (Ke) 1.0 DESIGN DATA: UNSUPPORTED LENGTH (1) 10.00 FEET EFFECTIVE LENGTH (le) 120 INCHES LEAST POST DIMENSION (d) (UNSUPPPORTED) 3.5 INCHES le/d RATIO 34.29 4 x 4 POST CROSS SECTIONAL AREA (A) 12.25 SQ IN DESIGN RESULTANTS: COMPRESSION COEFFICIENT (Fce) 408.3 ALLOWABLE COMPRESSION PARALLEL TO GRAIN (Fc) 0.366 KSI ALLOWABLE POST LOAD (Pa) 4.48 KIPS ACTUAL POST LOAD (Pac) 2 x 1.25 = 2.50 KIPS FOOTINGS AT PORCH POSTS ALLOWABLE SOIL BEARING PRESSURE 1000 PSF CONCRETE COMPRESSIVE STRENGTH ft) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI LOADING DATA: 1.8 KIPS DEAD POINT LOAD (Pdl) 1.25 KIPS LIVE POINT LOAD (PII) 1.25 KIPS TOTAL POINT LOAD (Ptl) 2.50 KIPS FOOTING SIZE: FOOTING THICKNESS (t) 12.00 IN AREA REQUIRED FOR BEARING (Areq) 2.50 FT^2 SIDE LENGTH FOR SQUARE FOOTING (L) 1.58 FT USE SQUARE FOOTING SIZE: 2.00 FT FOOTING DESIGN: REINFORCING DEPTH (d) d = t*12 - 3.5 8.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 ULTIMATE DEAD LOAD (Pudl) Pudl = Pdl * 1.4 1.8 KIPS ULTIMATE LIVE LOAD (Pull) Pull = PII * 1.7 2.1 KIPS RESULTANT ULTIMATE SOIL PRESSURE (qu) 0.969 KSF ULTIMATE MOMENT (Mu) 1.0 KIP FT REINFORCING STEEL RATIO (p) 0.00012 < pmin USE: REINFORCING STEEL RATIO (p') p' = p*1.33 0.00017 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.034 IN^2 USE: 2 - #4 EACH WAY As = 0.40 IN^2 PORCH FOOTINGS: 2'- 0" SQUARE x 12" THK. W/ 2 - #4 EA WAY DANIEL J. DOBBIE Page: 19 aD Professional Engineer Job No: 1010 20 Mayfair Drive Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 345-4743 Reid Residence POST AT ROOF TRUSS S3 DESIGN DATA: UNITS 91 NDS TABLE 4D DESIGN VALUES FOR VISUALLY GRADED TIMBERS SPECIES AND COMMERCIAL GRADE: DOUGLAS FIR - LARCH SIZE CLASSIFICATION: POST AND TIMBERS GRADING AGENCY: WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) COMPRESSION PARALLEL TO GRAIN (Fc) 1.000 KSI MODULUS OF ELASTICITY (E) 1600000 PSI NDS SECTION 3.7.1 SOLID -COLUMN DESIGN: 12.00 IN F'c=Fc((1 +(Fce/Fc))/2c'-(((1 +(Fce/Fc))/2c')^2-(Fce/Fc)/c')10.5) SAWN LUMBER COEFFICIENT (c') 0.8 VISUALLY GRADED LUMBER COEFFICIENT (Kce) 0.3 COMPRESSION COEFFICIENT (Fce) Fce=(KceE)/(le/d)^2 BUCKLING FACTOR (Ke) 1.0 DESIGN DATA: STRENGTH REDUCTION FACTOR (phi) UNSUPPORTED LENGTH (1) 9.00 FEET EFFECTIVE LENGTH (le) 108 INCHES LEAST POST DIMENSION (d) (UNSUPPPORTED) 5.5 INCHES le/d RATIO 19.64 4 x 6 POST CROSS SECTIONAL AREA (A) 19.25 SQ IN DESIGN RESULTANTS: USE: REINFORCING STEEL RATIO (p') p'= p*1.33 COMPRESSION COEFFICIENT (Fce) 1244.9 ALLOWABLE COMPRESSION PARALLEL TO GRAIN (Fc) 0.761 KSI ALLOWABLE POST LOAD (Pa) 14.65 KIPS ACTUAL POST LOAD (Pac) 5.54 KIPS FOOTING AT POST ALLOWABLE SOIL BEARING PRESSURE 1000 PSF CONCRETE COMPRESSIVE STRENGTH ft) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI LOADING DATA: DEAD POINT LOAD (Pdl) 2.37 KIPS LIVE POINT LOAD (PII) 317 KIPS TOTAL POINT LOAD (Ptl) 5.54 KIPS FOOTING SIZE: FOOTING THICKNESS (t) 12.00 IN AREA REQUIRED FOR BEARING (Areq) 5.54 FT"2 SIDE LENGTH FOR SQUARE FOOTING (L) 2.35 FT USE SQUARE FOOTING SIZE: 2.50 FT FOOTING DESIGN: REINFORCING DEPTH (d) d = t*12 - 3.5 8.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 ULTIMATE DEAD LOAD (Pudl) Pudl = Pdl * 1.4 3.3 KIPS ULTIMATE LIVE LOAD (Pull) Pull = PII * 1.7 5.4 KIPS RESULTANT ULTIMATE SOIL PRESSURE (qu) 1.393 KSF ULTIMATE MOMENT (Mu) 2.7 KIP FT REINFORCING STEEL RATIO (p) 0.00028 < pmin USE: REINFORCING STEEL RATIO (p') p'= p*1.33 0.00037 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.095 IN^2 USE: 2 - #4 EACH WAY As = 0.40 IN^2 TRUSS S3 FOOTING: 2' - 6" SQUARE x 12" THK. W/ 2 - #4 EA WAY DANIEL J. DOBBIE Page: 20 aD Professional Engineer Job No: 1010 20 Mayfair Drive Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 345-4743 Reid Residence POST AT ROOF TRUSS Q4 DESIGN DATA: 91 NDS TABLE 4D DESIGN VALUES FOR VISUALLY GRADED TIMBERS SPECIES AND COMMERCIAL GRADE: DOUGLAS FIR - LARCH SIZE CLASSIFICATION: POST AND TIMBERS GRADING AGENCY: WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) COMPRESSION PARALLEL TO GRAIN (Fc) 1.000 KSI MODULUS OF ELASTICITY (E) 1600000 PSI NDS SECTION 3.7.1 SOLID -COLUMN DESIGN: 4.39 KIPS F'c=Fc((1 +(Fce/Fc))/2c'-(((1 +(Fce/Fc))/2c')^2-(Fce/Fc)/c')^0.5) SAWN LUMBER COEFFICIENT (c') 0.8 VISUALLY GRADED LUMBER COEFFICIENT (Kce) 0.3 COMPRESSION COEFFICIENT (Fce) Fce=(KceE)/(le/d)^2 BUCKLING FACTOR (Ke) 1.0 DESIGN DATA: FOOTING DESIGN: UNSUPPORTED LENGTH (1) 9.50 FEET EFFECTIVE LENGTH (le) 114 INCHES LEAST POST DIMENSION (d) (UNSUPPPORTED) 5.5 INCHES le/d RATIO 20.73 4 x 6 POST CROSS SECTIONAL AREA (A) 19.25 SQ IN DESIGN RESULTANTS: ULTIMATE MOMENT (Mu) COMPRESSION COEFFICIENT (Fce) 1117.3 ALLOWABLE COMPRESSION PARALLEL TO GRAIN (Fc) 0.728 KSI ALLOWABLE POST LOAD (Pa) 14.01 KIPS ACTUAL POST LOAD (Pac) 7.69 KIPS FOOTING AT POST TRUSS Q4 FOOTING: 3'- 0" SQUARE x 12" DESIGN DATA: ALLOWABLE SOIL BEARING PRESSURE 1000 PSF CONCRETE COMPRESSIVE STRENGTH (fc) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI LOADING DATA: DEAD POINT LOAD (Pdl) 3.30 KIPS LIVE POINT LOAD (Pll) 4.39 KIPS TOTAL POINT LOAD (Ptl) 7.69 KIPS FOOTING SIZE: FOOTING THICKNESS (t) 12.00 IN AREA REQUIRED FOR BEARING (Areq) 7.69 FT^2 SIDE LENGTH FOR SQUARE FOOTING (L) 2.77 FT USE SQUARE FOOTING SIZE: 3.00 FT FOOTING DESIGN: REINFORCING DEPTH (d) d = t*12 - 3.5 8.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 ULTIMATE DEAD LOAD (Pudl) Pudl = Pdl * 1.4 4.6 KIPS ULTIMATE LIVE LOAD (Pull) Pull = PII * 1.7 7.5 KIPS RESULTANT ULTIMATE SOIL PRESSURE (qu) 1.343 KSF ULTIMATE MOMENT (Mu) 4.5 KIP FT REINFORCING STEEL RATIO (p) 0.00039 < pmin USE: REINFORCING STEEL RATIO (p') p'= p*1.33 0.00052 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.1591 USE: 3 - #4 EACH WAY As = 0.60 IN^2 TRUSS Q4 FOOTING: 3'- 0" SQUARE x 12" THK. W/ 3 - #4 EA WAY DANIEL J. DOBBIE Page: 21 aD Professional Engineer Job NO: 1010 20 Mayfair Drive .::,; •.,::: Chico, CA 95973-0707 Date. February 2001 Phone/Fax530 ( ) 3454743 Reid Residence POST AT FB4 RIGHT END DESIGN DATA: UNITS 91 NDS TABLE 4D DESIGN VALUES FOR VISUALLY GRADED TIMBERS SPECIES AND COMMERCIAL GRADE: DOUGLAS FIR - LARCH SIZE CLASSIFICATION: POST AND TIMBERS GRADING AGENCY: WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) COMPRESSION PARALLEL TO GRAIN (Fc) 1.000 KSI MODULUS OF ELASTICITY (E) 1600000 PSI NDS SECTION 3.7.1 SOLID -COLUMN DESIGN: 12.00 IN F'c=Fc((1 +(Fce/Fc))/2c'-(((1 +(Fce/Fc))/2c')^2-(Fce/Fc)/c')^0.5) SAWN LUMBER COEFFICIENT (c') 0.8 VISUALLY GRADED LUMBER COEFFICIENT (Kce) 0.3 COMPRESSION COEFFICIENT (Fce) Fce=(KceE)/(le/d)^2 BUCKLING FACTOR (Ke) 1.0 DESIGN DATA: UNSUPPORTED LENGTH (1) 9.50 FEET EFFECTIVE LENGTH (le) 114 INCHES LEAST POST DIMENSION (d) (UNSUPPPORTED) 5.5 INCHES le/d RATIO 20.73 4 x 6 POST CROSS SECTIONAL AREA (A) 19.25 SQ IN DESIGN RESULTANTS: COMPRESSION COEFFICIENT (Fce) 1117.3 ALLOWABLE COMPRESSION PARALLEL TO GRAIN (Fc) 0.728 KSI ALLOWABLE POST LOAD (Pa) 14.01 KIPS ACTUAL POST LOAD (Pac) 8.59 KIPS FOOTING AT POST 9 P, ALLOWABLE SOIL BEARING PRESSURE 1000 PSF CONCRETE COMPRESSIVE STRENGTH (fc) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI LOADING DATA: 8.3 KIPS DEAD POINT LOAD (Pdl) 3.70 KIPS LIVE POINT LOAD (PII) 4.89 KIPS TOTAL POINT LOAD (Ptl) 8.59 KIPS FOOTING SIZE: FOOTING THICKNESS (t) 12.00 IN AREA REQUIRED FOR BEARING (Areq) 8.59 FT^2 SIDE LENGTH FOR SQUARE FOOTING (L) 2.93 FT USE SQUARE FOOTING SIZE: 3.00 FT FOOTING DES REINFORCING DEPTH (d) d = t*12 - 3.5 8.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 ULTIMATE DEAD LOAD (Pudl) Pudl = Pdl * 1.4 5.2 KIPS ULTIMATE LIVE LOAD (Pull) Pull = PII * 1.7 8.3 KIPS RESULTANT ULTIMATE SOIL PRESSURE (qu) 1.499 KSF ULTIMATE MOMENT (Mu) 5.1 KIP FT REINFORCING STEEL RATIO (p) 0.00043 < pmin USE: REINFORCING STEEL RATIO (p') p'= p*1.33 0.00058 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.177 IN^2 USE: 3 - #4 EACH WAY As = 0.60 IN^2 d FOOTING AT FB4 RIGHT END: 3'- 0" SQUARE x 12" THK. W/ 3 - #4 EA WAY DANIEL J. DOBBIE Page: 22 aD Professional Engineer 20 Mayfair Drive Job No: 1010 Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 345-4743 Reid Residence POST AT FB4 LEFT END DESIGN DATA: 91 NDS TABLE 4D DESIGN VALUES FOR VISUALLY GRADED TIMBERS SPECIES AND COMMERCIAL GRADE: DOUGLAS FIR - LARCH SIZE CLASSIFICATION: POST AND TIMBERS GRADING AGENCY: WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) COMPRESSION PARALLEL TO GRAIN (Fc) 1.000 KSI MODULUS OF ELASTICITY (E) 1600000 PSI NDS SECTION 3.7.1 SOLID -COLUMN DESIGN: 2.82 KIPS F'c=Fc((1 +(Fce/Fc))/2c'-(((1 +(Fce/Fc))/2c')^2-(Fce/Fc)/c')^0.5) SAWN LUMBER COEFFICIENT (c') 0.8 VISUALLY GRADED LUMBER COEFFICIENT (Kce) 0.3 COMPRESSION COEFFICIENT (Fce) Fce=(KceE)/(le/d)"2 BUCKLING FACTOR (Ke) 1.0 DESIGN DATA: FOOTING DESIGN: UNSUPPORTED LENGTH (1) 9.50 FEET EFFECTIVE LENGTH (le) 114 INCHES LEAST POST DIMENSION (d) (UNSUPPPORTED) 5.5 INCHES le/d RATIO 20.73 4 x 6 POST CROSS SECTIONAL AREA (A) 19.25 SQ IN DESIGN RESULTANTS: ULTIMATE MOMENT (Mu) COMPRESSION COEFFICIENT (Fce) 1117.3 ALLOWABLE COMPRESSION PARALLEL TO GRAIN (Fc) 0.728 KSI ALLOWABLE POST LOAD (Pa) 14.01 KIPS ACTUAL POST LOAD (Pac) 4.94 KIPS FOOTING AT POST FOOTING AT FB4 LEFT END: 2'- 6" SQUARE x 12" 1SL*1mk3q_1V4 01 ALLOWABLE SOIL BEARING PRESSURE 1000 PSF CONCRETE COMPRESSIVE STRENGTH (fc) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI LOADING DATA: DEAD POINT LOAD (Pdl) 2.12 KIPS LIVE POINT LOAD (PII) 2.82 KIPS TOTAL POINT LOAD (Ptl) 4.94 KIPS FOOTING SIZE: FOOTING THICKNESS (t) i 12.00 IN AREA REQUIRED FOR BEARING (Areq) 4.94 FT^2 SIDE LENGTH FOR SQUARE FOOTING (L) 2.22 FT USE SQUARE FOOTING SIZE: 2.50 FT FOOTING DESIGN: REINFORCING DEPTH (d) d = V12 - 3.5 8.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 ULTIMATE DEAD LOAD (Pudl) Pudl = Pdl * 1.4 3.0 KIPS ULTIMATE LIVE LOAD (Pull) Pull = PII * 1.7 4.8 KIPS RESULTANT ULTIMATE SOIL PRESSURE (qu) 1.242 KSF ULTIMATE MOMENT (Mu) 2.4 KIP FT REINFORCING STEEL RATIO (p) 0.00025 < pmin USE: REINFORCING STEEL RATIO (p') p'= p*1.33 0.00033 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.085 IN^2 USE: 2 - #4 EACH WAY As = 0.40 IN^2 FOOTING AT FB4 LEFT END: 2'- 6" SQUARE x 12" THK. W/ 2 - #4 EA WAY<;' DANIEL J. DOBBIE aD Professional Engineer 20 Mayfair Drive Chico, CA 95973-0707 Phone/Fax (530) 3454743 SEISMIC ANALYSIS SEISMIC FACTOR: V = (3.0 * Ca / R) W SEISMIC ZONE: ZONE NEAR SOURCE FACTOR (Na): NOT APPL SEISMIC SOURCE TYPE (A, B, OR C): NOT APPL CLOSEST DISTANCE SEISMIC SOURCE NOT APPL SOIL PROFILE TYPE (S): SEISMIC COEFFICIENT (Ca): OVERSTRENGTH COEFFICIENT (R) FINAL SEISMIC FACTOR ( 3.0 * Ca / R) _ BUILDING MASS (ft Page: 23 Job No: 1010 Date: February 2001 Reid Residence SIMPLIFIED DESIGN 3 1.0 TYPE A 2 KM TYPE SD 0.36 5.5 LT FRAMED 0.1964 x W HIGH ROOF: 1760 *.012 = 21.1 KIPS LOW ROOF: 3292 *.012 = 39.5 KIPS FLOOR: 1384 *.050 = 69.2 KIPS INT WALLS: .008 * 9 * 1.5 * 46.5 * 2.2 = 11.0 KIPS EXT WALLS: .012 * 10 * 88.5 * 2 = 21_2 KIPS TOTAL 162.0 KIPS SEISMIC LOAD (Vs): 31.8 KIPS SEISMIC LOAD FOR ALLOWABLE WORKING STRESS 22.7 KIPS REDUNDANCY FCTOR (p): = 2 - 20 / (rmax * Ab"0 5) 0:93 <1 USE: 1 TYPE OF SHEAR ELEMENTS SHEARWALLS lei LENGTH OF HIGHEST STRESSED SHEARWALL (Lsw) 7 FT LOAD TO HIGHEST STRESSED SHEARWALL (Vsw) 6.52 KIPS TOTAL BASE SEISMIC SHEAR (Vs) 31.8 KIPS FACTOR (rmax) = Vsw / Vs * 10 / Lsw 0.29 GROUND FLOOR AREA (Ab) 4090 FT^2 AMPLIFICATIONFACTOR (omega) W ND 2.8 ANALYSIS WIND PRESSURE ft P = Ce * Cq * qs * Iw WIND EXPOSURE: B EXPOSURE WIND SPEED: 75 MPH MAXIMUM HEIGHT OF STRUCTURE (H): 26 FT COMBINED HEIGHT, EXPOSURE, AND GUST FACTOR (Ce): ELEV OF WIND EXPOSURE HEIGHT (h) Ce = (h Ce) ABOVE GRADE (FT) 40'- 60' hl = 0 1.31 0.00 30'- 40' hl = 0 0.84 0.00 25'- 30' h2 = 1 0.76 0.76 20'- 25' h3 = 5 0.72 3.60 15'- 20' 114 = 5 0.67 3.35 0'- 15' h5 = 5 0.62 9.30 TOTAL h'= 26 TOTAL (hce') 17.01 FINAL FACTOR (Ce'): Ce' = (h Ce') / h' 0.654 PRESSURE COEFFICIENT (Cq) (METHOD 2): 1.3 WIND STAGNATION PRESSURE (qs): 15 PSF WIND IMPORTANCE FACTOR (Iw): 1.00 FINAL WIND PRESSURE (P): 12.76 PSF AREA OF WIND LOADING: BUILDING WIDTH (Wb) (AT GROUND LEVEL): 88.5 FT ELEVATION OF LOWEST DIAPHRAGM (Hd): 9 FT AREA OF EXPOSURE (Ae): 1665 SQ FT ADJUSTED AREA (Ae') (1/2 OF 1ST LVL TO GRND): 1267 SQ FT ADJUSTED PRESSURE LOADING DIAPHRAGM (P') 12.90 PSF WIND LOADING (Vw) (TRANSVERSE DIRECTION): 16.3 KIPS SEISM IC_GDVaERNS 55 DANIEL J. DOBBIE Page: 24 aD Professional Engineer 20 Mayfair Drive Job No: 1010 Chico, CA 95973-0707 Date: February 2001 Phone/Fax 530 345-4743 Reid Residence fiN ) SHEAR DISTRIBUTION (DIAPHRAGMS & CHORDS) SIESMIC SHEAR DISTRIBUTION, DIAPHRAGM SHEARS, CHORD FORCES DISTRIBUTE SEISMIC LOADS VERTICALLY TOTAL SEISMIC LOAD 22.7 KIPS W h - Wh TWh V HIGH ROOF 25.9 23 595.7 0.28 6.5 KIPS 2ND & LOW ROOF 136.1 11 1497.1 0.72 16.2 KIPS TWh = 2092.8 TV = 22.7 KIPS ROOF DIAPHRAGM: TOTAL LOAD TO ROOF OVER MASTER BDRM (Vr): 3.77 KIPS DIAPHRAGM WIDTH (W): 14 FT DIAPHRAGM LENGTH (L) 38 FT MAXIMUM DIAPHRAGM UNIT SHEAR (vmax): 0.135 KLF ALLOWABLE UNIT SHEAR (va): (CASE 3) 0.180 KLF ADJUST FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.176 KLF ROOF DIAPHRAGM: 15/32" APA RATED SHEATHING, UNBLOCKED BOUNDARY & EDGE NAIL = 10d BOX @ 6" O.C. FIELD NAIL =10d BOX @ 12" o.c. ROOF CHORD FORCES: MAXIMUM CHORD FORCE (C=T) C = T = Vr4L/(8"W) 1.28 KIPS TOP WALL PLATE SPLICE: (TOP WALL PLATE CHORDS) TOP WALL PLATE 2 - 2 x 4 #2 CROSS SECTIONAL AREA (1 - 2 x 6) 5.25 IN^2 ALLOWABLE TENSION PARALEL TO GRAIN (Ft) 0.575 KSI LOAD DURATION FACTOR (CD) 1.33 SIZE FACTOR (Ct) 1.5 ADJUSTED ALLOWABLE TENSION (Ft') 1.147 KSI MAXIMUM ALLOWABLE CHORD FORCE (Tallow) 6.02 KIPS OK FLOOR DIAPHRAGM: TOTAL LOAD TO FLOOR AT BDRMS 1 & 2 (Vr): 3.86 KIPS DIAPHRAGM WIDTH (W): 13.5 FT DIAPHRAGM LENGTH (L) 32 FT MAXIMUM DIAPHRAGM UNIT SHEAR (vmax): 0.143 KLF ALLOWABLE UNIT SHEAR (va): (CASE 3) 0.180 KLF ADJUST FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.176 KLF FLOOR DIAPHRAGM: 23/32" APA RATED SHEATHING, UNBLOCKED BOUNDARY & EDGE NAIL = 10d BOX @ 6" o.c. FIELD NAIL = 10d BOX @ 12" o.c. BOOR CHORD FORCES• MAXIMUM CHORD FORCE (C=T) C = T = VP'L/(8"W) 1.14 KIPS TOP WALL PLATE SPLICE: (TOP WALL PLATE CHORDS) TOP WALL PLATE 2 - 2 x 4 #2 CROSS SECTIONAL AREA (1 - 2 x 6) 5.25 IN^2 ALLOWABLE TENSION PARALEL TO GRAIN (Ft) 0.575 KSI LOAD DURATION FACTOR (CD) 1.33 SIZE FACTOR (Ct) 1.5 ADJUSTED ALLOWABLE TENSION (Ft') 1.147 KSI MAXIMUM ALLOWABLE CHORD FORCE (Tallow) 6.02 KIPS OK DANIEL J. DOBBIE Page: 25 aD Professional Engineer Job No: 1010 20 Mayfair Drive Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 345-4743 Reid Residence SHEAR DISTRIBUTION (DIAPHRAGMS & CHORDS) (CONT) MAXIMUM ROOF CHORD FORCE: 1.28 KIPS MAXIMUM FLOOR CHORD FORCE: 1.14 KIPS TOP WALL PLATE NAILING: (USE 16d SINKER NAILS) (NDS SEC 12.3.1) SIDE MEMBER SPECIES DOUGLAS FIR -LARCH MAIN MEMBER SPECIES DOUGLAS FIR -LARCH NAIL DIAMETER (D) 0.148 IN BENDING YIELD STRENGTH OF NAIL (Fyb) 90000 PSI DOWEL BEARING STRENGTH SIDE MEMBER (Fes) 4650 PSI DOWEL BEARING STRENGTH MAIN MEMBER (Fem) 4650 PSI THICKNESS OF SIDE MEMBER (ts) 1.5 IN PENETRATION MAIN MEMBER (p) 1.5 IN FACTOR (KD) 2.2 FACTOR (Re) = Fem/Fes 1 FACTOR (k1) 1.092 FACTOR (k2) 1.092 FIND LEAST YIELD MODE: MODE Is Z= 469 LBS MODE Illm Z= 171 LBS MODE Ills Z= 171 LBS MODE IV. Z= 118 LBS GOVERNING MODE: MODE IV Z= 118 LBS PENETRATION DEPTH FACTOR (Cd): Cd=p/12"D (<1.0) 0.845 ADJUSTED LATERAL DESIGN VALUE: ALLOWABLE LOAD TO 16d SINKER NAIL (Z') 99 LBS NUMBER OF NAILS REQUIRED (N) = T / (Z' " CD) 10 NAILS USE: 24 -16d SINKER NAILS TYPICAL ROOF DIAPHRAGM 2 - 2 x 4 #2 TOP WALL PLATES CHORDS: 8'- 0" MIN. LAP AT SPLICES W/ 24 -16d SINKER NAILS BETWEEN SPLICES DANIEL J. DOBBIE Page: 26 aD Professional Engineer Job No: 1010 20 Mayfair Drive Chico CA 95973-0707 Date: February 2001 Phone/Fax (530) 345-4743 Reid Residence DIAPHRAGM SHEARS ADJUSTED FOR NAILS OTHER THAN COMMON NAILS DESIGN DATA: BASE SHEAR VALUES USED FOR COMMON NAILS FROM: 1997 UBC TABLE 23 -II -H HORIZONTAL WOOD STRUCTURAL PANEL SHEARS 1997 UBC TABLE 23 -II -1-1 WOOD STRUCTURAL PANEL SHEAR WALL SHEARS ADJUSTMENT FACTOR BASED ON NATIONAL DESIGN SPEC SECTION 12.3.1 SIDE MEMBER SPECIES DOUGLAS FIR -LARCH MAIN MEMBER SPECIES DOUGLAS FIR -LARCH YIELD STRENGTH OF NAIL (Fyb) (ASTM F 1667) 90000 PSI DOWEL BEARING STRENGTH SIDE MEMBER (Fes) 4650 PSI DOWEL BEARING STRENGTH MAIN MEMBER (Fem) 4650 PSI USE ADJUSTMENT FACTORS IN FINAL DIAPHRAGM DESIGN NAIL SELECTION CHART: TYPE DIAMETER LENGTH 8d COOLER 0.113 23/8 8d BOX 0.113 21/2 10d COOLER 0.120 27/8 10d BOX 0.128 3 12d BOX 0.128 31/4 8d COMMON 0.131 21/2 16d BOX 0.135 31/2 10d COMMON 0.148 3 12d COMMON 0.148 31/4 16d SINKER 0.148 31/4 16d COMMON 0.162 31/2 ROOF DIAPHRAGM: STRUCTURAL PANEL THICKNESS (t) 0 15/32 IN NAIL SIZE USED FOR BASE DESIGN VALUES 8d COMMON NAIL SIZE TO BE USED IN CONSTRUCTION 10d BOX ADJUSTMENT FACTOR: 10d BOX 8d COMMON NAIL DIAMETER (D) 0.128 IN 0.131 IN THICKNESS OF SIDE MEMBER (Is) 0 i5/32 IN 0 15/32 IN PENETRATION MAIN MEMBER (p) 1.5 IN 1.5 IN FACTOR (KD) 2.2 2.2 FACTOR (Re) = Fem/Fes 1 1 FACTOR (k1) 1.069 1.072 FACTOR (k2) 1.624 1.650 FIND LEAST YIELD MODE: MODE Is Z= 127 LBS 130 LBS MODE Illm 127 130 Z= 145 LBS 148 LBS MODE Ills Z= 69 LBS 71 LBS MODE IV 69 71 Z= 88 LBS 92 LBS GOVERNING MODE: Z= 69 LBS 71 LBS PENETRATION DEPTH FACTOR (Cd): Cd = p / 12"D (<11.0) 0.977 0.954 ALLOWABLE LOADS (Z') = Z"Cd 67 LBS 68 LBS ALLOWABLE SHEAR ADJUSTMENT FACTOR: 0.98 �• c•.. 1. • :. •1111.1 :•• � �■:.G 1� DANIEL J. DOBBIE Page: 27 aD Professional Engineer 20 Mayfair Drive Job No: 1010 Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 345-4743 Reid Residence SHEAR WALL DESIGN AT BEDROOM 1 SOUTH WALL FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WALL LINE DATA; V = 6.5 / 2 TOTAL SHEAR COLLECTED TO WALL LINE (V): 3.25 KIPS PANEL SIZES: HEIGHT WIDTH Q P1: 9.00 FT 12.50 FT TOT WIDTH 12.50 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.260 KLF ALLOWABLE UNIT SHEAR (va): 0.350 KLF ADJUST FACTOR FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.343 KLF B SHEAR WALL: 3/8" APA RATED SHEATHING, BLOCK PANEL EDGES EDGE NAIL = 10d BOX @ 4" o.c. FIELD NAIL = 10d BOX @ 12" o.c. w Pld,� Prd up P1 H 0 Rd W Rup PANEL P1 DATA: PANEL WIDTH (W): 12.5 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 3.25 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 0.316 KLF APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL RESULTS: OVERTURNING MOMENT (Mo) 29.3 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 24.7 KIP FT HD REQ'D NET OVERTURNING MOMENT (Mnet): 4.6 KIP FT LEFT DOWN LOAD REACTION (Rd): 4.32 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -0.37 KIPS ALLOWABLE UPLIFT SIMPSON 'CS16' ON FB4 1.235 KIPS OK ALLOWABLE UPLIFT SIMPSON 'LCB' BASE 2.25 KIPS OK SILL PLATE ATTACHMENT* 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d SINKER NAIL 0.099 KIPS ALLOWABLE LOAD TO SIMPSON 'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR PER 5/8" BOLT 0.60 KIPS MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR 5 " O.C. USE: 4" 0/51 MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 21 " o.c. USE: 16" MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 28 "o.c. USE: 28"� DANIEL J. DOBBIE Page: 28 aD Professional Engineer Job N0: 1010 20 Mayfair Drive Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 3454743 Reid Residence SHEAR WALL DESIGN AT BEDROOM 2 NORTH WALL FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WALL LINE DATA: V = 6.5 / 2 " 15/40 TOTAL SHEAR COLLECTED TO WALL LINE (V): 1.22 KIPS PANEL SIZES: HEIGHT WIDTH P1: 9.00 FT 11.00 FT TOT WIDTH 11.00 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.111 KLF ALLOWABLE UNIT SHEAR (va): 0.260 KLF ADJUST FACTOR FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.255 KLF A SHEAR WALL: 3/8" APA RATED SHEATHING, BLOCK PANEL EDGES EDGE NAIL = 10d BOX @ 6" ox. FIELD NAIL = 10d BOX @ 12" ox. PANEL P1 DATA: PANEL WIDTH (W): 11 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 1.22 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 0.316 KLF APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) PANEL RESULTS: 0.00 KIPS OVERTURNING MOMENT (Mo) 11.0 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 19.1 KIP FT NET OVERTURNING MOMENT (Mnet): 0.0 KIP FT LEFT DOWN LOAD REACTION (Rd): 3.48 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) 0.00 KIPS NO HOLDOWNS REQUIRED SILL PLATE ATTACHMENT: 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d SINKER NAIL 0.099 KIPS ALLOWABLE LOAD TO SIMPSON 'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR PER 5/8" BOLT 0.60 KIPS MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR 6 " o.c. MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 28 " o.c. MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 38 "o.c. NO OT USE: 6" USE: 24" USE: 36" 0 r❑ DANIEL J. DOBBIE Page: 29 aD Professional Engineer Job No: 1010 20 Mayfair Drive Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 345-4743 Reid Residence 3 SHEAR WALL DESIGN AT BEDROOMNORTH WALL FOR IN -PLANE WIND OR SEISMIC HEAR SHEAR COLLECTOR WALL LINE DATA: V = 6.5 / 2 " 25/40 TOTAL SHEAR COLLECTED TO WALL LINE (V): 2.03 KIPS PANEL SIZES: HEIGHT WIDTH P1: 9.00 FT 21.00 FT TOT WIDTH 21.00 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.097 KLF ALLOWABLE UNIT SHEAR (va): 0.260 KLF ADJUST FACTOR FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.255 KLF A SHEAR WALL: 3/8" APA RATED SHEATHING, BLOCK PANEL EDGES EDGE NAIL =10d BOX @ 6" o.c. FIELD NAIL = 10d BOX @ 12" o.c. PANEL P1 DATA: PANEL WIDTH (W): 21 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 2.03 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 0.186 KLF APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL RESULTS: OVERTURNING MOMENT (Mo) 18.3 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 41.0 KIP FT NO OT NET OVERTURNING MOMENT (Mnet): 0.0 KIP FT LEFT DOWN LOAD REACTION (Rd): 3.91 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) 0.00 KIPS NO HOLDOWNS REQUIRED SILL PLATE ATTACHMENT• 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d SINKER NAIL 0.099 KIPS ALLOWABLE LOAD TO SIMPSON 'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR PER 5/8" BOLT 0.60 KIPS MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR 6 " o.c. USE. MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 28 " o.c. "o.c. USE: 24"® MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 38 USE: 36"® DANIEL J. DOBBIE Page: 30 aD Professional Engineer Job No: 1010 20 Mayfair Drive Chico, CA 95973-0707 Date: February 2001 0' Phone/Fax (530) 3454743 Reid Residence SHEAR WALL DESIGN AT BEDROOMS 1 & 2 WEST WALL FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WALL LINE DATA: V = 6.5 / 2 TOTAL SHEAR COLLECTED TO WALL LINE (V): 3.25 KIPS PANEL SIZES: HEIGHT WIDTH P1: 9.00 FT 3.00 FT 4f- P2: fP2: 9.00 FT 3.50 FT P3: 9.00 FT 5.50 FT TOT WIDTH 12.00 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.271 KLF ALLOWABLE UNIT SHEAR (va): 0.350 KLF ADJUST FACTOR FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.343 KLF B SHEAR WALL: 3/8" APA RATED SHEATHING, BLOCK PANEL EDGES EDGE NAIL = 10d BOX @ 4" O.C. FIELD NAIL =10d BOX @ 12" o.c. PANEL P1 DATA: PANEL WIDTH (W): 3 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 0.81 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 0.186 KLF APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL RESULTS: OVERTURNING MOMENT (Mo) 7.3 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 0.8 KIP FT HD REQ'D NET OVERTURNING MOMENT (Mnet): 6.5 KIP FT LEFT DOWN LOAD REACTION (Rd): 2.72 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -2.16 KIPS ALLOWABLE UPLIFT SIMPSON 'MSTC28' ON 2-2x MIN 2.76 KIPS OK SILL PLATE ATTACHMENT• 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d SINKER NAIL 0.099 KIPS ALLOWABLE LOAD TO SIMPSON 'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR PER 5/8" BOLT 0.60 KIPS P MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR 5 " o.c. USE. 4" MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 21 " o.c. USE: 16" MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 28 "o.c. USE: 28" Q DANIEL J. DOBBIE Page: 31 &D Professional Engineer Job No: 1010 20 Mayfair Drive Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 345-4743 Reid Residence SHEAR WALL DESIGN AT BEDROOMS 3 & 4 EAST WALL FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WALL LINE DATA: V = 6.5 / 2 TOTAL SHEAR COLLECTED TO WALL LINE (V): 3.25 KIPS PANEL SIZES: HEIGHT WIDTH P1: 9.00 FT 2.58 FT f P2: 9.00 FT 2.58 FT OF P3: 9.00 FT 2.58 FT s' P4: 9.00 FT 2.58 FT V TOT WIDTH 10.32 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.315 KLF ALLOWABLE UNIT SHEAR (va): 0.350 KLF ADJUST FACTOR FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.343 KLF B SHEAR WALL: 3/8" APA RATED SHEATHING, BLOCK PANEL EDGES 00 EDGE NAIL =10d BOX @ 4" o.c. FIELD NAIL =10d BOX @ 12" o.c. PANEL P1 DATA: (P2 SAME) PANEL WIDTH (W): 2.58 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 0.81 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 0.186 KLF APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL RESULTS: OVERTURNING MOMENT (Mo) 7.3 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 0.6 KIP FT HD REQ'D NET OVERTURNING MOMENT (Mnet): 6.7 KIP FT LEFT DOWN LOAD REACTION (Rd): 3.07 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -2.59 KIPS ALLOWABLE UPLIFT SIMPSON 'PHD2' ON 2-2x MIN 3.61 KIPS OK ALLOWABLE UPLIFT SIMPSON'MSTC28' ON 2-2x MIN 2.76 KIPS OK SILL PLATE ATTACHMENT• 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d SINKER NAIL 0.099 KIPS ALLOWABLE LOAD TO SIMPSON 'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR PER 5/8" BOLT 0.60 KIPS MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR 5 " O.C. USE: 4" op MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 21 " o.c. USE: 16" * MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 28 "o.c. USE: 28" 40 DANIEL J. DOBBIE Page: 32 aD Professional Engineer 20 Mayfair Drive Job N0: 1010 -...-.- Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 345-4743 Reid Residence SHEAR WALL DESIGN AT GARAGE SOUTH WALL FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WALL LINE -DATA: V = 16.2 " 1260/2/4676 TOTAL SHEAR COLLECTED TO WALL LINE (V): 2.18 KIPS PANEL SIZES: HEIGHT WIDTH P1: 9.00 FT 42.00 FT O TOT WIDTH 42.00 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.052 KLF ALLOWABLE UNIT SHEAR (va): (50% VALUE) 0.072 KLF ADJUST FACTOR FOR PROPER NAIL 1.00 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.072 KLF GU SHEAR WALL: 5/8" GYPSUM WALLBOARD, UNBLOCKED NAIL W/ 6d WALLBOARD @ 4" o.c. NAIL OFF TOP & BOTTOM PLATES PANEL P1 DATA: PANEL WIDTH (W): 42 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 2.18 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 0.294 KLF APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL RESULTS: OVERTURNING MOMENT (Mo) 19.6 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 259.3 KIP FT NO OT NET OVERTURNING MOMENT (Mnet): 0.0 KIP FT LEFT DOWN LOAD REACTION (Rd): 12.35 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) 0.00 KIPS NO HOLDOWNS REQUIRED SILL PLATE ATTACHMENT: 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d SINKER NAIL 0.099 KIPS ALLOWABLE LOAD TO SIMPSON 'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR PER 5/8" BOLT 0.60 KIPS MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR 22 " o.c. NOT APPL MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 100 " O.C. NOT APPL MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 133 "o.c. USE: 48" DANIEL J. DOBBIE aD Professional Engineer Q Q 20 Mayfair Drive Chico, CA 95973-0707 hu Phone/Fax (530) 345-4743 Page: 33 Job No: 1010 Date: February 2001 Reid Residence SHEAR WALL DESIGN AT UTILITY ROOM SOUTH WALL FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WALL LINE DATA: V = 15.2 " 360/2/4676 TOTAL SHEAR COLLECTED TO WALL LINE (V): 0.62 KIPS PANEL SIZES: HEIGHT WIDTH P1: 9.33 FT. 5,a FT r TOT WIDTH 5.50 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.113 KLF ALLOWABLE UNIT SHEAR (va): 0.260 KLF ADJUST FACTOR FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.255 KLF A SHEAR WALL* 3/8" APA RATED SHEATHING, BLOCK PANEL EDGES EDGE NAIL =10d BOX @ 6" ox. FIELD NAIL =10d BOX @ 12" ox. PANEL P1 DATA* PANEL WIDTH (W): 5.5 FT PANEL HEIGHT (H): 9.33 FT TOTAL SHEAR RESISTED BY PANEL (V): 0.62 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 0.250 KLF APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.23 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL RESULTS• OVERTURNING MOMENT (Mo) 5.8 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 5.0 KIP FT HD REQ'D NET OVERTURNING MOMENT (Mnet): 0.7 KIP FT LEFT DOWN LOAD REACTION (Rd): 1.74 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -0.13 KIPS ALLOWABLE UPLIFT SIMPSON 'PHD2 ON 2-2x MIN 3.61 KIPS OK ALLOWABLE UPLIFT SIMPSON 'SSTB1 6'ANCHOR 4.42 KIPS OK SILL PLATE ATTACHMENT: 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d SINKER NAIL 0.099 KIPS ALLOWABLE LOAD TO SIMPSON 'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR PER 5/8" BOLT 0.60 KIPS MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR 6 " o.c. USE: 6" MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 28 " o.c. USE: 24" MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 38 "o.c. USE: 36" G DANIEL J. DOBBIE Page: 34 aD Professional Engineer Job No: 1010 20 Mayfair Drive Chico CA 95973-0707 Date. February 2001 !! '' Phone/Fax (530) 345-4743 Reid Residence SHEAR WALL DESIGN AT FAMILY ROOM SOUTH WALL FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WALL LINE DATA: V = 16.2 " 590/2/4676 TOTAL SHEAR COLLECTED TO WALL LINE (V): 1.02 KIPS PANEL SIZES: HEIGHT WIDTH P1: 9.50 FT 14.00 FT TOT WIDTH 14.00 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.073 KLF ALLOWABLE UNIT SHEAR (va): 0.260 KLF ADJUST FACTOR FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.255 KLF A SHEAR WALL: 3/8" APA RATED SHEATHING, BLOCK PANEL EDGES EDGE NAIL = 10d BOX @ 6" o.c. FIELD NAIL = 10d BOX @ 12" o.c. PANEL P1 DATA: PANEL WIDTH (W): 14 FT PANEL HEIGHT (H): 9.5 FT TOTAL SHEAR RESISTED BY PANEL (V): 1.02 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 0.162 KLF APPLIED LEFT DOWN LOAD (Pid): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL RESULTS: OVERTURNING MOMENT (Mo) 9.7 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 15.9 KIP FT NO OT NET OVERTURNING MOMENT (Mnet): 0.0 KIP FT LEFT DOWN LOAD REACTION (Rd): 2.27 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) 0.00 KIPS NO HOLDOWNS REQUIRED SILL PLATE ATTACHMENT• 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d SINKER NAIL 0.099 KIPS ALLOWABLE LOAD TO SIMPSON 'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR PER 5/8" BOLT 0.60 KIPS MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR 6 " o.c. USE: 6" MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 28 " o.c. USE: 24" MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 38 "o.c. USE: 36" 5 0 DANIEL J. DOBBIE aD Professional Engineer 20 Mayfair Drive Chico, CA 95973-0707 Phone/Fax (530) 345-4743 Page: 35 Job No: 1010 Date: February 2001 Reid Residence SHEAR WALL DESIGN AT GARAGE NORTH WALL FOR IN -PLANE WIND OR SEISMIC SHEAR SMEAR COLLECTOR WALL LINE DATA: V = 16.2 " 1260/2/4676 TOTAL SHEAR COLLECTED TO WALL LINE (V): 2.18 KIPS PANEL SIZES: HEIGHT WIDTH P1: 9.00 FT 11.50 FT TOT WIDTH 11.50 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.190 KLF ALLOWABLE UNIT SHEAR (va): 0.260 KLF ADJUST FACTOR FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.255 KLF A SHEAR WALL: 3/8" APA RATED SHEATHING, BLOCK PANEL EDGES EDGE NAIL =10d BOX @ 6" o.c. FIELD NAIL =10d BOX @ 12" o.c. PANEL P1 DATA: PANEL WIDTH (W): 11.5 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 2.18 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 0.294 KLF APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) PANEL RESULTS: 0.00 KIPS OVERTURNING MOMENT (Mo) 19.6 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 19.4 KIP FT HD REQ'D NET OVERTURNING MOMENT (Mnet): 0.2 KIP FT LEFT DOWN LOAD REACTION (Rd): 3.40 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -0.02 KIPS NEGL NO HOLDOWNS REQUIRED SILL PLATE ATTACHMENT• 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d SINKER NAIL 0.099 KIPS ALLOWABLE LOAD TO SIMPSON 'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR PER 5/8" BOLT 0.60 KIPS MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR 6 " o.c. USE: 6" MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 28 " o.c. USE: 24" MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 38 "o.c. USE: 36" 1w 0 DANIEL J. DOBBIE Page: 36 aD Professional Engineer Job N0: 1010 20 Mayfair Drive Chico, CA 95973-0707 Date: February 2001 ' Phone/Fax (530) 345-4743 Reid Residence SHEAR WALL DESIGN AT FAMILY ROOM NORTH WALL FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WALL LINE DATA: V = 16.2 * (590+1384)/2/4676 + 3.25 TOTAL SHEAR COLLECTED TO WALL LINE (V): 6.67 KIPS PANEL SIZES: HEIGHT WIDTH P1: 9.00 FT 8.00 FTd7 TOT WIDTH 8.00 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.834 KLF ALLOWABLE UNIT SHEAR (va): (BOTH SIDES) 0.980 KLF ADJUST FACTOR FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.960 KLF 0 C2 SHEAR WALL: 3/8" APA RATED SHEATHING, BOTH SIDES EDGE NAIL 10d BOX @ 3", FIELD NAIL @ 12" ox. 4x FRMG AT ABUTTING EDGES, 4x SILL PLATE PANEL P1 DATA: PANEL WIDTH (W): 8 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 6.67 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 0.534 KLF APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL RESULTS* OVERTURNING MOMENT (Mo) 60.0 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 17.1 KIP FT HD REQ'D NET OVERTURNING MOMENT (Mnet): 42.9 KIP FT LEFT DOWN LOAD REACTION (Rd): 9.64 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -5.37 KIPS ALLOWABLE UPLIFT SIMPSON 'PHD6 ON 2-2x MIN 5.86 KIPS OK ALLOWABLE UPLIFT SIMPSON 'SSTB28' ANCHOR 10.1 KIPS OK SILL PLATE ATTACHM NT• 2x OR 4x SILL PLATE? 4x SILL PL ALLOWABLE LOAD TO 5/8" x 8" LAG SCREW 0.88 KIPS ALLOWABLE LOAD TO SIMPSON 'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR 5/8" ANCHOR AT 2x MUDSILL 0.60 KIPS P MAXIMUM SPACING AT 5/8" x 8" LAGS TO SUBFLOOR 15 " o.c. USE: 15" O MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 7 " o.c. USE: 6" MAXIMUM SPACING AT 5/8" BOLTS TO 2x MUDSILL 10 "o.c. USE: 10" O DANIEL J. DOBBIE Page: 37 a \Udm Professional Engineer Job N0: 1010 20 Mayfair Drive Chico, CA 95973-0707 Date: February 2001 ( ) Reid Residence Phone/Fax 530 345-4743 SHEAR WALL DESIGN AT MASTER BDRM SOUTH WALL FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WALL LINE DATA: V = 16.2 * (415/2+260)/4676 + 1.22 TOTAL SHEAR COLLECTED TO WALL LINE (V): 2.84 KIPS PANEL SIZES: HEIGHT WIDTH P1: 9.00 FT 16.00 FT TOT WIDTH 16.00 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.178 KLF ALLOWABLE UNIT SHEAR (va): 0.260 KLF ADJUST FACTOR FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.255 KLF A SHEAR WALL: 3/8" APA RATED SHEATHING, BLOCK PANEL EDGES EDGE NAIL =10d BOX @ 6" o.c. FIELD NAIL =10d BOX @ 12" o.c. PANEL P1 DATA: PANEL WIDTH (W): 16 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 2.84 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 0.390 KLF APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL -RESULTS: OVERTURNING MOMENT (Mo) 25.6 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 49.9 KIP FT NO OT NET OVERTURNING MOMENT (Mnet): 0.0 KIP FT LEFT DOWN LOAD REACTION (Rd): 6.24 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) 0.00 KIPS NO HOLDOWNS REQUIRED SILL PLATE ATTACHMENT• 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d SINKER NAIL 0.099 KIPS ALLOWABLE LOAD TO SIMPSON 'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR PER 5/8" BOLT 0.60 KIPS P MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR 6 " o.c. USE: 6" MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 28 " o.c. USE: 24" C MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 38 "o.c. USE: 36" v DANIEL J. DOBBIE aD Professional Engineer Q Q 20 Mayfair Drive Chico, CA 95973-0707 Phone/Fax •(530) 3454743 Page: 38 Job No: 1010 Date: February 2001 Reid Residence SHEAR WALL DESIGN AT DINING ROOM NORTH WALL FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WAU LINE DATA. V = 16.2 " (263/2+796)/4676 + 2.03 TOTAL SHEAR COLLECTED TO WALL LINE (V): 5.24 KIPS PANEL SIZES: HEIGHT WIDTH Q P1: 9.00 FT 11.00 FT TOT WIDTH 11.00 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.476 KLF ALLOWABLE UNIT SHEAR (va): 0.490 KLF ADJUST FACTOR FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.480 KLF C SH AR WALL: 3/8" APA RATED SHEATHING, BOTH SIDES EDGE NAIL 10d BOX @�39?FIELD NAIL @ IK ox. 4x FRMG AT ABUTTING EDGES, 2x SILL PLATE ANEL P1 DATA:. PANEL WIDTH (W): 11 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 5.24 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 0.237 KLF APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL RESULTS: OVERTURNING MOMENT (Mo) 47.2 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 14.3 KIP FT HD REQ'D NET OVERTURNING MOMENT (Mnet): 32.8 KIP FT LEFT DOWN LOAD REACTION (Rd): 5.59 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -2.98 KIPS ALLOWABLE UPLIFT SIMPSON 'PHD2 ON 2-2x MIN 3.61 KIPS OK ALLOWABLE UPLIFT SIMPSON 'SSTB1 6'ANCHOR 4.32 KIPS OK SILL PLATE ATTACHMENT• 2x OR 4x SILL PLATE? (50% SPACING) 2x SILL PL ALLOWABLE LOAD TO 5/8" x 6" LAG SCREW 0.60 KIPS ALLOWABLE LOAD TO SIMPSON 'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR 5/8" ANCHOR AT 2x MUDSILL 0.60 KIPS MAXIMUM SPACING AT 5/8" x 6" LAGS TO SUBFLOOR 10 " O.C. USE: 10" MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 15 " o.c. USE: 12" MAXIMUM SPACING AT 5/8" BOLTS TO 2x MUDSILL 10 "o.c. USE: 10" RJ (we DANIEL J. DOBBIE Page: 39 aD Professional Engineer Job NO: 1010 20 Mayfair Drive :;r Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 345-4743 Reid Residence SHEAR WALL DESIGN AT MASTER BED/BATH NORTH WALL FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WALL LINE DATA: V = 16.2 " 678/2/4676 TOTAL SHEAR COLLECTED TO WALL LINE (V): 1.18 KIPS PANEL SIZES: HEIGHT WIDTH P1: 9.00 FT 6.50 FTO P2: 9.00 FT 9.50 FT e' TOT WIDTH 16.00 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.074 KLF ALLOWABLE UNIT SHEAR (va): (50% VALUE) 0.087 KLF ADJUST FACTOR FOR PROPER NAIL 1.00 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.087 KLF GB SHEAR WA • 5/8" GYPSUM WALLBOARD, BLOCK PANEL EDGES NAIL W/ 6d WALLBOARD @ 4" O.C. NAIL OFF TOP & BOTTOM PI=ATES PANEL P1 DATA: PANEL WIDTH (W): 6.5 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 0.48 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 0.216 KLF APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANELRESULTS: OVERTURNING MOMENT (Mo) 4.3 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 4.6 KIP FT NO OT NET OVERTURNING MOMENT (Mnet): 0.0 KIP FT LEFT DOWN LOAD REACTION (Rd): 1.40 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) 0.00 KIPS NO HOLDOWNS REQUIRED SILL PLATE ATTA('_41MENT• 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d SINKER NAIL 0.099 KIPS ALLOWABLE LOAD TO SIMPSON 'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR PER 5/8" BOLT 0.60 KIPS MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR 18 " O.C. USE: 8" MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 83 " o.c. USE: 32" ,D MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 110 "o.c. USE: 48" DANIEL J. DOBBIE Page: 40 aD Professional Engineer Q Q 20 Mayfair Drive Job No: 1010 Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 345-4743 Reid Residence SHEAR WALL DESIGN AT GARAGE EAST WALL FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WALL LINE DATA: V = 16.2 " 1260/2/4676 TOTAL SHEAR COLLECTED TO WALL LINE (V): 2.18 KIPS PANEL SIZES: HEIGHT WIDTH P1: 9.00 FT 8.00 FT V TOT WIDTH 8.00 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.273 KLF ALLOWABLE UNIT SHEAR (va): 0.260 KLF ADJUST FACTOR FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.255 KLF A SHEAR WALL • 3/8" APA RATED SHEATHING, BLOCK PANEL EDGES EDGE NAIL =10d BOX @ 6" o.c. FIELD NAIL = 10d BOX @ 12" o.c. P. L- "T, PANEL WIDTH (W): 8 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 2.18 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 0.168 KLF APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS II TS• PANEL RESULTS: OVERTURNING MOMENT (Mo) 19.6 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 5.4 KIP FT HD REQ'D NET OVERTURNING MOMENT (Mnet): 14.2 KIP FT LEFT DOWN LOAD REACTION (Rd): 3.12 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -1.78 KIPS ALLOWABLE UPLIFT SIMPSON 'PHD2 ON 2-2x MIN 3.61 KIPS OK ALLOWABLE UPLIFT SIMPSON 'SSTB16' ANCHOR 4.32 KIPS OK SILL PLATE ATTACHMENT' 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d SINKER NAIL 0.099 KIPS ALLOWABLE LOAD TO SIMPSON 'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR PER 5/8" BOLT MAXIMUM SPACING 0.60 KIPS O AT 16d SINKERS TO SUBFLOOR 6 " o.c. USE: 6" MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 28 " o.c. USE: 24" Q MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 38 "o.c. USE: 36" O DANIEL J. DOBBIE Page: 41 aD Professional Engineer Q Q 20 Mayfair Drive Job No: 1010 Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 3454743 Reid Residence SHEAR WALL DESIGN AT GARAGE WEST WALL FOR IN -PLANE WIND OR SEISMIC SHEAR allEAR COLLECTOR WALL LINE DATA: V = 16.2 * (1260+360)/2/4676 TOTAL SHEAR COLLECTED TO WALL LINE (V): 2.81 KIPS PANEL SIZES: HEIGHT WIDTH P1: 9.00 FT 12.00 FT TOT WIDTH 12.00 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.234 KLF ALLOWABLE UNIT SHEAR (va): 0.260 KLF ADJUST FACTOR FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.255 KLF A SHEAR WALL 3/8" APA RATED SHEATHING, BLOCK PANEL EDGES EDGE NAIL =10d BOX @ 6" o.c. FIELD NAIL = 10d BOX @ 12" O.C. PANEL P1 DATA: PANEL WIDTH (W): 12 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 2.81 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 0.144 KLF APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL RESULTS* OVERTURNING MOMENT (Mo) 25.3 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 10.4 KIP FT HD REQ'D NET OVERTURNING MOMENT (Mnet): 14.9 KIP FT LEFT DOWN LOAD REACTION (Rd): 2.97 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -1.24 KIPS ALLOWABLE UPLIFT SIMPSON 'PHD2 ON 2-2x MIN 3.61 KIPS OK ALLOWABLE UPLIFT SIMPSON 'SSTB16' ANCHOR 4.32 KIPS OK SILL PLA E ATTACHMENT: 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d SINKER NAIL 0.099 KIPS ALLOWABLE LOAD TO SIMPSON 'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR PER 5/8" BOLT MAXIMUM SPACING 0.60 KIPS O AT 16d SINKERS TO SUBFLOOR 6 " o.c. USE: 6" MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 28 " o.c. USE: 24" ,' MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 38 "o.c. USE: 36" o DANIEL J. DOBBIE Page: 42 aD Professional Engineer Job No: 1010 20 Mayfair Drive :y !!y s ;; !:v;;; Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 345-4743 Reid Residence SHEAR WALL DESIGN AT DINING/PARLOR EAST WALL FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WALL INE DATA• V = 16.2 * (629/2+404)/4676 + 3.25 TOTAL SHEAR COLLECTED TO WALL LINE (V): 5.74 KIPS PANEL SIZES: HEIGHT WIDTH P 1: 9.00 FT 2.58 FT P2: 9.00 FT 2.58 FT P3: 9.00 FT 2.58 FT P4: 9.00 FT 3.50 FT TOT WIDTH 11.24 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.511 KLF ALLOWABLE UNIT SHEAR (va): 0.640 KLF ADJUST FACTOR FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.627 KLF D SHEAR WALLm 3/8" APA RATED SHEATHING, BOTH SIDES EDGE NAIL 10d BOX @ ?L.:pFIELD NAIL @ 12" ox. 4x FRMG AT ABUTTING EDGES, 4x SILL PLATE PANEL P1 DATA: PANEL WIDTH (W): 2.58 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 1.32 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 0.520 KLF APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 3.07 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) -2.59 KIPS ]PANEL—RESULTS: OVERTURNING MOMENT (Mo) 18.5 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 9.7 KIP FT NET OVERTURNING MOMENT (Mnet): 8.9 KIP FT LEFT DOWN LOAD REACTION (Rd): 5.27 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -3.45 KIPS ALLOWABLE UPLIFT SIMPSON 'PHD2 ON 2-2x MIN 3.61 KIPS ALLOWABLE UPLIFT SIMPSON 'SSTB1 6'ANCHOR 4.32 KIPS SILL PLATE ATTACHMENT: 2x OR 4x SILL PLATE? 4x SILL PL ALLOWABLE LOAD TO 5/8" x 8" LAG SCREW 0.88 KIPS ALLOWABLE LOAD TO SIMPSON 'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR 5/8" ANCHOR AT 2x MUDSILL 0.60 KIPS MAXIMUM SPACING AT 5/8" x 8" LAGS TO SUBFLOOR 22 " o.c. MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 11 " O.C. MAXIMUM SPACING AT 5/8" BOLTS TO 2x MUDSILL 15 "o.c. HD REQ'D OK OK USE: 22"� USE: USE: DANIEL J. DOBBIE Page: 43 aD Professional Engineer Q Q 20 Mayfair Drive Job N0: 1010 Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 3454743 Reid Residence SHEAR WALL DESIGN AT DINING/PARLOR WEST WALL FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WALL LINE E DATA: V = 16.2 * (629+492)/2/4676 TOTAL SHEAR COLLECTED TO WALL LINE (V): 1.94 KIPS PANEL SIZES: HEIGHT WIDTH P1: 9.00 FT 5.50 FT O P2: 9.00 FT 13.00 FT O TOT WIDTH 18.50 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.105 KLF ALLOWABLE UNIT SHEAR (va): 0.260 KLF ADJUST FACTOR FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.255 KLF A SHEAR WALL: 3/8" APA RATED SHEATHING, BLOCK PANEL EDGES EDGE NAIL =10d BOX @ 6" o.c. a FIELD NAIL = 10d BOX @ 12" o.c. PANEL P1 DATA: PANEL WIDTH (W): 5.5 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 0.58 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 1.022 KLF APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL RESULTS: OVERTURNING MOMENT (Mo) 5.2 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 15.5 KIP FT NO OT NET OVERTURNING MOMENT (Mnet): 0.0 KIP FT LEFT DOWN LOAD REACTION (Rd): 5.62 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) 0.00 KIPS NO HOLDOWNS REQUIRED SILL PLATE ATTACHMENT: 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d SINKER NAIL 0.099 KIPS ALLOWABLE LOAD TO SIMPSON 'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR PER 5/8" BOLT 0.60 KIPS MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR 6 " O.C. USE: 6" MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 28 " o.c. USE: 24" a MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 38 "o.c. USE: 36" Lct DANIEL J. DOBBIE Page: 44 aD Professional Engineer Q Q 20 Mayfair Drive Job No: 1010 Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 345-4743 Reid Residence HEAR WALL DESIGN AT STAIR WEST WALL FOR IN -PLANE WIND OR SEISMIC SHEAR SEAR COLLECTOR WALL LwF DATA: V = 16.2 " (182)/2/4676 TOTAL SHEAR COLLECTED TO WALL LINE (V): 0.32 KIPS PANEL SIZES: HEIGHT WIDTH P1: 9.00 FT 4.25 FT TOT WIDTH 4.25 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.075 KLF ALLOWABLE UNIT SHEAR (va): (50% VALUE) 0.087 KLF ADJUST FACTOR FOR PROPER NAIL 1.00 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.087 KLF GB SHEAR WALL: 5/8" GYPSUM WALLBOARD, BLOCK PANEL EDGES NAIL W/ 6d WALLBOARD @c. NAIL NAIL OFF TOP & BOTTOM PLATES PANEL P1 DATA: PANEL WIDTH (Nn: 4.25 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 0.32 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 0.480 KLF APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANELRESULTS: OVERTURNING MOMENT (Mo) 2.9 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 4.3 KIP FT NO OT NET OVERTURNING MOMENT (Mnet): 0.0 KIP FT LEFT DOWN LOAD REACTION (Rd): 2.04 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) 0.00 KIPS NO HOLDOWNS REQUIRED SILL PLATE ATTACHMENT-, 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d SINKER NAIL 0.099 KIPS ALLOWABLE LOAD TO SIMPSON 'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR PER 5/8" BOLT 0.60 KIPS MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR 18 " o.c. USE: 8" C� MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 83 " o.c. USE: 32" MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 110 "o.C. USE: 48" C DANIEL J. DOBBIE Page: 45 aD Professional Engineer Job N0: 1010 20 Mayfair Drive Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 345-4743 Reid Residence SHEAR WALL DESIGN AT KITCHEN/DINING WEST WALL FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WALL LINE DATA: V = 16.2 * (492+182+81)/2/4676 + 3.25 TOTAL SHEAR COLLECTED TO WALL LINE (V): 4.56 KIPS PANEL SIZES: HEIGHT WIDTH P1: 9.00 FT 3.50 FT f% P2: 9.00 FT 3.50 FT TOT WIDTH 7.00 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.651 KLF ALLOWABLE UNIT SHEAR (va): (BOTH SIDES) 0.980 KLF ADJUST FACTOR FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.960 KLF C2 SHEAR WALL: 3/8" APA RATED SHEATHING, BOTH SIDES EDGE NAIL 10d BOX @ 3", FIELD NAIL @ 12" o.c. 4x FRMG AT ABUTTING EDGES, 4x SILL PLATE PANEL P1 DATA: PANEL WIDTH (W): PANEL HEIGHT (H): TOTAL SHEAR RESISTED BY PANEL (V): DOES WIND OR SEISMIC GOVERN? IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? UNIT DEAD LOAD TO PANEL (w): APPLIED LEFT DOWN LOAD (Pld): APPLIED RIGHT DOWN LOAD (Prd): APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) PANEL RESULTS: OVERTURNING MOMENT (Mo) DEAD LOAD RESISTING MOMENT (Mr): NET OVERTURNING MOMENT (Mnet): LEFT DOWN LOAD REACTION (Rd): RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) ALLOWABLE UPLIFT SIMPSON 'PHD6 ON 2-2x MIN ALLOWABLE UPLIFT SIMPSON 'SSTB28' ANCHOR SILL PLATE ATTACHMENT: 2x OR 4x SILL PLATE? ALLOWABLE LOAD TO 5/8" x 8" LAG SCREW ALLOWABLE LOAD TO SIMPSON 'A35' CLIP ALLOWABLE SHEAR 5/8" ANCHOR AT 2x MUDSILL MAXIMUM SPACING AT 5/8" x 8" LAGS TO SUBFLOOR MAXIMUM SPACING AT SIMPSON 'A35' CLIPS MAXIMUM SPACING AT 5/8" BOLTS TO 2x MUDSILL 3.5 FT 9 FT 2.28 KIPS SEISMIC NO 0.750 KLF 0.00 KIPS 0.00 KIPS 0.00 KIPS 20.5 KIP FT 4.6 KIP FT HD REQ'D 15.9 KIP FT 7.18 KIPS -4.55 KIPS 5.86 KIPS OK 10.1 KIPS OK 4x SILL PL 0.88 KIPS 0.45 KIPS 0.60 KIPS 15 " O.C. 7 " o.c. 10 "o.c. USE: 15" Q USE: 6" o USE: 10" p DANIEL J. DOBBIE Page: 46 aD Professional Engineer Job No: 1010 20 Mayfair Drive Chico, CA 95973-0707 Date: February 2001 " Phone/Fax (530) 345-4743 Reid Residence SHEAR WALL DESIGN AT FAMILY ROOM WEST WALL FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WALL LINE DATA: V = 16.2 " (590)/2/4676 TOTAL SHEAR COLLECTED TO WALL LINE (V): 1.02 KIPS PANEL SIZES: HEIGHT WIDTH P1: 10.00 FT 2.58 FT P2: 10.00 FT 2.58 FT TOT WIDTH 5.16 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.198 KLF ALLOWABLE UNIT SHEAR (va): 0.260 KLF ADJUST FACTOR FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.255 KLF A SHEAR WALL: 3/8" APA RATED SHEATHING, BLOCK PANEL EDGES EDGE NAIL = 10d BOX @ 6" o.c. FIELD NAIL = 10d BOX @ 12" o.c. PANEL P1 DATA: PANEL WIDTH (W): 2.58 FT PANEL HEIGHT (H): 10 FT TOTAL SHEAR RESISTED BY PANEL (V): 0.51 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 0.180 KLF APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANELRESULTS: OVERTURNING MOMENT (Mo) 5.1 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 0.6 KIP FT HD REQ'D NET OVERTURNING MOMENT (Mnet): 4.5 KIP FT LEFT DOWN LOAD REACTION (Rd): 2.21 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -1.74 KIPS ALLOWABLE UPLIFT SIMPSON 'PHD2' ON 2-2x MIN 3.61 KIPS OK ALLOWABLE UPLIFT SIMPSON 'SSTB16' ANCHOR 4.42 KIPS OK SILL PLATE ATTACHMENT,• 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d SINKER NAIL 0.099 KIPS ALLOWABLE LOAD TO SIMPSON 'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR PER 5/8" BOLT 0.60 KIPS MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR 6 " o.c. USE. 6" MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 28 " o.c. USE: 24" o MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 38 "o.c. USE: 36" 0 00 DANIEL J. DOBBIE Page: 47 aD Professional Engineer Job No: 1010 20 Mayfair Drive Pi Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 345-4743 Reid Residence SHEAR WALL DESIGN AT MASTER BEDROOM WEST WALL FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WALL LINE DATA: V = 16.2 * (678)/2/4676 TOTAL SHEAR COLLECTED TO WALL LINE (V): 1.1,8 KIPS PANEL SIZES: HEIGHT WIDTH P1: 10.00 FT 3.00 FT P2: 10.00 FT 3,0k FT b TOT WIDTH 6.00 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.197 KLF ALLOWABLE UNIT SHEAR (va): 0.260 KLF ADJUST FACTOR FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.255 KLF A SHEAR WALL: 3/8" APA RATED SHEATHING, BLOCK PANEL EDGES EDGE NAIL =10d BOX @ 6" o.c. FIELD NAIL = 10d BOX @ 12" o.c. PANEL P1 DATA: PANEL WIDTH (W): 3 FT PANEL HEIGHT (H): 10 FT TOTAL SHEAR RESISTED BY PANEL (V): 0.59 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 0.180 KLF APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL -RESULTS: OVERTURNING MOMENT (Mo) 5.9 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 0.8 KIP FT HD REQ'D NET OVERTURNING MOMENT (Mnet): 5.1 KIP FT LEFT DOWN LOAD REACTION (Rd): 2.24 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -1.70 KIPS ALLOWABLE UPLIFT SIMPSON 'PHD2' ON 2-2x MIN 3.61 KIPS OK ALLOWABLE UPLIFT SIMPSON 'SSTB16' ANCHOR 4.42 KIPS OK SILL PLATE ATTACHMENT: 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d SINKER NAIL 0.099 KIPS ALLOWABLE LOAD TO SIMPSON'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR PER 5/8" BOLT 0.60 KIPS MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR 6 " o.c. USE: 6" MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 28 " o.c. USE: 24" MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 38 "o.c. USE: 36" s DANIEL J. DOBBIE Page: 48 aD Professional Engineer Q Q 20 Mayfair Drive Job NO: 1010 Chico, CA 95973-0707 Date: February 2001 Phone/Fax (530) 3454743 Reid Residence SHEAR WALL DESIGN AT BATH 1 WEST WALL FOR IN -PLANE WIND OR SEISMIC SHEAR SHEAR COLLECTOR WALL LINE DATA: V = 16.2 " (360+590)/2/4676 TOTAL SHEAR COLLECTED TO WALL LINE (V): 1.65 KIPS PANEL SIZES: HEIGHT WIDTH P1: 10.00 FT 3.00 FT TOT WIDTH 3.00 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.550 KLF ALLOWABLE UNIT SHEAR (va): 0.640 KLF ADJUST FACTOR FOR 10d BOX vs. 8d COMMON 0.98 ADJUSTED ALLOWABLE UNIT SHEAR (va') 0.627 KLF A SHEAR WALL: 3/8" APA RATED SHEATHING, BOTH SIDES EDGE NAIL 10d BOX @ 2", FIELD NAIL @ 12" o.c. 4x FRMG AT ABUTTING EDGES, 4x SILL PLATE PANEL P1 DATA: PANEL WIDTH (W): 3 FT PANEL HEIGHT (H): 10 FT . TOTAL SHEAR RESISTED BY PANEL (V): 1.65 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO UNIT DEAD LOAD TO PANEL (w): 0.156 KLF APPLIED LEFT DOWN LOAD (Pld):. 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL RESULTS• OVERTURNING MOMENT (Mo) 16.5 KIP FT DEAD LOAD RESISTING MOMENT (Mr): 0.7 KIP FT HD REQ'D NET OVERTURNING MOMENT (Mnet): 15.8 KIP FT LEFT DOWN LOAD REACTION (Rd): 5.73 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -5.27 KIPS ALLOWABLE UPLIFT SIMPSON 'PHD6' ON 2-2x MIN 5.86 KIPS OK ALLOWABLE UPLIFT SIMPSON 'SSTB28' ANCHOR 10.1 KIPS OK SILL PLATE ATTACHMENT• 2x OR 4x SILL PLATE? 4x SILL PL ALLOWABLE LOAD TO 5/8" x 8" LAG SCREW 0.88 KIPS ALLOWABLE LOAD TO'SIMPSON'A35' CLIP 0.45 KIPS ALLOWABLE SHEAR 5/8" ANCHOR AT 2x MUDSILL 0.60 KIPS MAXIMUM SPACING AT 5/8" x 8" LAGS TO SUBFLOOR 22 " o.c. USE: 22" MAXIMUM SPACING AT SIMPSON 'A35' CLIPS 11 " O.C. USE: 8" MAXIMUM SPACING AT 5/8" BOLTS TO 2x MUDSILL 15 "o.c. USE: 15" 03/22/2001 09:41 5303454743 DANIEL J DOBBIEI' PAGE 01 DANEIL I DOBBIE Professional Engineer 20 Mayfair Drive Chico, CA 95973-0707 ?ekphoWFsx (330) 3434743 djd bia@mwUW--c= March 14, 2001 Job No. 1010 Butte County Building Division 7 County Center Drive Oroville, CA 95965-3397 Attention: Martha Whitney Re: Filbrandt - Reid Residence, 1970 Bidwell Avenue, Chico Dear Ms. Whitney, I have reviewed the truss calculations and drawings by Longfellow Lumber Company for this project and found them to conform or exceed the design loads used in my design for roof dead and live loads as well as the drag loads supplied by me for truss design. Respectfully Daniel4. Dobbie C42028 Environmental Health Issues: Septic Permit Review: Well Permit Review: Land Development Review: Parcel Created by: ❑ Deeds Date of Creation: Permit Clearance Agriculture Affidavit Required ❑ No - ❑ Yes Designated Well Site ❑ No ❑ Yes Drainage Plan (Com/Ind/Multi) ❑ No ❑ Yes Legal Access Provided: Deed Reference: Legal Access Required: Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation: ❑ No ❑ Yes Comments: Map Date of Recording: �T^ 9 --)-- Lot: Lot: Block: Conditions That Must be Met Prior to Issuance of Permit: ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Comply wifh condition noof conditions of approval for the ❑ Obtain a Certificate of Compliance (See Planning Division for application). ❑ No ❑ Yes ❑ No ❑ Yes Book: ) 2. L ❑ Provide Creation Deed Page: 2'� ❑ Construction across property lines is not permitted (See Land Development for a Merger Application/Lot Line Adjustment). ❑ Comply with Old Subdivision Lot Ordinance (Maps Recorded Prior to Book 17 of Maps Page 23). ❑ Construct road to ❑ Other ❑ Meet parcel size required by zone ❑ Meet current EHD requirements. General Comments: 1 ��,�i.��� � /�) lam''? v •]`��T� � ����5 ��1�-J� ����:�1.� AQV W 71iC i ao -V�1-00-b ( ❑ APPROVED CONDITIONALLY APPROVED ; . ❑ RESOLVE PROBLEMS PRIOR TO APEPREOVA:L:] tt PERMIT CLEARANCE •• Permit #: t '- O Date:2- Genera/InformaGron i AP#:0 112-7.610 Owners Name: Parcel Acreage: I S) A Owners Address: Q Building Site Address: 1 —7 tJ A v c , Proveltvinformat/on Permit Type: ❑ Agriculture Building ❑ Commercial ❑ Industrial ❑ Mobile Home SFD ❑ Residential Accessory ❑ 2nd Dwelling ❑ Muld-Family >2 units per parcel ❑ Septic ❑ Well ❑ Other Zone District: J 1 \ -� Date of Zoning Ordinance: General Plan: Development Agreement: Use Permit: Variance: Parcel Is in: no Conservation Agreement i;�-j No ❑Yes, check use Minimum Acreage: Nitrate Action Plan J§ No ❑ Yes Violation Area No ❑ Yes Specific Plan No ❑ Yes ❑ Chico ❑ D2N Enterprise Zone No ❑ Yes, check use q Floodplain No ❑ Yes Zone: ❑ Watershed Protection Zone No Yes Pr000sed Use Comelies With• 0 General Plan Zoning Procosed Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit Commercial/Industrial/Multi-Family Uses: Parking: ❑ Parking Requirements are OK as Shown ❑ Other Landscaping: ❑ Landscaping Requirements are OK as Shown ❑ Other Road and Drainage Improvements Required: ❑ No ❑ Yes Aoeiicabie Setbacks: I2 1gr1�0 ❑ Cohasset Panel Number: O Hy S C- ❑ Accessory Building Use Zoning Code Street & Hi hwa s Fre Prevention Subdivision Ma Front c) C L LSO �— Side Side, street Rear He,ch CITYor CHICO City of Chico Community Development Department -Building Division 411 MainStreet, 2nd Floor/P.O. Box 3420, Chico CA 95927 BUSINESS PHONE: 916/895-4891 INSPECTION REQUEST PHONB:?'916/895-4898(24 Hour Recorder) ACTIVITY/BUILDING PERMIT NO.:01-00432 BUILDING INFORMATION ` Project Address:1970 BIDWELL AVENUE COUN APN: 042-610-052-000 Lot Number: Subdivision: Zoning: RS20 Scope of Work:ONSITE BLDG SEWER LINE Occupant: OWNER'S NAME AND ADDRESS APPLICANTS'S NAME AND ADDRESS Name: FILBRANDT PHIL Name: MICHAEL GALLI Address: 1145 GLENWOOD AVENUE Address: 307 WEST 12TH AVENUE CHICO CA Zip: 95926 CHICO CA Zip: 95926 Phone No. Phone No. 345-8646 CONTRACTOR INFORMATION ARCHITECT/DESIGNER INFORMATION Name: MICHAEL GALLI Name: Address: 307 WEST 12TH AVENUE Address: CHICO CA Zip: 95926 Zip: Phone No.345-8646 Phone No. St. Lic: 407855 St. Lic: CONTACT PERSON INFORMATION ENGINEER INFORMATION Name: Name: Address: Address.: Zip: Zip: Phone No. Phone No. St. Lic: P/E/M FEES SUMMARY TOTAL FEE SUMMARY TOTAL PLUMBING FEES.:: 30.00 TOTAL FEES DUE: 30.00 TOTAL ELECTRICAL FEES: .00 PAID......... 30 00 TOTAL MECHANICAL FEES: .00 BALANCE D .... .00 Comments: Iftar Ak App Date:' 03/21/2001 Const Type: PEM MP No: \Rece'S.kpd By: LE Issue'Date: 03/21/2001 Total Sq Ft: No. St ies: roved By: f Units: 001 /J Building Use:RES Value 0 Use #: SIGNATURE: �}� DATE: ' Z V;0 EXPIRATION INFORMATION - Every permit issued by the Building Official under the provisions of the Codewshal t and become null and void if the building or work authorized by such permit is not commenced within 180 days • E. ;permit, or if the building or work is authorized by such permit is suspended or abandoned at any time of for a period of 180 days. work shall be considered abandoned if an inspection has not been recorded w_th n �`i INSPECTION REQUESTS - CALL (530)895-4898 Record your inspection requests 24 hours per day of the year. Calls received before 7 a.m. will be handled the same work tDay. Calls received after 7 a.m. will be handled the following work day. Please provide the following information: i *Day Inspection Preferred *Permit Number *Request a.m./p.m. (We cannot guarantee an exact tlrime;a, *Type of Inspection *Job Site Address ---------------------------------------------------------------------------- LICENSED CONTRACTOR'S DECLARATION _ I hereby affirm that I am licensed under the provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Busines and Professions Code, and my license is in full force and effect. ---------------------------------------------------------------------------- OWNER-BUILDER DECLARATION _ I hereby affirm that I am exempt from the Contractor's License Law (C.L.L.) for the following reason [Section 7031.5 Business and Professions Code (B&PC): Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the C.L.L. (Chapter 9 [commencing with Section 70001 of Division 3 of B&PC) or that he is exempt therefrom and the basis for the alleged exemption. Any violation of Sec. 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more that five hundred dollars ($500)1. _ 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 (Section 7044, B&PC: The C.L.L. does not apply to an owner of property who builds or improves -thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project [Sec. 7044, B&PC: The C.L.L. does not apply to owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the C.L.L.1. _ I am exempt under Section , of the B&PC for this reason ---------------------------------------------------------------------------- WORKERS' COMPENSATION DECLARATION <This section need not be completed if the permit is for (5100), or less> I hereby affirm under penalty of perjury = of the following declarations: _ I have, and will maintain, a certificate of consent to self -insure for Workers' Compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. _ I have, and will maintain, workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: Policy # _ I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation pro �sions of Section 3700 of the labor Code, I shall forthwith comply with those provisions. ------------------------------------------------------------------- *& CONSTRUCTION LENDING AGENCY I hereby affirm that there is a consAction lending agency for the performance of the work which this permit is issued (Sec. 3097, Civil Code). "e. Lender's Name: 4 Address: City/State/Zip: Phone No. I 1 14 ---------------------------------------------------------------------------- l'Onderstand that I have 90,,days after the'date of the imposition of the fees, to appeal or protest said action. I certify ttkt 1 have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of the City of Chico to enter upon the above-mentiiiioned prNberty for inspection purposes. Date: SAWMPERMIT FORMS\RevJune2000�wpd � a.:ki��b w'.•�:�Y'}�Fk�°; t,f e�.r sir � j&;i�. •k#*****1F***�Ir**tlF tk**#r*1F***�F*****************1F**********#*#*****1F** CITY OF CHICO CA RECEIPT *******t,r**+r+tr,r,r,r**rr*****,t+t+r**,r*+r***,r*,r,r*****,r**+t**,►,r*,e+r*,t*+r*rr* Receipt Number: REC22639 Amount: 30.00 03/21/01 14:26 .Payment Method: CK0506 Notation:,BLDG SEWER, Init: LE ------------------------------------------ Permit: 01-00432 Type: BUILD Building Permit Parcel No: 042-610-052-000 Site Address: 1970 BIDWELL AVENUE Total Fees: 30.00 This Payment 30.00 Total ALL Pmts: 30.00 Balance: .00 Account Code Description Amount 862-000-40507 Plumbing Permit 30.00 ---------------------------------------------------------------- s" COUNTY OF BUTTE - DEPARTMENT EDF C --VEL COUOPMENT SERVICES - BUILDING DIVISION G 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. [Rev. 12/96), APPLICATION AND PERMIT FC�WNEMA3RMAJUNG EL NU I BUILDMGP RMIT� �2 TELEPHONE SO. OCC. UILDING VAL ATION Z07 1 o ADDRESS �"`P`7(lafACoal $ ) TO SO NG ADDRESS 1� � Ave- Mw A 1 15 2 CONSTa K LENDER Main Service OOzoOVOAOR OR LESLESSS LENDER'S MAJUAIQADDRESS Permitee ARCHITECT OR ENGINE �-r✓l� } LICENSE NO. tr utr� $ '' ARCHITECT OR ENGINEER*NG ADOR€SS � l�v�do ve. Ch1u6 CA 9592(' _ BUILDING ADDRESC - _ _ $ BALL 1.00 .50 L.OTNO. SUBDNISb CEL MAP USEOFS UCTURE SF Duplex ❑ Mobilehome ❑ Other svECIFr TYPE OF WORK New J Addition ❑ Remodel ❑ U61ities ❑ Installation Other ❑ Describe Work: Work: �olg2 5 1 Fireplace Total Valu Ion $ $ ) 7U JU Filinq Fev 20.00 Main Service OOzoOVOAOR OR LESLESSS 20.00 Permitee $ } �. Plan heckin Fee $ '' i NEW CONS .OUTLET MULTI. NON-RESID. En rgy Plan Checking Fee $ POWEA APPARATUS 8 SINGLE OUTLET CIR. 00 $ BALL 1.00 .50 PERMIT FEE $aS- fe'Vporary Service PLUMBING PERMIT Fling Fee 20.00 Each Trap Misc. krinq 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 (.1 Gas piping system 1 - 5 outlets 1 5.00 U� dD Building sewer 15.00 �- Mobile Home I S I G I W I I I @20.00 PERMIT FEE $ In U ELECTRICAL PERMIT Fling Fee 20.00 Main Service OOzoOVOAOR OR LESLESSS 23.00 Hood Main Service 200A TO 1000A 46.00 �. NEW CONST. DWELLING OCCUP. OR ADONS. ( 8 ACC. BIDS. so 3.50FT. '' i NEW CONS .OUTLET MULTI. NON-RESID. 97.50 _ POWEA APPARATUS 8 SINGLE OUTLET CIR. Ex. Occup. OUTLET OR FIXTURES BALL 1.00 .50 FlXED APPLNS. OR Occup. (OUTLETS (RESID.) EA ) 5.00 fe'Vporary Service 23.001 Mob( Home Facilities 20.00 Misc. krinq 1 23.00 PERMIT FEt $1 f1P-LL4?35Vr) Mobile Home Installation Fee $ Energy Inspection Fee $ OCC CONST. TYPE TOTAL FEE $ a /1 /s- HAZ D. FEES I FlAOD CDF PM EL I V I HO 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. By Date PERMIT EXPIRES ON Dora PERMIT FEE $ 'LI MECHAN)IQAL PERMIT Filing Fee 20.00 Heating 3DAD Cooling o2 0. [A% Hood 6.50 Ventilation �. PERMIT FEt $1 f1P-LL4?35Vr) Mobile Home Installation Fee $ Energy Inspection Fee $ OCC CONST. TYPE TOTAL FEE $ a /1 /s- HAZ D. FEES I FlAOD CDF PM EL I V I HO 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. By Date PERMIT EXPIRES ON Dora L � Md - F 6 otvd-"e �i � r Y...roti,Ntr:�.�...•R�y�.:'•H-..S-��+t�7�"""t-pit'�/wViir�....i�T��bn,�'1,.`r.,.�a';",V,�..,Awe'`i%7'�r+t�"!f?�Ll'xr`"'c':.+T j'.�+.:hrr'�r�T-•r'0'^�`s�:.yK�}rfF��uiT•'w'�V` �'+.f.°�, COUNTY OF BUTTE - DEPARTMEW OFD&ELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVIL%LE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 PERMIT APPLICATION DATA SHEET OWNER(2 :_, ` t ASSESSOR PARCEL ER: Proposed Building Use: p 113. Building Inspector: Date: n At time of permit application I was advised the following data must be submitted prior to perms processing and/or issuance: Date Received By 111. All items have been submitted.------------------------------------------------------------------------------------- ❑2. Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ ❑ 3. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- 114. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans.-------- 1:15. ------- ❑5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ ❑ 6. Energy. Design Compliance and supporting documentation. ---------------------------------------------------- 0 7. Statement of Intent for Non -Heated and A/C Buildings.---------------------------------------------------------- C1 --------------------------------f---------------------- ❑ 8. Hazardous Material Form. ------------------------------------------------------------------------------------------ ❑9/.. Manufactured Home data and installation ' c ' including Tie Down Specifications.------------------ ❑SIO. Fees of $ ---Is! ------ --------------------------------------------------------- -- M,111. Impact,fees as.sfiown on the attached schedule. ----------------------------------------------------------------- ❑ 12>'`,Cahfornia Department of Forestry plan approval/fees. --------------------------------------------------------- ❑ Flood' elevation certificate. ---------------------------------------------------------------------------------------- Sanitation and plot plan approval Health Dep ent. ------------------------------------------- 15. City of Chico plumbing permit. -- - - - - - ----- -------------- ❑ 16. Plot plan and business license approval from the City of Biggs. ---------------------------------------------- ❑ 17. Planning approval for (A) Use: I (B) Parking: -------------------------- ❑ 18. Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. ----------------------- 0 -------------------- ❑ 19. Encroachment Permit for driveway (construction approval prior to occupancy). 020. Pre -inspection for required. Request to Building Inspector on 021. Contractor's license information. (Number, Name Style, Classification). 022. Workers' Compensation carrier and policy number. ----------------------- 023. Owner -Builder Verification (Given to owner ❑, Mailed to owner ❑). -. 02/Letter of signature authorization. -------------------------------------------- 25. Recorded copy of Agricultural Acknowledgment Statement. ------------- ❑ 26. Letter of intent on building use. ---------------------------------------------- 027. Manufactured Home utility clearance ----------------------------------------- C3 28. Existing violations and/or expired permits. ❑ Check to H.C.D $ W ❑433 A, ❑Grant Deed, ❑ M_.H. itle, . Otherzk,_o, 4jejgm (Date) When you issue the permit, proc//e��sLLs��-- follows ❑ Mail to owner, ❑Mail toj�co�ntractor. ❑Telephone 3� f S- �j toTQ and hold for pickup at 0;;;JEQ office. ❑ Deliver with inspector. Applicant: a0lKq I 16 Date: 'J �0_ CD Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution . Date: By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: 1. Index permit application for the above items numbered: / , /,,j' , 2!z --3n Plan Check List 2. Additional items required: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Plans reviewed by: Date: Plans approved by: Date: Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division. COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 I SCHEDULE OF FEES DUE �( - / C OWNER l (I A.P. # ®r �p� 0' PROPOSED BUILDING USE DATE SD RECEIPT # DATE REC 1. BUILDING PERMIT FEES �/ -- Balance Due ................ $ I J1 4 -- Additional Fees Due ........... $ -- Additional Fees Due ........... $ -- Revised Plan Checking Fee ....... $ 2. SCHOOL DISTRICT FEES (paid at District Office) �Oe� 3. SHERIFF FEES (paid at Building Division) 4ZZ4�. esidential ........ x $360.00 = $ Units Commercial (sq.ft.)... x $0.03 = $ Sq. Ft. URBAN AREA FEES (paid at Building Division) Residential (per unit) . x = $ #Units Amt. Commercial (sq.ft.) .. x =$ Sq.Ft. Amt. _Z5. RECREATION DISTRICT FEES (paid at District Office) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. APPLICANT %Cii k. r U1J61 DATE 'i'30 -CD Pursuant to Government Code Section 66020, you are hereby notified that items 2,3,4,5,6,8,9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 2/97) Vieira, Mike "�`�l �✓ ���� From: Vieira, Mike Sent: Thursday, March 02, 2000 8:27 AM To: 'jstevens c@dcs-chico.com' Subject: Michael Galli Property - Bidwell Avenue Flood Hazard We have reviewed your letter dated February 14, 2000. We find your analysis of the Flood Hazard Mapping on the enclosed FIRM acceptable and will process any permit applications on Assessors Parcel 042-610-052 accordingly. This parcel will be considered in Zone "X". Michael C. Vieira, Manager County of Butte, Building Division iLAiN r 1►31 "O Please complete the following information in order to process your submittal. If this form is not complete, and legible. it may cause a delay in processing. Owner's Name: Received By: (J S Date: -a8-ate A.P. #: (`� n r O 5 �: Permit #: 75 Time: ContactPhoneNumber. Purpose of submittal: 0 Permit Application Data Item 0 Eagi jeeling ❑ Plan Revision FEB 2 9 2000 BUTTE COUNTY BUILDING DIVISION ❑ Requested by Building Inspector or Correction Notice - Inspector's Name: ❑ Requested By Plan's Examiner- Examiner's Name: Other: l I a lJ LQ -fU tP� If you are revising a plan which has already been issued, submit two(2) drawings reflecting the revisions for p. review. If engineering is involved in this revision, the engineer must put his requirements on these drawings a stamp and sign the drawings. Include two (2) sets of wet signed engineering. Revised drawings must clearly she When Approved, Process as Follows: ❑ Mail to Owner at this address: O Mail to Contractor at this address: ❑ Call and hold for pickup at the ❑ Chico Office ❑ Oroville Office Cl Deliver with next inspection. Revised Plan Check Fee: ❑ S46.00 Receipt 4: O Additional Fees ;Not Require .additional fees may be due based upon complexity and time involved to process this submiV2 Additional Fees: Receipt is OLr IVor#hStar _EN_G_I_N_E_ERING Civil Engineers • Planners - Surveyors. February 14, 2000 - Mr. Michael Vierra, Building Official BUTTE COUNTY BUILDING DEPARTMENT 7.,County Center Drive Oroville, CA 95965 Re: Special Flood Hazard Area Designation Dear Mike: Again I requesting your consideration regarding a parcel being designated in the Special Flood Hazard Zone (SFHA)'J As. we discussed before, I have a client who owns, and will be constructing a home on, a parcel located along Bidwell Avenue (AP# 42-61-52). In fact, this parcel is adjacent to a parcel we. discussed back in December. The owner was told he would need a similar letter and plat, to the one done .previously, due to the inadequate nature of the FEMA mapping along Bidwell Avenue. As such, I am writing to provide additional information for this parcel. In my conversations with the FEMA consultants, I was told that when the June 1998 edition of the Flood Insurance Rate Map (FIRM) was adopted, it was the intention of the mapping to confine the limits of the AE designation to within -the banks of Big Chico Creek. I understand that Bidwell Avenue is not shown on the FIRM and that there could easily be confusion as to the location of the AE designation. However, utilizing the scale shown on the FIRM, the width of the AE zone in the area of this parcel is less than 70 feet wide. Considering that the bank - to -bank dimension is approximately 60 feet wide, and that Bidwell Avenue right-of-way lies between the channel and my client's property, it seems likely that the AE area shown on the FIRM is indeed confined to within the banks of Big Chico Creek. Otherwise; the limits of flooding would extend further to the north due to the fact that Bidwell Avenue is at a higher elevation than the adjacent property on the north. As such, it is our contention that the property being discussed is in the Zone X designation and needs no Flood Certificate. 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893.1600 FAX -893-2113 I ;��. February 14, 2000 SHFA Designation Page 2 Please review our conclusion. If you concur, please send a memo stating so to this office for inclusion into my client's building permit package. Should you have any questions, or wish to discuss the matter further, please contact this office. Sincerely, NORTHSTAR ENGINEERING James A. Stevens, PLS Enclosures " cc: Michael Galli 7 -P oya_/��os� :307 (W* 4' c1vc. C:h#0, Cid 959�6 A NORTHSTAR ENGINEERING ENGINEERS - PLANNERS - SURVE'YORS TRANSMITTAL SHEET TO: FROM: Mike Vierra Jim Stevens COMPANY: DATE: COUNTY OF BUTTE 2-14--00 ADDRESS: JOB NUMBER: 7 County Center Drive TRANSMITTING THE FOLLOWING: Oroville, CA 95965 Plat and Letter PROJECT: Galli - Bidwell Avenue Parcel ❑ FORAPPROVAL ❑ FOR INFO. ❑ FOR CHECKING X FORPROCESSING ❑ FORYOURFILES NOTES/COMMENTS: Mlle: Here is the similar information. Let me know if you need anything further. Thanks, Jim Stevens RECEIVEM FEB 15 2000 BUTTE COUNTY BUILDING DIVISION 20 DECLARATION DRIVE CHICO, CALIFORNIA TELEPHONE (530) 893-1600 FAX (530) 893-2113 February 14, 2000 NwthStar ENGINEERING Civil Engineers • Planners s Surveyors Mr. Michael Vierra, Building Official BUTTE COUNTY BUILDING DEPARTMENT 7 County Center Drive Oroville, CA 95965 Re: Special Flood Hazard Area Designation Dear Mike: Again I requesting•your consideration regarding a parcel being designated in the Special Flood Hazard Zone (SFHA). As we discussed before, I have a client who owns, and will be constructing a home on, a parcel located along Bidwell Avenue (AP# 42-61-52). In fact, this parcel is adjacent to a parcel we discussed back in December. The owner was told he would need a similar letter and plat, to the one done previously, due to the inadequate nature of the FEMA mapping along Bidwell Avenue. As such,.I am writing to provide additional information for this parcel. In my conversations with the FEMA consultants, I was told that when the June 1998 edition of the Flood Insurance Rate Map (FIRM) was adopted, it was the intention of the mapping to confine the limits of the AE designation to within the banks of Big Chico Creek. I understand that Bidwell Avenue is not shown on the FIRM and that there could easily be confusion as to the location of the AE designation. However, utilizing the scale shown on the FIRM, the width of the AE zone in the area of this parcel is less than 70 feet wide. Considering that the bank-. to -bank dimension is approximately 60 feet wide, and that Bidwell Avenue right-of-way lies between the channel and my client's property, it seems likely that the AE area shown on the FIRM is indeed confined to within the banks of Big Chico Creek. Otherwise, the limits of flooding would extend further to the north due to the fact that Bidwell Avenue is at a_higher elevation than the adjacent property on the north. As such, it is our contention that the property being discussed is.in the Zone X designation and needs no Flood Certificate. 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX -893-2113 February 14, 2000 SHFA Designation Page 2 Please review our conclusion. If you concur, please send a memo stating so to this office for inclusion into my client's building permit package. Should you have any questions, or wish to discuss ,the matter further, please contact this office. Sincerely, ' NORTHSTAR ENGINEERING k James A. Stevens, PLS ,k Enclosures cc: Michael Galli GREGORY A. PEITZ ARCHITECT 383 RIO UNDO AVE., CHICO CA 95926 (916) 894-5719 0 VZ �X�__o Structural Calculations For: 1pt AR�tii R y 4. A * *No. C 21483 REN. LOAD SUMMARY Wind Analysis •Normal force method, exposure B, 75 mph wind speed P = Ce. Cq Qs I WALLS P = .62 * 1.3 * 14.5 * 1.0 = .0 117 ksf@ 15 ft. P =.67 * 1.3 * 14.5 * 1.0 = .0126 ksf @ 20 ft. P =.72 * 1.3 * 14.5 * 1.0 = .0136 ksf @ 25 ft. P =.76 * 1.3 * 14.5 * 1.0 = .0143 ksf @ 30 ft: _ ROOFS 2:12 TO LESS THAN 9:12 P =.62 * 1.0 * 14.5 * 1.0 =.009 ksf. @ 15 ft.. P=.67* 1.0* 14.5* 1.0=.010 ksf @ 20 ft. P=.72*1.0*14.5*1.0=.011 ksf. @25 ft. P=.76*1:0*14.5*1.0=.011 ksf @30 ft. ROOFS9:12 TO 12:12 P='.62* L1 *14.5* 1.0=.010 ksf @ 15 ft. - P=.67*1.1*14.5*1.0=.011 kst@20 ft. P =.72 * 1. 1 * 14.5 * 1.0 = .0 12 ksf @25 ft. P =:76 * 1.1 * 14.5 * 1.0-.012 kst @ 30 ft. Seismic Analysis Static Method V = 2.5 Ca (w) = 2.5 * .36 = .1636 (w) @ plywd. shear walls R 5.5 V = 2.5 Ca (w) = 2.5 * .36 = .20 (w) @ plaster and gyp. bd. shear walls R 4.5 w Gravity Loads ROOF LOADS: 10 psf dead load + 16 psf live load = 26 psf total load FLOOR LOADS: 10 psf-dead load + 40 psf. live load = 50 psf- total load - WALL LOADS: 12 psf @ 3-coat plaster exterior walls; 8 psf @ interior walls; 10 psf @ exterior walls with 1-coat stucco or siding �,, ;�, ;. /1 S �s' �� 7 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS OC4 i via 4 2iii v LC-, _....... . zly3._... -60 � ) � Z> c�o> 4- (5 51-0 C 7 $) Y9( � C► s" r2� C3 Y c� g� f <<��)C 9/L��> C� d) = s�, y 9'`<� �3 �)/ r 2� W W W SIS 0 IA 0 mor oe 9�f2, 2�Z�Y4 S5T1'j-- W W W W W W N N N Inoo ^a� rrr kit �z' C��1�`32�� ,�o�� �� 5,2�t 3-��t__3�0...'.�3•`3��i!�9-�- q.Z lg' �� i� g 47 r gyp i • � � w 1 � � •.� int. �. L%r a►/ �-/. � '9 � ' �y. 3 � S � �,i . Pte( 4r _. .. .� ...__ _. _ ,.� � _ � _ .. 111 ...'�iµ. ,rr+ ,•t • _•.l _S\ 3 Az _7-�- DQ 1 - _ _ .. _.. _ _ S•_ _• - _ �. r•.- " --. _ _ -.yam a_.. _ �' .-"� t. 50 SHEETS O22-141 22-142 100 SHEETS 22-144 200 SHEETS _S\ 3 Az _7-�- DQ 1 - _ _ .. _.. _ _ S•_ _• - _ �. r•.- " --. _ _ -.yam a_.. _ �' .-"� t. 22-141 50 SHEETS nmvan 22-142 100 SHEETS 22-144 200 SHEETS 1 Ax -gip--� "RoofBeainr.97 UBC (91 NDS)1 StruCalc 4.06. By: Greg Peitz; Gregory A•. Peitz Architect on: 03-22-2000 Project: GALLI - Location: LIVING ROOM RIDGE Summary: 5.25 IN x 9.50 IN x 17.0 FT / 2.0E WS Parallam - TRUS JOIST -MACMILLAN Section Adequate By: 33.1% Controlling Factor: Moment of Inertia/ Depth Required 8.64 In Deflections: Dead Load: DLD= - . 0.49 IN Live Load: LLD--` 0.36 IN = L/572 Total Load: TLD= 0.85 IN = L/240 Reactions (Each End): Live Load: RL= . 1210 LB Dead Load: RD= 1679 LB Total Load: RT= 2890 LB Bearing Length Reqd.: BL= 0.85 IN Beam Data: Span: L= 17.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 7.00 :12 Live Load Deflect. Criteria: L/ 240 Total- Load Deflect. Criteria: L/ 180 Beam Loading: Live Load: LL= 16 PSF Roof Loaded Area: RLA= 151 SF Roof Live Load Method: 1 ,Side One: Roof Dead Load: DL 1= 18 PSF Roof Rafter Tributary Width: TW 1= 8.9 FT Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 17.0 FT Beam Live Load W/ Slope Red'n: wL=142. __ _ PLF. Q.eanlS.e.lf..Weight:. _.._._.._... -- ,._ :.... _.......: ....._ BSW=._ ... 12 .. P..LF. Beam Total Dead Load: wD= 198 PLF Total Maximum Load: wT= 340 PLF Controlling Total Design Load: wTcont=. 340 PLF Properties For: 2.0E WS Parallam- TRUS JOIST -MACMILLAN Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity:E= _ 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: Fb' (Tension): Fb'= 3414 PSI Adjustment Factors: Cd=1.15 C1=1.00 01.03 Fv': Fv'= 334 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 12282 FT -LB Shear ((@ d from beam end): V= 2621 LB Comparisons With Required Sections: Section Modulus: Sreq= 43.2 IN3 S= - . 78.9 IN3 Area: Areq= 11.8 IN2 A= 49.8 IN2 Moment of Inertia: Ireq= 281.9 IN4 I= 375.1 IN4 I Multi -Loaded Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 V= 1323 By: Greg Peitz, Gregory A, Peitz Architect on: 03-22-2000 Section Modulus: Project: GALLI - Location: SUPPORT FOR LIVING ROOM RIDGE 87.1 S= Summary: Area: Areq= .. 20.9 3.50 IN x 13.25 IN x 9.5 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 17.6% Controlling Factor: Section Modulus / Depth Required 12.22 In Deflections: Dead Load: .... DLD=__...._._ 0.04 IN .-.----.—TLD= LLD= 0.03 IN =1/3314 Total Load: 0.07 IN = L/1524 End Reactions(Left Side): Live Load: RLI= 605 LB Dead Load: RD 1= 731 LB Total Load: RTI= 1336 LB End Reactions(Right Side): Live Load: — RL2= _ .. 605 LB Dead Load: RD2= 731 LB Total'Load: RT2= 1336 LB Bearing Length Regd.(Left) : BL1= 0.61 IN Bearing Length Regd.(Right): BL2= 0.61 IN Beam Data: Span: L- 9.5 FT Maximum Unbraced Span: Lu= 9.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 " Total Load Deflect. Criteria: L/ 240 Uniform Load: Live Load: wL= 0 PLF Dead Load: wD= 0 PLF Beam Self Weight: BSW= 11 PLF Total Load: wT= .11 PLF Concentrated Load PI: Live -Load: PL1= 1210 LB Dead Load: PD1= 1354 LB Total Load: PTI= 2564 LB Location: X1= 4.75 FT Properties For: #2- DOUGLAS FIR -LARCH Bending Stress: Fb= 875 PSI Shear Stress: _ Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc—perp= 625 PSI Adjusted Properties: ... Fb' (Tension): Fb'= '- ' 857 PSI Adjustment Factors: Cd=1..00 C1=0.98 01.00 Fv': Fv'= .._.. 95 PSI Adjustment Factors:.Cd=l.00_.. _ ... . Design Requirements: Maximum Moment: ....... M= ' 6217 FT -LB 4.75 FT From Left Support Shear ((@ d from beam end): V= 1323 Comparisons With Required Sections: Section Modulus: Sreq= 87.1 S= 102.4 Area: Areq= .. 20.9 A= 46.3 Moment of Inertia: Ireq= 106.9 I= 678.4 ru IN3 IN3 IN2 IN2 IN4 IN4 RoofBeaihf 97 UBC (91 NDS)1 StruCalc 4.06 By: Greg Peitz, Gregory A: Peitz Architect on: 03-22-2000 ......... . Project: GALLI • Location: FAMILY ROOM RIDGE Summary: 5.25 IN x 14.00 IN x 22.5 FT / 2.0E WS Parallam - TRUS JOIST-MACMILLAN Section Adequate By: 70.5% Controlling Factor: Moment of Inertia / Depth Required 11.72 In Deflections: Dead' Load: DLD= 0.54 IN Live Load: LLD= 0.34 IN = L/803 Total Load: TLD= 0.88 IN = L/307 Reactions (Each End): .... . Live Load: RL= 1575 LB Dead Load: RD= 2545 LB Total Load: - RT= 4120 LB Bearing Length Regd.: BL= 1.05 IN Beam Data: .... Span: L= 22.5 FT Maximum Unbraced Span: Lu= - 2.0 FT Pitch Of Roof: RP= 7.00 : 12 Live Load Deflect. Criteria: L/ "" ' 240 Total Load Deflect. Criteria: L/ 180 Beam Loading: Live Load: ...... 1.I L= 14 PSF Roof Loaded Area: RLA=' 225 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DLI= 18 PSF Roof Rafter Tributary Width: TW 1= 5.0 FT Side Two: Roof Dead Load: DL2= 18 PSF Roof Rafter Tributary Width: TW2= 5.0 FT Roof Duration Factor: Cd= 1.25 Slope Adjusted Lengths and Loads: ..Adjusted Beam Length: Ladi= 22.5 FT Beam Live Load W/ Slope Red'n: wL= "140 PLF Beam Self Weight: BSW= 18 PLF Beam Total Dead Load: wD= 226 PLF Total Maximum Load: wT= 366 PLF Controlling Total Design Load: .. wTcont---- 366 PLF Properties For: 2.0E WS Parallam- TRUS JOIST-MACMILLAN Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity:.. E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties: Fb' (Tension): Fb'= 3549 PSI Adjustment Factors: Cd-'1.25 C1=1.00 CF--0.98 Fv': Fv'= 363 PSI Adjustment Factors: Cd=1.25 Design Requirements: Maximum Moment: M= 23177 FT-LB Shear (6d from beam end): V= 3693 LB Comparisons With Required Sections: lection Modulus: Sreq= 78.4 IN3 S= 171.5 IN3 Area: 15.3 IN2 ..........A_ 73.5 . IN2. Moment of Inertia: Ireq= 704.0 IN4 I= 1200.5 IN4 lv Roof Beamf 97 UBC (91 NDS) I StruCalc 4.06 By: Greg Peitz, Gregory A.. Peitz Architect on: 03-22-2000 Project: GALLI - Location: GARAGE DOOR HEADER Summary: 3.125 IN x 13.50 IN x 16.5 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 38.2% Controlling Factor: Section Modulus / Depth Required 11.72 In Deflections: Dead Load: DLD= 0.44 IN Live Load:LLD= 0.28 IN = L/699 _......._ _..,... ........:: ..... TLD=...... - - 0.72 IN = .L/275 Reactions (Each End): Live Load: RL= 1617 LB Dead Load: RD.= .2491 LB Total Load: RT= 4108 LB Bearing Length Reqd.: BL= 2.02 IN Camber Reqd.: C= 0.66 IN Beam Data: — Span: L= 16.5 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof. RP= 7.00 : 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Camber Adjustment Factor: CAF=. 1.5 X DLD Beam Loading: Live Load: LL= 14 PSF Roof Loaded Area: RLA= 231 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DLI= 18 PSF Roof Rafter Tributary Width: TW1= __--12.0 FT Side Two: Roof Dead Load: DL2= 18 PSF Roof Rafter Tributary Width: TW2= 2.0 FT Roof Duration Factor: Cd= 1.25 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 16.5 FT Beam Live Load W/ Slope Red'n: wL= 196 PLF Beam Self Weight: BSW= 10 PLF Beam Total Dead Load: WD= 302 PLF Total Maximum Load: ..:" wT= 498 PLF Controlling Total -Design Load: wTcont= 498 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: - Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= .-.....1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: - Fb' (Tension): Fb'= 2961 PSI Adjustment Factors: Cd=1.25 C1=0:99 Fv': .-- . F.v'= . 238 PSI; Adjustment Factors: Cd=1.25 Design Requirements: Maximum Moment: M= 16947 FT -LB Shear ((a, d from beam end): V= 3548 LB Comparisons With Required Sections: Section Modulus: Sreq= 68.7 IN3 S= 94.9 IN3 Area: Areq= 22.5 IN2 A= 42.1 IN2 Moment of Inertia: Ireq= 419.5 IN4 I= 640.7 IN4 APN: 042-610-052 -- ftanche'ck! Comments Galli 4 Bedroom The above referenced building plans were reviewed by this office: Please respond in writing to each comment by creating a response letter. Indicate which detail, specification, or calculations shows the requested information. Your complete and clear response will expedite the re -check and approval of this project. Please be sure to include on the re -submittal the engineer's. "wet" stamp, signature, registration number and expiration date on all Sheets of the plans depicting the designed elements and cover Sheets of the calculations. Provide additional information and/or make revisions on plans, specifications and calculations as follows: 1. Page 1 of the calculations shows that a Roof Dead Load of 10 psf was used. Provide tabulated values showing all components of the roofing system. Take tile roof into consideration ite seismic lateral forces in both directions with increased dead load due to ti' Post -it® Fax Note 2. Wind speed;' To 7671 Date # of lateral forces for Co./Dept. n From pages increased vv J l�� Phone # Co. 3. It appears j Fax # Phone # - C j provisions of the code. Plea„-._____ _ 46� Fax # ,hear wall lines, so we can verify your ass'ur ptronb—.-;___ _ or the wall line on the right side of the master bedroom. 4. Provide shear wall schedule and locate all shear walls on plan. Specify wall mark and shear wall length. 5. Beam calculations use a dead load of 18 psf, please clarify, and coordinate w/ 1 above. 6. Adjust allowable shear wall capacities for the use of box nails. See ICBO report number NER-272, dated September 1, 1997. 7. Specify reinforcing in all foundation details on sheet 1 of the drawings. 8. Foundation plan shows two footings in the garage area that have the call outs scratched out, please clarify. 9. Specify the thickness and the underlayment for the slab. 10. Calculations show that there are two shear walls at wall line B in the office. Plans indicate that there is only one shear wall at this location. Please clarify. 11. Detail F/5 shows the Rafter Strap connection. Also provide blocking so the connection to work in compression. 12. Foundation plan missing holddown callouts "H.D." for wall lines 1 and B. 13. Provide drags and calcs to get wall line B to function as one wall line. April 14, 2000 Michael Galli 307 W. 12th Ave. Chico, CA 95926 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Parcel Number: 042-610-052t Building Permit Number: 00-0637 The above referenced building plans were reviewed by this office. Please respond in writing to each comment by creating a response letter. Indicate which detail, specification, or calculation shows the requested information. Your complete and clear response will expedite the re -check and approval of this project. Provide additional information and/or make revisions to plans, specifications and calculations as follows: 1. Enclosed is your school fee form. Pay any required fees at the district offices and return yellow copy to the building division. 2. Zonal control credit cannot be taken for this house. You may model two furnaces but not by zone. You cannot model zonal control when you have living and sleeping areas in each zone. Provide the manufacturer's specifications for the FAU with an AFUE of 92. Please provide two new sets of energy calcs. 3. Plan is in line-up for structural review. I will contact you when this review has been received. 4. Development of this lot requires hook up to city sewer. Provide a copy of your permit to connect to the sewer from the City of Chico. . Fire sprinklers are required for this residence. Plans and specifications must be prepared by a licensed C-16 contractor. The owner can apply for the permit. The permit for the sprinklers will be issued concurrently with the house permit and you need to allow for permit processing and 00 Ian check. 5 Enclosed with this letter is a new plan review response form. Please read and respond accordingly. All items must be addressed upon resubmittal. Both structural and structural review will need to be completed upon resubmittal and review is done in order of response received. Plan check will continutpon receipt of all of the above items. 420ditional items may be required when your plan check is resumed. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between 1:00 P.M. and 4:00 P.M., Monday through Fridays. Sincerely, Martha Whitney Plans Examiner cc: Bob Metzger Greg Pietz Inter -Departmental Memorandum To: Mike Vieira, Building Department 1 From: Ted Crawford, Fire Department JAI Subject: AP#042-610-052, Fire Sprinkler Requirement Date: April 26, 2000 Fire sprinklers will not be required for the property at 1970 Bidwell Avenue in Chico shown as the subject parcel. The parcel is within 500 feet of a community pressurized water system and fire hydrant. The parcel map does call for a sprinkler system, but does not allow for the option that we now apply to all parcel splits. Butte County Code 20-91 c(3) allows the authority having jurisdiction to eliminate the sprinkler requirement if the parcel can be served by the community water system, which it does in this case. If there are any questions please contact me at 538-7994. T CC: G. Morris Chrono File RECEIVED APR 2 6 2000 BUTTE COUNTY BUILDING DIVISION APPLICANT: OWNER: PERNUT #: `''� v U) �> A. P. #: to - 05 WORK DESCRIPTION: DATE DESCRIPTION OF STEP C TE,CT .PROCESSING _R CORD ,, r 0 0 Owner: C�" Building Permit Number: Plans Examiner: �A. P. Number: NERAL: .: Zoning requirements - (number of permitted living units). Building permit valuation. Plans signed.by the designer. _ Proper description of work on the application. �! Existing violations on the property. �! Recorded notice of violation. PLOT PLAN: Complete parcel size and dimensions.. . Setbacks, side yard, easements, etc. 10 Ca -1- /E. 0-/ cs�� Other buildings or structures. 4. Grading, fills and/or drainage. 5. Flood hazard. 6. Special conditions on Parcel Map (Noise, SRA, Fire Sprinklers, Water Tender, Traffic and Drainage fees). 7. FAU & FAS road setback. 8. Building or utilities across lot lines (record form). FLOOR PLAN: 1. Plans and specifications drawn to scale with dimensions and of sufficient clarity (Uniform Building Code section 106.3.3). 2. 10% of natural light and 5% of ventilation (Uniform Building Code section 1203). 3. Egress windows (Uniform Building Code section 310.4). 4. Skylights (Uniform Building Code section 2409 & 2603.7). 5. Glazing in Hazardous locations (Uniform Building Code section 2406). 6. Required room sizes and ceiling heights (Uniform Building Code section 310.6). 7. GFCI in baths, garage, kitchen, wet bar, and exterior receptacles (NEC 210). 8. Prohibited locations of gas water heaters (Uniform Plumbing Code 509& 1213.5). 9. Prohibited locations of gas heating equipment (Uniform Mechanical Code 304.5). 10. Garage firewall separation - required on garage side including supporting walls and posts (Uniform Building Code section 302.4 exception #3). 11. Wood stove location - Alcove clearance (UMC section 205 confined space & 223 unconfined space). 12. Smoke detectors (Uniform Building Code section 310.9.1). 13. Water closet clearances (Uniform Plumbing Code 408.5). 14. Shower compartment minimum 1024 sq. in. & 30" circle (Uniform Plumbing Code 412.7). Page 1 of 2 STRUCTURAL DETAILS: 1. Conventional construction - Unusually shaped buildings (Uniform Building Code section 2320.5.4). 2. Standard bracing or engineered design (Uniform Building Code seotion 2320.11.3). 3. Clerestory requiring balloon framing and/or engineering. 4. Three story building requiring engineered calculations and plans. 5. Foundation plan complete enough to construct building. 6. Floor construction details complete enough to construct building. 7. Elevations and wall construction details complete enough to construct building. 8. Roof construction details complete enough to construct building. 9. Rafter ties or bearing ridge beam. 10. Fireplace construction details and calculations if necessary. 11. Garage door header size(s). 12. Porch header size(s). 13. Stud heights. 14. Expansive soil - special foundation design required. 15. Retaining walls requiring design. 16. Special Inspection requirements. 17. Header sizes. 18. Gypsum wallboard nailing inspection required. MISCELLANEOUS ITEMS: 1. Stairway details - landings, rise and run, head clearance, handrails (Uniform Building Code section 1006). + 2. Guardrails (Uniform Building Code section 509). 3.. Brick or stone veneer (Uniform Building Code section 1403). 4. _Ex or 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. Roof covering type - (fire hazard). 7. Foam insulation - protection. 8.36" halls and stairways (Uniform Building Code section 1004.3.3.2). 9. Two exits on three - story dwellings (Uniform Building Code section 1004.2.3.2). 10. Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). 11:- Attic access and ventilation (Uniform Building Code section 1505). 12. Combustion air for fuel burning appliances - LPG requirements. 13. Sound requirements. 14: Energy design compliance and supporting documentation. Flashing at all exterior openings. 16. CDF responsible area requirements. 17. Building Permit requirements: l!�r 17.1. SRA. 17.2. Flood elevation certificate. 1 .3 Fire Sprinklers required. 17.4. Special Inspection requirements. 17.5. Use Permit conditions. 17.6. Sub -Standard Housing letter. • Page 2 of 2 • • ❑ APPROVED CONDITIONALLY APPROVED ❑ RESOLVE PROBLEMS PRIOR TO APPROVAL © �3� PERMIT CLEARANCE Permit #: © 0 — - Date L1 — 6— C' ->O Genera/Information AP#: O92 Owners Name: PaC1�--� &11AU.-- I Parcel Acreage: 07 5-1 A C W Owners Address: ^. - ) `Z H AVE Ll� i L D C_A 9S92_ Building Site Address: I USI 1�- W E(,.rZ.., AVG , OJN 1 C O CA T • ew—e—ftylnformation Permit Type: ❑ Agriculture Building ❑ Commercial ❑ Industrial ❑ Mobile Home ® SFD ❑ Residential Accessory ❑ 2nd Dwelling ❑ Multi -Family >2 units per parcel ❑ Septic ❑ Well ❑ Other Zone District: 1 /Z. Date of Zoning Ordinance General Plan: Ly Development Agreement: Use Permit: Variance: Parcel Is In: Land Conservation Agreement 19 No ❑ Yes, check use Minimum Acreage: Nitrate Action Plan ® No ❑ Yes Violation Area No ❑ Yes Specific Plan No ❑ Yes ❑ Chico ❑ D2N Enterprise Zone No ❑ Yes, check use No ❑ Yes ix I Floodplain Zone: Watershed Protection Zone No ❑ Yes Proposed Use Complies With: ® General Plan 11 Zoning Proposed Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit Commercial/Industrial/Multi-Family Uses: Parking: ❑ Parking Requirements are OK as Shown Landscaping: ❑ Landscaping Requirements are OK as Shown Road and Drainage Improvements Required: ❑ No ❑ Yes Applicable Setbacks: ❑ Other ❑ Other I2 -1a-90 ❑ Cohasset Panel Number: D`1 as ❑ Accessory Building Use Zoning Code Street & Highways Fre Prevention Subdivision Ma Front �0 - Side Side street Rear Height =nvironmental Health Issues - Septic Permit Review: Well Permit Review: Land Development Review: 'arcel Created by: ❑ Deeds Permit clearance Agriculture Affidavit Required ❑ No ❑ Yes Designated Well Site ❑ No ❑ Yes Drainage Plan (Com/Ind/Multi) ❑ No ❑ Yes Date of Creation: Legal Access Provided: ❑ No ❑ Yes v Deed Reference: Legal Access Required: ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed creation: ❑ No ❑ Yes Comments: C;12CE K- VI/ L 5 1 a Map Date of Recording: Lot: Block: :onditions That Must be Met Prior to Issuance of Permit: ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Comply with condition no. of conditions of approval for the Book: _mow Page:2S 2. ❑ Provide creation Deed ❑ Obtain a Certificate of Compliance (See Planning Division for application). ❑ Construction across property lines is not permitted (See Land Development for a Merger Application/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 EHD requirements. ❑ Other neral Comments: ' .,, ,- '.•� ��•%y:�r•�t�•`_4i'�cj:.1T'tRi;, 971y.,�,��: 7+K.• -►-u+w �' .S aa...lr .•. vr.?'.. ��Ty .. �... , - .. . a c ,ir'. t,.•�r ...:. �.*,... . a. -J.�r X +. • 02 042-61-0-052 00 D(u- GALLI, Mike 1970 Bidwell Ave, Chico i TempTwr pole a0 n • 11 .. f f• r OFFICE COPY Address 1(7-2o /Jt&ca �� ,mar �� Aa %-P GAS -' Meter By Date ELECTRIC -Meter By /L Date % 4. r IF COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 4ERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT i.l� - e2/ 1', 2— ASSESSOR PARCEL NUMBER,,, - , C11,, ZONINGBUILDING PERMIT OWNER _� TELEPHONE SO. FT, OCC. BUILDING VALUATION OWNERS 1CwUNGDRESS .l CONTRACTOR'S NAME TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER 1 Fireplace 'S LENDERMAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. —Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan CheckingFee $ BUILDINGADDRESS f Cl /i,,,�.,� /( Energy Plan Checking Fee $ $ PERMIT FEE $ LOT NO. SUBDIVISIONS NAME PARCEL MAP - PLUMBING PERMIT Filing Fee 20.00 RE USEOFST711lp SF ❑ Duplex ❑ Mobilehome W Other Ac -,g- 1 >� U sPEc�v Each Trap 7.00 Solar or heat um water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Rem el ❑ U61i*S ❑ Installation ❑ Other 16 _ Describe Work: r^. ' n i'- 1_} /�►'"(,1t' ^. 'ice C 1J y�v ' ` Gas piping system 1 - 5 outlets 15.00 Building sewer 15x00 Mobile Home S G W @20.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 600V OR LESS Main Service 200A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION 1 hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in f II force and effect. r� p� ` License Class Lic. No. /d 1 OWNER -BUILDER D CLARA I I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service zooA TO tOooA 46.00 NEW CONST. pWELLM OCCUP. SO OR ADDNs. ( a ACC. BLDS. 3.50F. NEW Ralp MULTI -OUTLET @7,50 RANCH POWER APPARATUS 6 SINGLE OUTLET CIR. . . Ex. Occup. ourLET oR FIXTURES BAL O I. 0 Ex. Occup. OUTLETS OR 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ ILI Ji WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 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' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with t ose provisions. ' X Date !ZLd& Signatur of Applicant - ❑ Ow Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or constructiony_ of structures over 3 stories in height. MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ occ ► WNST. TYPE T .TAL FEE $ L13, o 0 HA2. D. F IMP I F D ,� CDF PARCEL — Po HD - SU This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicat above for which fees have been paid. By Ff,241 L0 2CiY_,z&iIDate 3� / U PERMIT EXPIRES ON �%� 3 ©9cic�/ Data ReceiptNo. WHITE-D.D.S.- .D. CANA Y -A SESSOR PINK -INSPECTOR GOLDENROD -APPLICANT J COUNTY OF BUTTE - DEPARTMENT OF DEEVELC;PMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville,'Cali ornia 95965 • Telephone (530) 538-7541 PERMIT No. (Rev.12/96) APPLICATION AND PERMIT -4Q - e22— ASSESSOR PARCEL NUMBER / , e V5 ZONING BUILDINGPERMIT OWNERlJ/ Z.A 8 TELEPHONE S CIA SO. FT. OCC. BUILDING VALUATION n OWNERS IL1NG DRES 2 C /llW♦ wV\ /TEUEPHONE CONTRACTOR'S NAME CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAIUNG ADDRESS Total Valuation $ ARCHITECT OR ENGINEER UCENSENO. Film Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADDRESS�O Energy Plan Checking Fee $ $ PERMIT FEE $ LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUC RE SF ❑ Duplex ❑ Mobilehome d Other sPECIFv 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 ❑ Addition ❑ Rem el ❑ Util'' s ❑ Installation ❑ Other, Describe Work: Gas piping system 1 - 5 outlets 15.00 Buildin sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 800VOR LES Main Service ?0OA 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 MI force and effect.POWER License Class Lic. No. �% '� OWNER -BUILDER DECLARATIONEx. I 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. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service z TO 46.00 CCU000A NEW CONST. OWEWNG OCCUP. EL OR ADDNS. ( a ACC. BUDS. SO 3.5¢x. NDµR.ID MULTI -OUTLET 97,50 APPARATUS a SINGLE OUTLET CIS. OUTLET OR FIXTURES Occup.BAL. 20 @ I'50 @ .so Ex. Occup. DFuc� As O.R. 5.00 Temporary Service 23.00 3. Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEt $ 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.)T I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. ' X Date Signature of Applicant - ❑ O Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ G TYPE 4;; T AL FEE $ L13. oo FD. HAZ-Z. IMP FLOOD CDP PARCEL _ Po _ HD su This permit is hereby issued under the applicable provisions of the ByPe County Code and/or Resolutions to do work indicat above for which fees have been paid. Byate��r,,_ PERMIT EXPIRES ON Date Receipt No. WHITE-D.D.S.- .D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT .s '� • :�,:�y:.�Y:�,r!-�wi1r`a+�t .ar:"�. F,,,l... �+,. c.. .c �:•�r�•-wt4--*.-•.ar -'r '� ::F" �3A.;,1•',�'.• . ,u:.+�s�� �.ti-+s .�.wwr 'r _K; �r,,�t` ri.,c :. l a '� 042-610-052,,, tiM 00-0375 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 AV K0 — ASSESSOR PARCEL NUMBER 6/ ZONING BUILDINGPERMIT OWNERTELEPHONE 3y rG y6 SQ. FT. OCC. BUILDING VALUATION OWNER MaUNG ADDRESSfh p L./ CSor /,� /!I ,•( `!e �j it i r M O.2 O CONTRACTOR'S NAME TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER LENDER'S MAIUNG ADDRESS Fireplace Total Valuation $ J ARCHITECT OR ENGINEER LICENSE NO. I Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS � Plan Checking Fee $ BUILDING ADDRESS 120 / I a4 n� �rV! Energy Plan Checking Fee $ L PERMIT FEE S ( 3 LOT NO. SUBDIVISIONS NAME PARCEL MAP i PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF,f Duplex ❑ Mobilehome ❑ Other SPECIFY t Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: 0 t� •/ Gas piping system 1 - 5 outlets 15.00 Buildin sewer 15.00 Mobile Home IS I GI W +R!0.00 PERMIT FEE S ELECTRICAL PERMIT Filing Fee 20.00 600V LESS Main Service zo..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. License 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: ❑ 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 We. *4 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 c&rrier An' -`policy number are: Carrier PoJicyiNumj�e�,e� (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;ln any n1anner sous to become subject to workers' compensation laws of.Califorraia; A d agree t jat if I should become subject to the workers' compensation plovisions of secti5)1 3700 of the Labor Code, I shall forthwith comply with those provisions. / n Xz-lid Date .�,-r{ Signatu d' of Applicant - a O er•- Contractor ❑ Agent An OSHA permit isrequired for excavations over 5'0" deep and demolition or.construction of structures over 3 stories in height. Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUP. so OR ADONS. ( a ACC. BLDS. 3.5¢FT: N" N -R610 MULTI.OUTLET @7,50 POWER APPARATUS 8 SINGLE OUTLET CIR. 20 @ 1.00 Ex. Occup. OUTLET OR FIXTURES BAL @ .50 Ex. Occup. oFUL�EETSA RESID OEp 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEi= $ Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $ ?j HAz. D FEES IMP FLOOD coF pggCEl PD HD 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. r / Date By /�� -^" �• — 1"" PERMIT EXPIRES ON 34211 t / Date ReceiptNo. -7-(Z S 706 WHITE-D.D.S.-B.b. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION • -`� 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 P RMT (Rev. 12/96) APPLICATIONAND PERMIT ASSESSOR PARCEL NUMBER 2 _6/ ZONING BUILDINGPERMIT OWNER Pi Ir � GAN., �TELEPyHON j66 y6 - SQ. FT. OCC. BUILDING VALUATION e51- Y OC70 . OWNER M`ING ADDRESS t �'h L O G o ADDRESS esr 12 /Ovc CONTRACTOR'S NAME TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ 0 0-V ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ .� 3 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADDRESS Energy Plan Checking Fee $ $ Z Ltd PERMIT FEE $ LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF)( Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel0 Utilities ❑ Installation ❑ Other ❑ Describe Work: /0 (l Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 Main Service 20 A 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. 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. A1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service T° 46.00 NEW CONST. DWEWNG OCCUP. EL CU OR ADDNS. ( & ACC. BLDS. SO 3.50R; pLON pR IDT' LT' U7 UITS @7.50 POWER APPARATUS 8 SINGLE OUTLET CIR. EX. Occup. CUTLET OR FIXTURES BAL @ .50 LNS Ex. Occup. °urEL�°rsA REs,D,°ERn 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE S WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier 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.) not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that f I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. ` X Date JW Sign L' I o Applicant - ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition o onstruction of structures over 3 stories in height. MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEi= $ Mobile Home Installation Fee $ Energy Inspection Fee $ OCc CONST. TYPE 7j HAZ. D. FEES IMP FLOOD CDF PARCEL PD HD ISSUE This permit is hereby issued under the of the Butte County Code and/or indicat above for hich fees have By PERMIT EXPIRES ON applicable provisions Resolutions to do work been paid. D to **_00 of (Date) Receipt No. ZQ 176 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT 6 _ATYOF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CAL) ORNIA 95965 -TELEPHONE (530) 538-7541 t rPERMIT APPLICATION DATASHEET j OWNER: I � ` < < 4 f*l1 c eoIIl ASSESSOR PARCEL NUMBER: Proposed Building Use: 5/,r, Building Inspector: Date: - Z 7Q At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: Date Received By All items have been submitted -------------------------------------------------------------------------------------- El 2. Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ ❑ 3 . Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- ❑4. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans.-------- 115. ------- ❑5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ ❑ 6. Energy Design Compliance and supporting documentation. ---------------------------------------------------- ❑ 7. Statement of Intent for Non -Heated and A/C Buildings. --------------------------------------------------------- El 8. Hazardous Material Form. ------------------------------------------------------------------------------------------ ❑9. Manufactured Home data and installation instructions including Tie Down Specifications .------------------ ❑ 10. Fees of $------------------------------------------------------------------------------------- ❑ 11. Impact fees as shown on the attached schedule. ------- ETI 2. California Department of Forestry plan approval/fees. ❑ 13. Flood elevation certificate. ------------------------------- ❑ 14. Sanitation and plot plan approval Health Department. ------------------- Ell 5. ------------------ ❑15. City of Chico plumbing permit.----------------------------------------------------------. ❑ 16. Plot plan and business license approval from the City of Biggs. ---------------------- ❑ 17. Planning approval for (A) Use: (B) Parking: _. ❑ 18. Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. ❑ 19. Encroachment Permit for driveway (construction approval prior to occupancy). --------------------- 020. Pre -inspection for required Request to Building Inspector on ❑21. Contractor's license information. (Number, Name Style, Classification). ----------------------------- ❑ 22. Workers' Compensation carrier and policy number. -------------------- 023. Owner -Budder Verification (Given to owner ❑, Mailed to owner ❑) 024... Letter of signature authorization. ------------------------------- 025. ----------------------------- ❑25. Recorded copy of Agricultural Acknowledgment Statement. ❑26. Letter of intent on building use. ------------ 027. Manufactured Home utility clearance. ----- 028. Existing violations and/or expired permits. 029. 1 133 A, ❑Grannt D^, ❑ M.H. Title, ❑ en you issue the permit, process as follow ❑ Telephone to H.C.D $ L - b1 - S � Mail to owner, ❑Mail to contractor. and hold for pickup at Applicant: _ Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: office. ❑ DIiver with inspector. (Date) 7 � 5 1. Index permit application for the above items numbered: ❑ Plan Check List 2. Additional items required: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Plans reviewed by: Date: Plans approved by: Date: Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: a 4 Demolition Permits Asbestos Notification Statement AP# Pursuant to section 19827.5 of the California Health and Safety Code, all demolition permit applicants are required to fill out this form. "19827.5. A demolition permit shall not be issued by any city, county,--=- city and county, or state and local agency.which is authorized to issue -demolition permits as to any building or structure except upon the.receipt from.the permit applicant of -a copy of each written asbestos notification regarding .the building -that has been required to be submitted to the United -States Environmental Protection Agency onto a designated state agency, or -both; pursuant to Part 61 of Title 40 of the Code of Federal -Regulations, or the successor to.that part. The.permit may be issued without the applicant -submitting a copy of thewrittennotification if the applicant.declares that the notification is not applicable to the scheduled demolition project. The permitting agency may require the applicant to make the declaration in writing, or it may incorporate the applicant's response on the demolition permit appli- cation." Attached is a copy of my written asbestos notification to the United States Environmental Protection Agency for the demolition project located at Signature of Applicant eR I hereby declare that a written asbestos notification to the United States Environmental Protection Agency is not applicable to this demolition project. s R—k:7�M 2/19/91 I s \ / SCALE: 1 " = 40' / N,9,. gg"W / / CC126/MAPS/PGB26 \ cn IN, o p = 04'36'32" N7 5 55'42„ W R = 230.00' 92.,q4, = 12'16'59" L = 18.50' R = 430.00' S87'26'01 "W d L = 92.18' 109.00' BIG Cy�C - 7949'16"w EXISTING BIDWELL RIGHT—OF—WAY PLAT TO ACCOMPANY O 4.14, PER BK 1737 O.R. PG 279 FLOOD ZONE DESIGNA77ON Cj4 SHOWN ON BK 104/MAPS/PG. 31 DISCUSSION LETTER FF _ PREPARED FOR s MR MICHAEL GALLI Sts�jJ' NorthStar CIVIL ENGINEERS • PLANNERS • SURVEYORS 20 DECLARATION DRIVE • CHICO. CALIFORNIA 95973 ENGINEERING TEUEYHONE (916) 893-1600 FAX (916) 893-2113 SILVER' TREE 2 SUB., PHASE Z , PTN LNU J UD v: o. n A41 v t, 1 � •• 1" goo' PTN SEC. 28, T. 22 N. R. I E. M. D. �. M. / 1 I S 00°OS '3.9"E I 80 156 224.05 48 47 01 46 h 45 80 51 SO 49 � � O 53 52 ,� �o .. 'o ,� � h 24 55 0 54 32 N 31 ;N 30 N 2 N 28 N 27 0 26 0 25 � 28AC 56 p o 33 v O O o O o O o o l9AC lBAC so 4i k•29 o on 34 N O o .19AC - 9 68 20 O 80 47.Or 44 o, 35 t .25AC _ ' 7 n. 28AC 4 4.45 35.63 80 N O .� g1.72 01, BRANDONBURY LN .23AC `2 .93 AC L830 u 80.71 1 v 80 74 74 4g 65.96 65 38 39 4.0 0 41 4237 h 43 .9T 42-63 6 59 60 0 40 h 37 /6 .19 Ul o /7 /8 /9 0 20 2/ 22 754g 39 o O `O o IlAC N .26AC h ' 73.36 58 0 38 .19AC 0 100 /7AC ISAC - 0 128 36 81.01 tD .24 AC 74 57 N 37 h .23AC '0 85 74 54.8T 166 8 .I7AC 0 .19AC 95 36 /5 .l7 56 30 � 18 4/ 62 O 73 73 5r h.18862 p 31 `�� .26AC °' 29 N Q� 10d.27 `= 10 65.34 %6 P 42 63 35 l4 .28AC O, 28AC =' 1.22AC . ^ O h - %7 88.44 "` 89.83 108.35 � \ � %5 x.34 /3 .17 v 32 'C ti 28 � 165.33 I 43 64 rn11 ,.� O SO 1933 E V, .26AC .21AC 108.42 100 h /03,63 �p A 53 � a 39-55 .18065 �! m 33 /2 .23� $�} a 27 to 5/Ac 108.54 A9 .26AC 65 a a I 26 / 0 Q C. N .2945 ss � O O IS° 25 N .21AC 2 3 X52 4 9 �5 c ; i 9 \\2? 24 19AC X55 p -- 5/ Ac ', � P►� 50 O $° 23 5/ \Z° I 22 / N07E: PARCELS 1 8 2 0l PAl1J3- 90/92 O o I .51Ac on Po/f .19AC � PM /!3- 90/92 ° %% 2 LOT 25 X6'•95 Assessor County C EEK VIEW ESTATES 12614.0.R. 25/27 6-25-92 L 1/4 REVISED: 9-92 SILVER TREE 2 SUB, PHASE Ir, 104 M.O.R. 64/66, 2-4-1987 sem- - • _ ._ .rd. - W �$'s 0' SCALE: 1 " = 4 / J / ' LOT 3 .BK 126/MAPS/PG 26 l< 42-61-52 N�4 57.17' 93.99 , S87°26'01"W --------- ---�--109_00` -- BIG .= 3; O cn w (" CA w r� A = 04°36'32" /V7555' 2."w R = 230.00' 92.44' A = 12'16'59" L = 18.50' R-. = 430.00' L= 92.18' -- - A1,71. 49 EXISTING BI WELL RIGHT-OF-WAY clr/ACO 4.14, PER BK 1737 O.R. PG ,279 SHOWN ON BK 104/MAPS/PG 31 PLAT TO ACCOMPANY FLOOD ZONE DESIGNA77ON DISCUSSION LETTER PREPARED FOR MR MICHAEL GALLI NorthStar CIVIL ENGINEERS* PLANNERS • SURVEYORS 20 DECLARATION DRIVE • CHICO, CAUFORNIA 95973 ENGINEERING TELEPHONE (916) 893-1600 FAX (916) 893-2113 S1LVtK I KGG , ivv PTN SEC. 28, T 22 N. R. l E. M.D.B. M. / I S 00005'39 80 156 "E I 224.05 45 M. - 47 46 �. 80 54 53 52FA 50 49 48 `° 55 0 32 N 31N 27 OlO28AC 56 0 340 33 - O O O 19AC sp 4� 9q.29 35 vi 20 �' .20AC - 19AC 8D 47.01 44 68 O23 46 7 ' .28AC 72 ~ 44.45 35.63 80 - g1. BRANDONBURY LN 23AC `2 93 AC 80.71 80 7 74 65.96 65 80 74 X48 4a 41 � 9� j? h� 43 Q 6 61 38 39 0 42 42'63 48 59 60 0 37 /6 .19 0 l7 !8 /9 0 20 = 2/ N 22 0 �\ 75- 39 O O co O - I7AC N 26AC h 73.36 58 38 .19AC 100 I7AC ISAC 81.01 O .24 AC � 74 128.36 57 ch 37 .23AC k B5 cc 74 54.87 to 166 36 O .19AC N 95 Z 36 l5 .17't 56 30 8 - .I7AC *110 V, ^�, 18 4l 62 9 73 73 5/ h O: 31 `-� .26AC °' 29 !0 .27 l0 65.34 O `n O 47 %6 P 42 63 35 /4 ,28AC O, Un .28AC �' 1.22AC O h - %y 88.44 "' 8-9.83 108.35 . l5 34 !3 .17 V 32 D ��0 28 M 165.33 I 43 64 / / „y O S /9 73"E v .26AC "� ,' .21AC I 108.42 !00 - O X03 S3 �O A o a 53 8 65 O J ¢i 33 /2 .23t 6A 27 a I - Q .l 44O Ki (L ►� O 6 51Ac cz ~ 6 Z 33 Q O I 4 108.54 .fig. � .26AC R .a 9 0 = x o 65 A 26 v 0 'tea O 42-58 - 5 `� V �• cv .29 45 66 �, 0 O 9 N 9 25 0 .21AC 2 3 52 4 9T O c 2 29 24 1O p�5 .51Ac ^Q O 00 FYI 80 23 J, Z5/ C93 A\ O � .51Ac I I2. 22 'oma al' NOTE: PARCELS 19 2 of PAIJJ3-90/92: o O .51Ac on Pott 3d .19AC PM 113- 90/92 I 2 5 WY0 .:: • -�' LOT 25 '6' 9 Assessor's Mop No -42-61 County of Butte,Colif. C EEK VIEW ESTATES /26M.O.R. 25127 6-25-92 L 1/4 REYiSED: 9-92 (4. -4-1987 SILVER TREE 2 SUB, PHASE SI, 104 M.O.R. 64/66, 2 _ - . -. Y � _tip• _ - - _ - _ _ - _ r rYE.�•�-�r�,-.n=.moi: � '�'+a' '4: �.� APO