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041-640-003
NOTES T RESIDENTIAL 041-640-003„ Y03-1191 ^ ADAMS, JEREMY PERMIT NO. 3572 LONNIE LN, PARADISE Cont: EGGERS BLDG INC. NEW S1NLE FAMILY r � � T s. yy. 7 Q i i h I. ;RI 4 SPECIAL CONDITIONS CHECKED BY ' - SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. 5. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER OFFICE COPY 1 Address GAS Date�� Meter By t ELECTRIC Dat Meter By ,/�,�% JOB FINALED Date t Signature J=OK 0 = Not OK .,= NotReadyable MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. 6. Gas; Location -Test -Wrap;-/ /" L 'ft. / P Nat. or/ /" L "ft./ P LPG 7. 7. Well Clearance & Disconnect 8. 8. Utility Clearance 9. 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 POOLS (Plans) OK except #'s 3. Gas; MH Test -Demand -Valve -Connector Setbacks -Easements 4. Electricity; MH Test -Crossovers -Breakers -Clearances Soils; Compaction -Structure Stability 5. Drain; MH Test -Fall -Flex Connector Pool Structure; Steel -Connections -Thickness Dead Men -Lining 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. 8. 10. Exits; Insp.-Sketch 9. 11. Cert. of Occupancy 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Enclosure; Fencing -Alarms Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) Date 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verifv #'s with Office Date Card B-1 Date Card B-1 Date Card B-1. Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams- Rftrs-Con nectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI, 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK 0 = NotOK Applicable = Not Applicable RESIDENTIAL . = Not Ready Date UND FLOOR (Plans) OK except #'s on i ng -Setbacks -Easements -Flood -Slope "ain; Soils-Elec. Grnd.-/I W'/" Ftg. Depth tg., Garage; Soils-Steel-Elec. Grnd.-//-�`/" Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth temwalls, Main; Steel-Blockouts-Wrapped 6. S-tert1walls, Garage; Steel-Blockouts-Wrapped Downs and Special Anchors 10 Q .6 rSlab, Steel -Wrapped 8. Psi rs-Fire lace Ftg.-Steel D.W.V.; Fall -Fitting -Test -2 Way C -Sewer T 10. UF, Gas Pipe; Size Anchor - ar Gas P g; Size Tes 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 Dat - - -67 Card B-1 Date Card B-1 Date' 1 Card B-1 Date Card B-1 Date PLUM G (Per it) OK except #'s 1 toV9aterHtr ent-Access-Combustion Air Baffle V.; Test Fittings & Anchor -Nail Protection 6 hower Pan; Test, First Floor -Tub Access 21. lqpKub & Shower, Second Floor -Tub Access 2 Gas Pipe; Sixe & Anchors 23. Fire Sprinkler; Test Date _ Card B-1 Date Card B-1 Date Card B Date Card B-1 Date ELEC ICAL (Permit) OK except #'s & Switches at Doors 26. Site Boxes & No. of Conductors Stapled 2R' R,pr6eVnstalled Close to Edge of Studs & C.J. 2 p. Ground made up w/Mech Fasteners -Bond Gas & Water 2 Ap ance Circuits in Kitchen onductor Size GFI 30� feed Wire Size/Z /ga. Cu -A.C. Wire Size/ /g r Al 31. -Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu r All Insulat d Neutral O Yes O No 32. ice -Riser Conductors & Ground Main Disconnect ui Clearances Panels-Motors-Mech. Equip. C thes Closet Light -Shower Light -Spa Light Smoke Detector Date Card B-1 Date Card B-1 Date Card B- Date Card B-1 Date MECHANICAL (Permit) OK except #'s .-A.C. Ducts Insulation & Support 3?0'V t Fan, xhaust above insulation C n sate Drain & Overflow, Size & Grade 39 nace-Vent Access -Comb. Ait-Return Air Vent 115 Outlet if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B Date Card B-1 Date FRA G ermit) OK except #'s Materials & Anchors & Braces -Plates -Sound Walls over Girders & Floor =� Q!Q �%p in Walls (rat proof) 4 Stops, Furred Ceilings -Stairs -Chasers -Tubs 40!Headers & Beams -Size & Bearing (Single & Dupl Date 4VCling. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rtng. 49. FipelflawTies or Type A Flue -Fireplace Throat Clearance 51.'drm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage ie Protection Framing -RC Channel 53. Pr Line Firewall & Openings t. Doors -One 3' -Check Garage 3rd Story, 2 Exits t tairs; Width -Headroom -Rise -Run -Landing -Fire Protection Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Pr tec 'on -Skylights -Plastic hear Walls; Naili race Interior/Exterior Wall Panels 6e Insulation -Walls -Ceilings 63. Infiltration -Walls -Win ws Date tt Card B-1 Date j417Y Card B-1 Date /_,2 . OL/ -Card B-1 Date Card B-1 65,2rno e Detector ; rnace Vents -clearance -Comb, Air -Connector - In rage; Above Floor-Ducts-Mech. Protection Bath Fixtures & Tub Access -Spa 6�r_EleqT6rn & Subpanel, Breaker Sizes & Labels 7 & Rails ire ace or Stove, Clearance -Hearth 7 utlets at Wood Panel, Int. & Ext. 79" KLFixt. & Appliance; Ground-Air-Gap-Cookinq Clearance 74!E�. utlets & Receptacles at Kit. Counter 715 -.,'Garage Fire Door; Swing -Landing -Closure 76. A.9-.Buct in Garage -Damper 7 tr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in ge; Above Floor-Mech. Protection 7 Ib. ec. & Mech. Equip. Listed for Location 7 e Receptacles in Garage (F.F.I.)-Romex Protection 8 ation-Foam-Looked in Attic d Rails & Deck Construction -Post Caps Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Cloafance Looked under Floor O Yes Epe"Following Instld./Drive O Yes O No/Walks O Yes O No/Planters O Yes O No 84. S co Brown -Finish . A.C-JJnit Disconnect, Electrical -Plumbing 8 e Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings �fef Well, Disconnect, Electrical, Plumbing 8 or Elec. Trim, G.F.I. Receptacle -Underground V lation Throughout House 9 Glass Protection 91 orrections from Previous Inspections (,(1) • 2. G est -Meters Tagged, Gas -Electric /` 5jr e Sewer Connected -C/O to Grade -HD Approval 95. Energy Compliance Certificate -Other Certificates Address Posted 96. Fire Sprinkler Date ` L 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: INTER -DEPARTMENTAL; MEMORANDUM 1 TO: BUILDIMNG DIVISION, O,ROVILLE FROM:t1lAENVIR. HEALTH, CHICO DATE: ts Il RELEASE ENV. HEALTH HOLD ON a .BUILDING FINAL FOR: OWNER NAME: SEPTIC: WELL: AP#:(iy ! D- ADDRESS/LOCATION: �-f a.� I A in i e, n Comments: e GVmemos/releasehold a APA 6 �� Certificate of Conformance Certificate 0 5 4 0 8 THIS IS TO CERTIFY that the glued laminated timber products identified with a collective mark of Engineered Wood Systems (EWS) were manufacture d in accordance with the applicable standards and associated specifications indicated below: ANSI Standard A190,1-1992, For Wood Products —Structural Glued Laminated Timber i NER-486 Glued Laminated Timber Combinations And "GAP" Computer Program For Determining Design Stresses 1 . AITC 117-93 — Manufacturing — Standard Specifications For Structural Glued Laminated Timber Of Softwood Species IT 13 HEREBY CERTIFIED that the APA EWS tiailemwKed structural glued laminated timber members were produced in a manufacturing facility subject to regular audits in accordance with the Engineered Wood Systems (EWS) 0iiality Assuranrp Frngram. Routine audits include inspection of the manufacturing process and evaluation of the in-plant!QA program with adequate sampling to verify conformance to industry standards for lumber grade and glueline bond quality. .i ,5'% )i' 18 i/�� �y t s- f , k, / 9% - %a lLa�t1\�lGq o�Q�9 W 0 Rare �(',°. : S SIAL �����A94nel�e by Thomas G. Williamson Executive Vice President ENGINEERED MOOD SYSTEMS is a ralalad corporation of AN — THE ENGINEERED WOOD ASSOCL4TION 7011 South 19th Streal • P.O. Box 11700 • Tacoma, WA 911611.0700 Toloohono: (237) res cc00 - rex N+umpor: (233) 606.720,: 1t . 4 LOERKE INSULATION CO., INC. INSULATION CERTIFICATE 35 � 2 LOnt nJ l E L p� E pA2a�5� d-� IESCRIPTION OF INSTALLATION .ROOF Material Brand Name Thickitess (inches) _ Thermal Resisftnce ( slue) CEILING Baft or Blanbet Type Fi6emlass Buts Brand Name Johns Manville Thickness (InThermal Resistance (R -Value) 3g Loose Fill Type , Fiberglass Brand Name Johns Manville Contractoft min. Insured we sq.Jb. Minimum Thic kneesInd. Marnrfak�mers installed per wpm toot too adtfeve Thermal Res�tance (R Val 3. EXTERIOR WALL Material Thickness Cnches) S k RAISED FLOOR Matww -EbwIlass Batts Thickness (inches b S s. SLAB FLOOR ! PERIMETER Material Brand Name __ Johns Manville Thermal Resistance (R Value) �q Brand Name - Johns Manville TherRai Resistance (R Value) Brand Name Thermal Resistance Perimeter Insulation nkfies) L FOUNDATION W Material Brand _ Thickness f s} _ . Therm Resistance (R Value) )ECLARATION %racerwowtheReg $Yaskw in W fhe Ce���ra �oranryk^A b �24,Part in Is Of of� on nil, iWicame. 2.3 • oL-+ LOERIE INSULATION CO., INC. ctor (Co. are Om ;oSnubbawctob (Co. erneNw,) er WEN— gr�ature, C3enera Cant�rac for � am�grw�rr 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 =s, o3-1 1�t 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 o completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. 0 S 0. G r( -e SS � 0ev 0 CC + 611 16-0 V/0& a —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 �zgmzl4d S 03- t11V 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. 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 Airv'e� �2;- 11q l 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 t ' office immediately. A 7- T L z9 7 Z clj9k-l' rL Ar 416 ' Date / d� ,/ // ! Inspecto J " REV 10/92 �1(,; 1 ,...3 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center DriveOroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev.12/96f. ' AP .. LICATION ANDPERMIT U2 1 ASSESSOR PARCEL NUMBER - ZONING BUILDING PERMIT OWNER Adams TE E SQ. FT. OCC. BUILDING VALUATION .OWNER'S MAILING DRESS PO Rox '9367 Orai-d-11a CA- 95,0665 3596 R 1 Q 878 11 15 804 00 CONTRACTOR'S NAME Ej:��zers Building Inc. 872-9750 TELEPHONE 266 41759.00 .94 359.00 CONTRACTORS MAILING ADDRESS PO Box 2395 Paradise CA 9596 9 CONSTRUCTION LENDER TFi,,plce LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Permit Fee $1-049200 Plan Checking Fee $681.85 BUILDING ADDRESS coo 3572 Lonnie Lane Paradise Energy Plan Checking Fee $ 23.00 PERMIT FEE $ LOT NO. SUBDNISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 1 7.00 2.4.00 Solar or heat pump water heater 1 23.00 Water piping 15.00 c Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: USE Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G W @20.00 PERMIT FEE $ 1 rZ. ELECTRICAL PERMIT Fling Fee 20.00 Main Service 20.AoR%ss 23.00 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 full force and effect. ,/ ! / License Class C SSS Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 20" To 1000A 46.00 NEW CONST. DWELLING OCCUP, OR ADDNS. ( a ACC. BMS. SO 3.5QF: 156.6( gESID. MULTI -OUTLET BRANCH CIRCUITS @7,50 POWER APPARATUS & SINGLE OUTLET CIR. Ex. Occup. OUTLET OR FIXTURES B @' Q Ex. Occup. ountDs'R=.DE,, 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 199.60 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. I have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. i e d My workers' compensaon In number are- Carrier J f. ,U Policy Number (The above sections need not be -completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith pl wftr o sions. w - / X ✓ v� Date _ o e5 'gnat o App icant - ❑ Ow Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. WHITE-D.D.S.-B.D.CANARY-ASSESS P OLDEN - P MECHANICAL PERMIT Fling Fee 20.00 Heating 1 35.00 Cooling 40.00 Hood 6.50 6.50 Ventilation GAS FIRE PLACE 19.00 PERMIT FEP _$M-300 Mobile Home Installation Fee Is Nergy Inspection Fee 1$4b.00 OCC CONST. TYPE TOTAL EE $ 2304.44 H D. FEES IMP CDF SUE ermit is hereby issued under the applicable provisions utte County Code and/or Resolutions to do work te v for high fees have been paid. r-By"l !� 03 DateReceiptNo. IT EXPIRES ON Q Date 'J0u.J/ C/ -. /fir COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENTtRVICU OUILDING DIVISION J�5- 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 ERMIT NC X219 616) i., APPLICATION AND PERMIT Asse'ssiaPARcaNUMBER „ /� ZD"ANO BUILDING PERMIT ADDRESS Jam+ �,` ♦ a / o- © ND ADDRESY� /) . NSTRUCTION LENDER ��/•J_� `� LENDER'S MAILING ADDRESS";, ARCHITECT OR ENGINEER _ LICENSE NL ARCMTECT OR ENGINEERS MAKING ADDRESS BuII.DING ADDRESS/)p.—/?n f J —yj rv-%TC,J ov"le-s GS I LOT NO..1-7 t SUBDIM IONS NAME �,- 60 �' Yr 1,2_ 0_4Ll I PARCEL MAP UI SEOFSTRUCTURE L 2n ASL— SF � Duplex ❑ Mobilehome ❑ Other sFErIFr TYPE OF WORK New �+ dition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: 'I�crm;} �et'�►�d 4 7g���� SjkA otay-'s. ou,car � ¢ 3. 8 5" Nt�'1�n�o co"u�%tr �lan�ow� �1 t514 5q SO. FT. Total Valuation • It �/[ Filing Fee $ Permit Fee S Plan Checking Fee S Energy Plan Checking Fee $ S PERMIT FEE _ PLUMBING PERMIT Each Trap Solar or heat pump water heater Water piping Each gas water heater or vent Gas piping system 1 - 5 outlets Building sewer Mobile Home I S I G I W 20.00 iling Fee 20.00 7.00 23.00 15.00 15.00 15.00 �(,C 15.00 S ,� @20.00 23.00 46.00 �� 20.00 Ex. Occup. OVTLV OR FDCMRES PERMIT FEE S ELECTRICAL PERMIT Main Service OOOv OR LESS Mobile Home Facilities 200A OR LESS Main Service 200A TO MDA NEW CONST: DWELLING OOCUP. OR ADDNS. A ACC_ BLOS- 20.00 iling Fee 20.00 7.00 23.00 15.00 15.00 15.00 �(,C 15.00 S ,� @20.00 23.00 46.00 �� 20.00 Ex. Occup. OVTLV OR FDCMRES tvii ' S0 OR Ex. Occup. � LNS.) E 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Wisc. Wirinq 23.00 PERMIT FEE I S /Y`? (PU MECHANICAL .PERMIT I Fling Fee 1 20.00 I Hood 11 6.50 1 (.* -S L W U IF PERMIT FEL S Mobile Home Installation Fee $ Energy Inspection Fee .$ ner TO AL FEE $ HAZ. I D. FEES I fMf I PWOCI I CDF This permit is hereby issued ✓nder the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By PERMIT EXPIRES ON Date _- /I I • `, , t1 � F 7 \, I �olt co COUNTY OF BU EPA' OF DEVELOPMENT SERVICES-BUILDING�DIV SION / ' 1 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER:mam�s ASSESSOR PARCEL NUMBER Q — to Proposed Building Use: Counter Technician. A Date: Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in ordef to appiy. EPo1.. Plot plans, 3 or 4 sets, signedty the preparer of the plans. ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. V3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ /4. Engineered truss details and layouts in duplicate. No faxes! ^R/5. Energy compliance design and supporting documentation in duplicate. ❑ 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. ❑ 7.. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The permit will be indexed and returned to the plan review line-up when required items are received. Date Received By ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ❑ 9. Plot plan and business license approval from the City of Biggs .................................... ❑ 10. Letter of intent for non-residential buildings......................................................:.. ❑ 11. Detached Accessory Building Form filled out by the owner ..................................... ❑ 12. Hazardous Material Form............................................................................... _ ❑ 13. Other F " R in items needed to issue the permit. (May require additional plan review upon receipt oft e f Ilowing items.) 4. Fees as shown on the attached Schedule of Fees Due Sheet ....................................... lq 0/0 O.g. Statement of Intent for Non -heated and A/C Buildings .................................. 1.1..i....C.•O,. f , I F No 16. Sanitation and plot plan approval from the Environmental Health Department in Ct S Zq 1'Y 1.7. City of Chico Plumbing permit ......................... -K:.................. l California Department of Forestry plan approval O paid. Sent. by:� J� r • '... � 1 19. Planning approval for (A) Use: oi< (B)Parking: (C) Parcel Check: L4 ❑ 20. Contact Land Development about ❑ Improvements, ❑ Drainage ............................... 221. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). e5. Pre-Inspection for required ................ Contractor's license information. (Number, Name Style, Classification) ...................... Worker's Compensation Carrier and Policy Number ............................................. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... �. El 6. Letter of Signature authorization............................................................%.. 7. Recorded copy of Agricultural Acknowledgment Statement ...................�9!. ID 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits......................................................... ❑ 30. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 31. Other: When issued Telephone andr�1cJ'f9r p�i3ck�p6��s o�� p/k /��� f -o h E I have been informed f -t a above i s aVrequirements for obtaining a buildin perriiit. W E T S lel Applicant: v � Date: 'ke7� 1. Index permi 'application for the above items numbered: Plan Check Letter 2. Additional items required - Contractor, designer, owner, was advised cf the above data by phbne, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by El phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: _ Date: 6 ' Plans approved by: Date: I Structural reviewed by-�f &--I 'I Date: I Structural approved by: Date: Note transfer by: Date: Yellow: Building Division COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHOr"' """' '"" ""' _ SCHEDULE OF FEES DUE OWNER PROPO ED BUILD ING USE 1. BUILDING PERMIT FEES Balance Due ....................... $ Additional Fees Due ................. $ Additional Fees Due ................. $ Revised Plan Checking Fee .............$ _ 2. C OOL DISTRIC FEES G t c ce) lab c ...S RIFF FEES (paid at Building ision) /1 Residential ...................... x $360.00 = $�- (63 Units Commercial (sq. ft.) ............... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES (paid at Building Division) Residential ................... -x- # Units Amt. Commercial (sq. ft.) ............ x Sq. ft. Amt. 5. RECREATIONAL DISTRICT FEES (paid at District Office) (Available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7.. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER 3 At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan ecking process. APPLICANT DATE Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Buiding Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 6/00) August 27, 2003 County of Butte -Final CHECK Jurisdiction Appl. No.: 03-1191 LP2A Job No. 203015-010 Mr. Michael Vieira County of Butte Department of Development Services 7 County Center Drive Oroville, CA 95965-3397 Phone: (530) 538-7541 Fax: (530) 538-2140 Re: Plan Review: Adams SFD Dear Mr. Vieria: Linhart Petersen Powers Associates (LP2A) has completed a final review of the following documents: 1. Plans: One (1) copy plan sheets 1 through 7-13 (8 sheets) title sheet dated February 22, 2003 by Jodi Bargsten. Latest revisions not noted. j 2. Structural Calculations: One (1) copy, dated' April 22, 2003 by Vertical Technology Engineering. Amended 8/8/03 3. Title 24 Energy Compliance Documentation: Two (2) copies dated March 17, 2003. Note: Floodplain Mitigation Measures and/or comments will be reviewed by Butte County. These documents were reviewed only for their conformance to the 2001 California Building, r:p Plumbing, Mechanical, and Electrical Codes. NOTE THAT THERE ARE NO FURTHER IT COMMENTS. Enclosed for your used are the above documents bearing the LP2A approval stamps on appropriate sheets. Let us know if you have any questions. Thank you. Sincerely, LINHA T PETERSEN POWERS ASSOCIATES Jer riffin I.C.B.0. Plans Examiner jg:rs enclosures is\pendi ngplanreview\butte\203015-010.doc 12 LINHART PETERSEN POWERS ASSOCIATES 7610 Auburn Boulevard. • Citrus Heights, CA 95610 (916) 725-4200 • FAX (916) 725-8242 • Toll Free (877) 235-0653 y Fu BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District WY, Building Department No. A.P. Number V Ll / r v Jurisdiction: CityCou Property Owner �/� !�-/ly�`'v! C S/1 /I_ 0614 /F!/t/U Property Subdivision Lot No. C,�� - / 1-1, � ' Residential Development EZ :................................................................................................................... Sq. Footage DL No'of Living Mobile Home Addition/ 'Supplemental to (Group R) Units Installation Conversion Permit # /'(No foundation inspection); 6, Commer lal/Industrial I Building Department Representative Sq. Footage (Including Exterior Roofed Areas) Date moorrians reviewea oy Jcnooi uistrict rersonneu District Identification No. 040052 ' School District certifies that (Applicant) (Street Address) hone Number) RVAL �%-i (City) [ (State) (Zip Code) ( has complied with the requirements of Resolution No. 1`�G - Je)(3 by payment of $ representing j _square feet. AB 2926 $ FULL MITIGATION $ t School District Representative U Date 1 Paid by Check # ' Remarks: Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 660201a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQAI, this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xls (10/98)dmm t Response to Structural Plan Check Adams Residence Plan Review No. 03-1191 Response to plan check items: Al.-Al8.) By others. S1.) S2.) S3.) See revised plans. RECEIVED AUG 2 5 2003 See revised plan and attached revised calculations. . See revised beam layout, page 17 of calcs. Page 1 of 1 S4.) See revised beam layout, B 19 was designed for span of 15' though plan showed post midspan. Beam revised to show capacity of carrying 70 sq. ft tributary area of roof load via indiscriminant purlin bracing to wall above B19 S5.) See revised plan for added posts at each end of B29 which was designed for length of 13'-6" though supported at 10' due to post to roof to support roof beam framing, therefore design is conservative. Beam 31 is a header which will be supported by trimmers, rxn is 1073#, 2x4 typ ok. S6.) These members are supporting wall lines above for deflection control, see revised plans for post locations at ends of beams. ST) See attached revised calc for B9 with support at midspan, (added since original calc) 6X8 OK. S8.) By others. S9.) Shear wall stability is checked for shortest wall segment on page 15 of calcs. S10.) See revised shear wall calculations. No braced wall panels were used in the lateral design, any braced wall panels shown on plan are in addition to the lateral force resisting system required by the calculations and add much appreciated redundancy to the system. Note, shear wall with opening at grid C has been eliminated from the calculated LFRS and is sheared only as "belts and suspenders". S 11.) See response to Item S 10. S12.) See response to Item 10. S13.) .Perforated shear walls were not used as part of the designed LFRS, only to supplement and provide a conservative structure. VerTech Engineering 383 Rio Undo Ave., #200, Chico, CA 95926 (530) 899-8716 fax (530) 899-1102 Response to Structural Plan Check Page 2 of 2 Adams Residence Plan Review No. 03-1191 S14.) See revised plans. S15.) See revised plan for GLT3 hanger. S16.) By others. S17.) By others. VerTech Engineering 383 Wo Undolve., #200, Chico, CA 95926 (S30) 899-8716 fax (530) 899-1102 PROJECT_ ms ENGINEER AJ' VERTECH ENGINEERING ^7 J PAGE T DATE O t Project: Adams Location: Beam 19 Beam Design Program VerTech Engineering Date: 8/8/03 Xp P Wt Wu Lmaln Lc ant R1 R2 s4 LMAIN 15 ft El Apply Special Seismic Load Cases? DL RLL Wu (psf) 15 0. Wt (psf) 0 0 P (lb) 1120 1120 at XD- 7 ft LCANTILEVER 0 ft ❑ Graph Values? ID Beam Shear at d from face? JFILL SL EQ M- 40 0 0 0 0 0 0 0 0 0 0 0 Section Loc 7,5 ft Beam E 2250000 psi Beam 1 738 MA4 Seg Loc Stp 1 ft Size IT Step 0.5 in Deflection Live Load Total Load Limit (U) 360 240 Unbr. Len 2 ft Beam Width 5.125 in Beam Height 12 in 24F -V4 Glu -Lam - —� CD 1.25 CM 1.00 Ct 1.00 CL 1.00 CF 1.00 Cv 1.00 Cfu 1.00 Ci 1.00 Cr 1.00 Cc 1.00 Cf 1.00 CH 1.00 Active Section Location Envelooe Max Min M (ft-lbf) 25336 8137. V (lbf) -470 -1045 Defl (in) -0.19 -0.59 R1 (lbf) 5860 1767 R2 (Ibf) 5711 1699 Cant Defl (in) 0.00 0.00 LL Defl (in) -0.38 Envelooe Notes: None Fb Fv 128 psi Fv' 238 psi LL Defl 0.38 in Allowable 0.50 in Max Min M (ft-lbf l 25781 0 V (lbf) 5238 -5089 Defl (in) 0.00 -0.59 LL Defl (in) 0.00 -0.38 Notes: None Fb Fv 128 psi Fv' 238 psi LL Defl 0.38 in Allowable 0.50 in 2515 psi Fb' 2989 psi TL Defl 0.59 in Allowable 0.75 in O Include Self Welght? Trib Width - 11. ft 0 ft Check Beam Size Beam y LIM Beam Sizer Design Program .. VerTech Engineering Project: Adams Date: Location: B9 Revised ❑ Valley Beam Slope of roof 12 :12 Select Beam Width 5.5 in Dead Load 20 psfFDL ❑ Round Member Live Load 20 sf p #1 ❑ Horiz. Member TULL Defl. Criteria (U) 240 360 Fb' 1687 psi Length of Beam 8 ft Fv' 106 psi Width tributary to beam: 6 ft Unbraced Length 0.5 ft Height Required 5.7 in CD 1.25 CF 1.00 A Req'd 14 in"2 CM 1.00 Cv 1.00 S Req'd 16 in^3 Ct 1.00 Cfu 1.00 1 Req'd 83 in"4 Cf 1.00 Cr 1.00 Controlling Design Deflection CH 1.00 Cc 1.00 CL . 1.00 Fbe= 302630 le= 1.0 RB= 1.5 Fb*= 1688 Total Uniform Load 289.706 plf Mmax 2318 ft -Ib Vmax 1022 lb Shear at d from face? EI Req'd 133 *10^6 #-in"2 ENGINEER 4WECT ENGINEER PA, V E*RTbDH ENGINEERING DESIGN OFLi I h�-� , L 777 'ID DATE `rb p M `rb VerTech Engineering Project: Engineer: Design of: Shear Walls Framing Page: s Date: Panel Shear Walls Resistive A35 Sill Lateral Wall Attachment Attachment Load Length Length Length Load/ft Edge Nail WallIS.bs1 ift1 L1 ulib/ft1 in A R . 3141 13.75 .13.75 13.75 228 `A" A,2 4876 18.75 18.75 18.75 260 4" B R 4188 19.25 19.25 19.25 218 6" B,2 6807 19.25 19.25 19.25 354 4" C R 1885 17 17 17 111, 6" C 1 2602 6.5 6.5 6.5 400 ' 3" D 3402 9 9 9 378 4" 1,R 3375 14 14 14 241 6" 11 6458 18.5 18.5 18.5 349 4" 2 1512 8 8 8 189 6'' 3,R 4607 11 11 11 419 3" 31 7828 15 15 15 522 2" 4 1512 4 4 4 378 4" f , VerTech Engineering Project: Engineer: Design of: Shear Walls Stabili a Page: Date: Overturning Overall Resistive Gravily OT OT ffyqhtina Net Length Length Load Height Moment Moment /D Wall (ft) (ft) (lh/ft) (ftl (ft -IM MUM A, R 3.75 3.75 250 9 7709.73 1757.813 1634 A 2 3.75 3.75 250 15 14628 1757.813 3479 B R 9.75 9.75 250 9 19090.8 11882.81 861 13,2 9.75 9.75 250 12 141372.4 11882.81 3146 C R 17.00 17.00 250 9 16965 36125 =915 C,1 3.50 3.50 250 9 12609.7 1531.25 3209 D 4.50 4.50 250 12.5 21262.5 2531.25 4219 1,R 14.00 14.00 250 9 30375 24500 595 1,1 12.00 12.00 '250 9 37700.8 18000' 1792 2 8.00 8.00 250 12.5 18900 8006:' 1463 3,R 7.00 7.00 250 9 26385.5 -6125 2982 31 7.00 7.00 250 12 43836.8 6125 5475 4 4.00 4.00 250 12.5 18900 2000 4275 Design of : Shear Walls Stabili Segment Segment OT Righting Net Length Height MMT MMT M/D Wall (ft) (ft) (ft -1h) (ft-Ih) AM .9 10�20559 00 1 • �aeae� e��ae® Beam Design Program Ver.Tech Engineering Project: Adams Date: 8/8/03 Location: Beam 35 Xp 4 ft Beam E 1900000 psi Beam 1 244 in^4 P 1 ft Size IT Step 0.5 In . Live Load Total Load Wt 360 240 Unbr. Len 2 ft Beam Width 1.75 in Beam Height Wu • LL Defl (in) -0.04 R1 Lmsln Lcint R2 WAIN 8 ft ❑ Apply Special Selsmlc Load Cases? DL RLL Wu (psf) 20 0 Wt (psf) 0 0 P (lb) 600 1200 at Xp= 2 ft LCANTILEVER 0 ft ❑ Graph Values? CO Beam Shear at d from face? LL SL Ems(, WL 40 0 0 0 0 0 0 0 0 0 0 0 Section Loc 4 ft Beam E 1900000 psi Beam 1 244 in^4 Seg Loc Stp 1 ft Size IT Step 0.5 In Deflection Live Load Total Load Limit (U) 360 240 Unbr. Len 2 ft Beam Width 1.75 in Beam Height 11.875 in . Mi rolam LL Defl (in) -0.04 CD 1.00 CM 1.00 Ct 1.00 CL 0.94 CF 1.00 Cv 1.00 Cfu 1.00 Ci 1.00 Cr 1.00 Cc 1.00 Cf 1.00 CH 1.00 Active Section Locatlon O Include Self Welght? Tdb Width 1 ft 0. ft Check Beam Size Beam; Envelope Max Min M (ft-lbf) 2326 726 V (lbf) -135 -450 Defl (in) -0.02 -0.06 R1 (Ibf) 1613 498 R2 (lbf l 713 228 Cant' Defl (in) 0.00 0.00 LL Defl (in) -0.04 O Include Self Welght? Tdb Width 1 ft 0. ft Check Beam Size Beam; Envelope 903 psi Fv 112 psi Max Min M (ft-lbf) 3095 0 V (lbf) 1547 -647 . . Defl (in) 0.00 -0.06 LL Defl (in) 0.00 -0.04 Notes: None Fb 903 psi Fv 112 psi Fb' 2447 psi FV 285 psi TL Defl 0.06 in LL Defl 0.04 in Allowable 0.40 in Allowable 0.27 in Beam-,Size'r'D6sign ro fram VerTecii Engineering Project: Adams Date:: 8/8/2003 Location: B11 Revised ❑ valley Beam Slope of roof.':0 :12 Select Beam Width,;. ,,•:.,. 3.125 in Dead Load Live Load 438 sf„ 498 psf F2�4W Glu -lam , O Round Member TULL Defl. Criteria ib)" 240 360 Fb' Horiz. Member 2394 psi Length of Beam 12.5 ft Fv' 190 psi Width tributary to beam: 1 ft Unbraced Length 0.5 ft Height Required 13.3 in CD 1.00 CF 0.99 A Req'd 38 in^2 CM 1.00 Cv 1.00 S Req'd 92 in"3 Ct 1.00 Cfu 1.00 1 Req'd 457 in^4 Cf 1.00 Cr 1.00 Controlling Design Bending CH 1.00 Cc 1.00 CL 1.00 } Fbe= 46958 le= 1.0 RB= 4.1 Fb*= 2373 Total Uniform Load 936.000 plf Mmax 18281 ft -lb Vmax 4815 Ib O Shear at d from face? El Req'd 823 *10"6 #-in^2 = . ' SITE PLAN REVIEW APPLICATION Date: AP# O `i 1— Coy Permit Number (if applicable) APPLICANT INFORMATION . Parcel Size: 12-9 Q (- Owners Name: A VY-) i psH a Owners Address: Telephone No.: Situs Address: Proposed Use: n0 GC>x 02.(' V ILi9 GA 9S9b�o CIO Y21n C__M fL 9-7 S0 '35 � 2 LO►�N� � tom_ Residential ® New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer • ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other ❑ Septic ❑ Agricultural Exempt Building ❑ Other: ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well Brief Explanation (if necessary): DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) ❑ Approved Conditionally Approved ❑ Resolve Problems Prior to Approval • Site Plan Stamped Approved By Date Page 1 of 5 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) ® SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) • Flood Zone: • Flood Panel No.: os-� 5 C-1 Index Date: 6-6—%s ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance --------------------------------------------- — ------ — - — -- -- --------------------------- ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement • Zoning: Py 1I Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. • Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front SO Side 3� Side Street Rear 3 Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. • Page 2 of 5 Applicable Development Fees: Standard Fees Amount Formula • ❑ Fire ❑ 'School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area = Road ❑ Thermalito Drainage Area ❑ Thermalito Urban Area _ ❑ Other ------------------------------------------------------------------------------------------------------------------------- Subdivision Map Special Fees ❑ Water Tender ❑ ;Road Improvement ❑ North Oroville Area ❑ Other (per map) * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. • Parcel Created By is , Date of Creation: Legal Access Provided: El No El Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger . ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements i------------------------------------------------------------------------------------------- Page 3 of 5 r,-, O - Subdivision Map/Parcel Map: ` P61 ^:3 O Map Date of Recording: `�= 2ci —� Lot. 2.i Book: 13'S ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: M Page: 616q Parcel Map/Subdivision Map/Use Permit Conditions ® Comply with the following Conditions of ApprovaL• q-rrAC-H ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. • ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan • must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for road maintenance, and stop sign maintenance. 07 Page 4 of 5 is • Department ®f Development Services Building Divisi®n 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Residential Constructi®n Requirements IMPORTANT . This set of plans and specifications MUST be kept on the job site at all times and it is unlawful to make any changes or alterations on same without written permission from the Building Division, County of Butte. All materials and workmanship shall be in accordance with recognized good practices and of a quality prescribed for the specific use in the 2001 Califomia Building Code (1997 U.B.C.), 2000 California Plumbing Code (2000 U.P.C.), 2000 California Mechanical Code (2000 U.M.C.), and the 1999 National Electrical Code (1999 N.E.C.) The following items are separated into two categories (general and specific). The "general" items are for your reference and are not specifically called out on the plans by the plans examiner. These items MUST be complied with, if applicable, and it is the builder's responsibility to comply. The "specific" items have been keyed to the plans. If an item is inadvertently left out or missed, it does not relieve the builder of any responsibility for code requirements, general or specific. GENERAL REQUIREEM ENTS • Guest rooms and habitable rooms shall have natural light equal to 10% of the floor area and natural ventilation equal to 5% of the floor area (Sec. 1203, U.B.C.) • Provide required room dimensions and ceiling height. (Sec. 310.6, U.B.C.) • Provide lights, switches, and receptacles for maintenance of mechanical equipment. (Sec.306, U.M.C.) • . Approved vent and adequate combustion air for gas water heater and/or furnace. (Ch. 7& Ch. 8, U.M.C.) • Provide minimum one 3'-0" exterior door. (Sec. 1003.3.1.3,U.B.C.) • Provide adequate clearance and type A flue for fireplace/woodstove. • All stairways to comply with U.B.C. section 1003.3, for rise,.run, headroom, width, landings and handrails. • Hallways to be minimum 36" wide (U.B.C. 1004.3.32). • Underfloor access and ventilation per Sec.2306.3 & 2306.7, U.B.C. • Attic access and ventilation (UBC section 1505). • Provide approved flashing at all exterior openings. • Provide 18" platform for appliances/equipment in garage capable of producing a flame, spark or glow. • Provide protection of appliances in garage from vehicular damage. a Closet lights per N.E.C. Article 410-8. ro, P-rovide ce t ficates of conformance for all glu=lim beams: 7 • Provide approved spark arrester at all chi_mneys/type"A"_flues "Provide'/Z"x'10" anchor bolts @ 6' o.c. max and within 12" of all joints. Provide 2"x 2"x 3/16" steel plate washer @ each - bolt. (Sec. 1806.6, U.B.C.) Foundations with stemwalls shall be provided with a minimum of one number 4.bar at the top of the wall and one number 4 bar at the bottom of the footing. (Sec. -1806.7. 1, U.B.C.) o Slabs -on -ground with turned -down footings shall have a minimum of one number 4 bar at the top and bottom (Section •`� 1806.7.2, U.B.C.) • Guardrails to have minimum 36" high top rail, with intermediate rails spaced that a 4" sphere cannot pass through (Sec. 509, UBC) Page 1 of 2 Owners Name: Building Permit Number: Plans Examiner- Mvr-, 22 .02 '12:32p Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Residential Construction Requirements IMPORTANT This set of plans and specifications MUST be kept on the job site at all times and it is unlawful to make aiiy ghanges or, alteratioms on same without. written_permission_fr-oni-the Building -Di -vi -sign. County of Butte. All materials and, workmanship shall be in accordance with recognized good practices and of a quality prescribed for the specific use in the 1998 California Building Code (1997 U.B.C.), 1998 California Plumbing Code (1997 U.P.C.), 1998 California Mechanical Code (1997 U.M:C.), and the 1998 California Electrical Code (1996 N.E.C.) The following items are separated into two categories (general and specific). The "general" items are for your reference and are not specifically called out on the plans by the plans examiner. These items MUST be complied with, if applicable, and it is the builder's responsibility to comply. The "specific" items have been keyed to the plans. If an item is inadvertently left out or missed, it does not relieve the builder of any responsibility for code requirements, general or • specific. GENERAL REQUIREMENTS • Guest rooms and habitable rooms shat l have natural light _equal _to 10% of the floor_ area and -- ""---"" - naturafi ventilation equa to3°7o of the floor -area (Sec. 1203, U.B.C.) • Provide required room dimensions and ceiling height. (Sec. 310.6, U.B.C.) • Provide lights, switches, and receptacles for maintenance of mechanical equipment. (Sec.306, U.M.C.) • Approved vent and adequate combustion air for gas water heater and/or furnace. (Ch. 7& Ch. 8, U.M:C.) • Provide minimum one 3'-0" exterior door. (Sec. 1003.3.1.3,U.B.C.) • Provide adequate clearance and type A flue for fireplace/woodstove. • All stairways to comply with U.B.C. section 1003.3, for rise, run, headroom, width, Iandings and handrails. • Hallways to be minimum 36" wide (U.B.C. 1004.3.3.2). • Underfloor access and ventilation per Sec. 2306.3 & 23 06.7, U.B.C. • Attic access and ventilation (UBC section 1505). • Provide approved flashing at all exterior openings. • Provide 18" platform for appliances/equipment in garage capable of producing a flame, spark or glow. • Provide protection of appliances. in garage from vehicular damage. • Closet lights per N.E.C. Article 410-8. Page 1 of 3 Owners Name.- Building ame:Building Permit Number: Plans Examiner: Linda Simpson 2 Mar 12.:02: 12:32p • Provide certificates of conformance for all glu-lam beams. • Provide approved spark arrester at all chimneys/type "A" flues. • Provide''/2"x 10" anchor bolts @ 6' o.c. max. and within 12" of all joints. Provide 2"x 2"x 3/16" steel plate washer @ each bolt. (Sec. 1806.6, U.B.C.) • Foundations with stemwalls shall be provided with a minimum of one number 4 bar at the top of the wall and one number 4 bar at the bottom of the footing. (Sec. 1806.7.1, U.B.C.) • Slabs -on -ground with turned -down footings shall have a minimum of one number 4 bar at the top and bottom (Section 1806.7.2, U.B.C.) • Guardrails to have minimum 36" high top rail, with intermediate rails spaced that a 4" sphere cannot pass through (Sec. 509, U.B.C.) • Ven6er per Ch. 14, U.B.C. - - - Exterior plaster= weep screecfis (IIB. -C. section 250e 5), Skylights per Sec. 2409 & 2603.7, I,1.B.C. • Protect plastic foam insulation per Sec. 2602.4, U.B.C. • Ground fault protection shall be required in all bathrooms, garage, kitchen, wet bar, and exterior receptacles (NEC 210). • Electrical, mechanical, and plumbing construction (not plan reviewed) shall comply with the current editions of the National Electrical Code, Uniform Mechanical Code and Uniform Plumbing Code. • Minimum water closet clearances of 15" from its center to sidewall and 24" front clearance ` (U.P.C. 408.6). • Minimum shower compartment size of 1024 sq. in, & 30" circle (U.P.C. 412.7). • Provide plumbing fixtures, water closet clearances and shower sizes per U.P.C. �1 SPECIFIC REQUIREMENTS Provide -- -- safety glazing in all hazardous locations (U.B.C. section 2406). - 2- Garage firewall separation - required on garage side, including supporting walls'and posts (U.B.C. section 302.4 exception #3). 3. Install smoke detector's as per the requirements of U.B.C. section 310.9.1. 4. Special roof covering required, class B minimum. 5. Provide 2 separate exits from the third story. (U.B.C. section 1004.2.3.2 exception #4). 6. Every bedroom shall have at least one operable window or door. Windows shall have a minimum net clear openable area of 5.7 square feet. Additionally, the window shall have a .minimum net clear openable height of 24" and a minimum net clear openable width of 20". The window sill height shall not be more than 44" above the floor (U.B.C. 310.4). • COLOR CODE USED ON PLANS Blue = Engineering Pink = Firewall Green = Braced wall panels Yellow = Important Page2 of 3 Owners Name: Building Permit Number: Plans Examiner: Linda Simpson p.3 Mar, 22 N62:: 12:32p " C©liiClPLY WITH ITEMS INDICATED BELOW ❑Your parcel lies within a designated 100 -year flood plain. Finish floor, electrical, H.V.A.C. equipment and services shall be a minimum of one foot above the elevation shown on the attached Flood Elevation Certificate. A Post Flood Elevation Certificate will also be required Note: We will normally accept the following as compliance with the flood elevation ----------------requi-rernents--:--------------------------------- 1. Building is anchored to concrete stemw all system with conventional anchor bolts. 2. Building plate on top of stemwall to be one foot or more above the 100=year flood elevation. (Plate height less than 24" above grade, or engineered design required). 3. Electrical, heating, ventilation, plumbing and air conditioning equipment and facilities located above the plate: 4. At least 2 openings in exterior walls, located on opposite or adjacent walls with a total net area of not less than 1 square inch for every square foot of enclosed area. 5. The bottom of the openings shall be no higher than 1 foot above grade. 6. The openings may be screened or covered with other devices that will permit automatic entry and exit of floodwater. • ❑ Fire sprinklers are required in this structure. ------------- ❑ This parcel is located within the California Department of Forestry and Fire Protection area. Compliance with the attached CDF fire safe requirements will be necessary. ® All structures and equipment including overhangs shall be clear of all easements. A setback of _' from the side and 'from the rear property lines and 20 feet (25 feet if Federal Aid Route) from the edge of the right of way shall be clear of structures and equipment except for a 2 foot overhang. ■ Expansive soil may be encountered on this site. This condition may require the foundation to be designed by a California registered engineer or licensed architect. Page 3 of 3 Owners Name: Building Permit Number.- Plans umber:Plans Examiner: Linda Simpson p.4 FEES T/M 75 PER HOUR STRUCTURAL ONLY COMPLETE ❑ CITY INDICATES ON TRANSMITTAL INVOICES SENT: ❑ After First Check ❑ After Approval BILLING DEPT ADDRESS: 7 County Center Drive CITY/STATE/ZIP Oroville, CA 959+65-3397 LEVEL OF PC EXPECTATION ❑ Easy El Basic ADDITIONAL INFO 7/18/03 -Notes from Michael Vieira BILLING Michael Vieira CONTACT: COPIES NEEDED: PO NO: ❑ Difficult ❑ High Quality If a floor elevation certificate is included, review plans for proper elevation as indicated. . send only approved plans'and forms along with Butte County General Construction Requirements and Check list at final. 3. Everything on the Butte County Check list can he redlined on the plans at approval, i.e.-egress, smoke detectors, GFI, lighting, etc. You cn put the item number on the plans as reference. 4. Electrical -They do not check circuiting 5. Plumbing -Check for fixture locations, clearances and approved materials, do not check schematics 6. Mechanical -Check appliance locations and.required ventilation 0 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION .Rev. 13&0-. 7 ,County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 APPLICATION AND PERMIT ERMIT NC SORPARCEL NUMBER �/ 20.0`!0 01-D ZOM1'O BUILDING PERMIT R 46.00 TEI.FYNOHE SO. FT. OCC. BUILDING VALUATION KtW CONS]. MULTI -OUTLET 40WRFS10. ADD �YJ V 1 A1CTORT NAME APPAR47US aPsOWER DNeLE ounET ua 14 Ex. Occup. OVT ET OR FIXTURES O NO ADDRE..� 7 /�nt PPLNS ° Ex. Occup. o,SA 11 5.00 NSTRUCTION LENDER Temporary Service Fireplace LENDER'S MAKING ADDRESS 20.00 Total ValUatlon S 23.00 ARCH RECi OR ENGINEER LICENSE NO. Filing Fee S 20.00 Permit Fee • • S ARCWTECT OR ENGINEERS eun DwGADDRESS MARING'ADDRESS Pian Checking Fee $ Energy Plan Checking Fee - S 1 mT cLaic<, GS i ' PERMIT FEE $ LOT No.. � SU_ ` t I Z_2�-QL 7 PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 SF Duplex ❑ USEOFSTRUCTURE Mobilehome ❑ Other , —9 ,t� SPECIFY Each Each Tra 7.00 „CIL Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New k-40dition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: Gas piping system* 1 - 5 outlets 15.00 Building sewer15.00 S Mobile Home IS G W @20.00 PERMIT FEE _ .ou ELECTRICAL PERMIT Fling Fee 20.0`!0 Main Service = on LLss 23.00 Main Service 20" To 1000A 46.00 NEW CONST: DWELLING OCCUP, OR ADDNS. A ACC. eLDS. SD I 3.5¢FT. KtW CONS]. MULTI -OUTLET 40WRFS10. @7.50 APPAR47US aPsOWER DNeLE ounET ua Ex. Occup. OVT ET OR FIXTURES 20 Cyq 1.00 SAL O .50. PPLNS ° Ex. Occup. o,SA 11 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE _ '-J. U MECHANICAL PERMIT Fling Fee 1 _20.00_ 6. WY r PERMIT FES I S • LJCJ Mobile Home Installation Fee $ Energy Inspection Fee $ 0. CV7 r cc coral. Tree TO,TAL FEE $ KA.Z. D. FEES FV CDF a q KD i 6SJE 1 This permit is hereby issued L(nder the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON (De l0 Lo AP NO.: 041-640-003 DATES: 04/24/03 1 11 County Butte 00°TT E t` OWNER: James Adama Phone: 1of Natasha Adams Phone: r O1ri!Vt O Department of Development Services P.O. Box 6367 Phone: � MAIL DU N� Building Division ADDRESS: 7 County Center Drive Oroville CA 95966- Email: Eggers Bldg. Inc. Phone: (530 872-9760 Oroville, CA 96965 P.O. Box 2395 Phone: CONTRACTOR (530) 538-7541 Paradise CA 95967• Email: Phone: �" .•, v ARCHITECT OR Y ENGINEER Lic No.: PERMIT NUMBER: 03-1175 Email: SITE 3572 Lonnie Lane Mntn Oaks Estates Phone: _ APPLICATION AND PERMIT CA I Email: ADDRESS: ZONING LOT 27 BLK MAP I BKPG Flood: X, 0575C 135-60164 12.29-94 SRA Yes ACRES 0.29 SNOW LOAD I OTHER: USE o F o H Other: ❑Dplx TYPE OF New Addn Rmdl Utlts Instln WORK o ❑ ❑ ❑ ❑ Other DESCRIPTION - LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penality of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class License No. 1= OWNER -BUILDER DECLARATION I hereby affirm under penality of perjury that I am exempt from the Contractor's State License Law for the following reason: I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason: Reason: •WORKERS' COMPENSATION DECLARATION I hereby affirm under penaty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: ❑ Carrier: Policy Number: This section need not be completed if the permit is for one hundred dollars $100 or less). ❑ 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 worker's compensation provisions of Section 3700 of the Labor Code I shall forthwith comply with those provisions. WARNING: FAILURE TO SECURE WORKER'S COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY ❑71hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued. s Name: s Address: I certify that I have read this application and state that the above information is correct. i agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to enter upon the above-mentioned property for inspection purposes. Signature of Applicant Date ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. PERMIT EXPIRES ON: Date Date Page 1 of 2 UAP NO.: 041-640-003 1 DATES: 04/24103 SITE 3572 Lonnie Lane (Mntn Oaks Estab 0 CA OWNER: Adams - Phone: 0 ADDRESS: r M VALUATION CODE SOFT ' SBQ FT VALUATION ELECTRICAL PERMIT O .4 4, rage l of 2 R-3 R 3596 $54.00 $ 194184.00 Filing 1 $ 20.00 1 S 20.00 U 878 $18.00 $ 15 804.00 Main Service COV 366 $13.00 $ 4.758.00 600V or less/200A or less 1 $ 23.00 1 $ 23.00 O 194 $7.00 $ 1,3 8.00 200+A to 1000-0 $ 46.00 S $ New Construction or Additions Roofing x 0 s .ft. 0 S 60.00 $ Dwelling Occupied 8 Accessory Bld s T4474F$ 0.035 $ 156.59 Fireplace I A/0 I I M I 1 0 $ New Construction Non -Residential TOTAL VALUATION $ 216,104.00 Multi.Outlet Branch Circuits $ 7.50 $ PERMIT FEES QTY FEES Power Apparatus 6 Single Outlet Circuits $ Filing 1 $ 20.00 $ 20.00 Existing Occupied Permit Fee 1 S ' $ 1,049.00 Outlet or Fixtures 1-20 $ 1.00 $ Permit Fees Mobile Homes @ 112 Fee c".. 'r'�" . ' $ Outlet or Fixtures 20+ $ 0.50 $ Plan Check @ 66% Permit Fee -' $ 681.85 Fixed Appliances or Outlets (Res) ea. $ 5.00 $ Plan Check Minimum/Mobile Home State Approved Plan $ 23.00 $ Temporary Service $ 23.00 $ Revised Plan Check $ 46.00 $ Moble Home Facilities $ 20.00 S Energy Plan Check Commercial: 4000+: 0 $ Miscellaneous WiringS 23.00 $ Residential: 1 To Master. tc, $ 23.00 Pre -Inspection $ 23.00 $ Energy Inspection Fee 1 S 46.00 $ 46.00 Pool Electric $ 30.00 $ Mobile Home Installation Inspection S 100.00 $ $ S $ $ $ TOTAL PERMIT FEES $ 1,819.85 TOTAL ELECTRICAL PERMIT FEES $ 199.59 PLUMBING PERMIT MECHANICAL PERMIT Filing 1 $ 20.00 $ 20.00 Filing 1 $ 20.00 $ 20.00 Each Trap 12 S 7.00 $ 84.00 Up to and including 100,000 BTU 1 S 15.00 S 15.00 Solar or heat pump water heater $ 23.00 $ - - Heating Greater than 100,000 BTU 1 $ 20.00 $ 20.00 Water piping 1 S 15.00 $ 15.00 Cooling Up to 3 HP and 100,000 BTU 1 S 15.00 $ 15.00 Each gas water heater or vent 1 $ 15.00 $ .15.00 3+ to 15 HP and Over 100,000 BTU 1 $ 25.00 $ 25.00 Gas piping system 1-5 Outlets 1 115- Outlets I 1 $15/$3 $ 15.00 Evaporative Cooler $ 15.00 $ B"ding Sewer 1 S 15.00 $ 15.00 Extend Ducts in Additions $ 15.00 $ Mobile Home Utilities Sewer: I I Water: Gas: 0 S 20.00 S - Hoods 1 S 6.50 $ 6.50 $ Ventilation 1 $ 4.50 S 4.50 S Gas Fireplace 1 $ 15.00 $ 15.00 TOTAL PLUMBING PERMIT FEES $ 164.00 $ IMPACT FEES SHERIFF MECHANICAL PERMIT FEES $ TOTAL BUILDING PERMIT FEES $ 121.00 2,304.44 Residential Per SF Living Unit $ 360.00 1 S TOTAL OF ALL FEES $ 2,393.44 Multiple Per Living Unit S 252.00 1 $ MINIMUM PAYMENT OF FEES Commercial Per Sq. Ft. $ 0.03 1 S Filing Fees $ 80.00 STATE RESPONSIBILITY AREA SRA Per Structure 11 S 89.00 1 $ 89.00 Plan Check Fees $ 704.85 DRAINAGE SRA FEES $ 89.00 Thermallto Residential Per Living Unit $ 510.00 1 $ Other Fees: Commercial Per Ordinance 33041 1 1 $ MINIMUM PAYMENT OF FEES $ 873.85 STREET IMPROVEMENTS Chico Urban Area Residential Per Each Single Living Unit Per Each Mit le Living Unit Service Structures Per Sq. Ft. $ $ $ 1,982.00 1,370.00 10.19 $ $ $ PAYMENT INFORMATION Date: F7,7Receipt # 376268 Cash Check#j Check $: 873.85 Commercial Medical Structures Per Sq. Ft. S 2.22 $ FEES PAID 873.85 Industrial Structures Per Sq. Ft. S 1.02 $ BALANCE OWEDI $ 1,519.59 Residential Per Each Single Living Unit I S 595.00 $ Date: Staff: Receipt # Cash Per Each Mltple Living Unit $ 355.00 $ Check # Check $: Thermalito Urban Area Commercial Per Acre Developed S 23,849.59 $ FEES PAID 0.00 Office Per Acre $ 11.924.80 $ BALANCE OWED $ - Industrial Light Per Acre S 5,962.40 $ Date: Staff:7 Recei t# I I Cash Heavy Per Acre S 1,192.48 $ I Check#1 Check S: WATER TENDER Per Parcel S 200.00 $ FEES PAID 0.00 RECREATION DISTRICTS - Proof of Payment Only BALANCE OWED $ Chico Area Residential Per Living Unit I S 1,189.00 ❑ Date: Staff: Recei t # Cash Durham Residential Per Sq. Ft. S 1.04 ❑ Check # Check $: ❑ FEES PAIDI 0.00 NORTH CHICO SPECIFIC PLAN BALANCE OWED $ 1,519.59 sldential SR -1: SR -3: SR-1/PD: 0 $ 3,315.00 $ Occupancy: P y: Construction: ISSUED r Dwelling Unit R1: I R2: R3: 1 0 is Industrial/ Industrial SF Commerical SF Office SF School `- HAZ FEES IMP FLD CDF PRC PD HD Commercial 0 S - SCHOOL DISTRICTS - Proof of Payment Only❑ ❑ 4 O ❑ O O ❑ ❑ Marysville Joint Unified - 064 TOTAL IMPACT FEES Collected by Development Services $ ❑ 89.00 Nol a: rage l of 2 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX FACSIMILE COVER SHEET Date: 22 - �a L)& - Zo 03 To: G� r FF1' J From: C/12 L ) V/C L Sc>,J 6,1 orre- CO , Subject: Number of pages (including this cover sheet): Fax Number: \9 1 �) —� Z �- - 43 191 ur4 t 9")d" ,5 D' v If you do not receive all of the pages, please call (530) 538-7541 as soon as possible. Special Instructions: Review and respond accordingly. For your information only. F/\/ -0Sf® l s /a Cody D6 iF00-ec6#141CAL RePolf— LIMA d le-k5a-AJf�l ro f �(�Y1-r/2 r/e, J DJ/oa.J(�i8 j'r On(S 1��/L vh r ,Q u 6 eft c/I S1-0 Sincerely r y' `J d �'"'� �/r ✓ /� C o� l CONFIDENTMMYNOTE: The information contained in this facsimile is confidential and may also contain privileged information. The information is intended only for the use of the individual of entity to whom it is addressed. If you are not the intended recipient, you are hereby notified that any use, dissemination, distribution, of copying of this communications is strictly prohibited. If you have received this facsimile, in error, please notify me immediately by telephone, and return the original to me. Thank you. AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this -property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: See— r Date iJ?-COD 3 PROPERTY OWNERS: `ill► �l hga m. Adorns State of California County of v � Ona�� dab before me, personally appeared - personally known to me (or proved to on the liAsis of satisfactory evidence) to be the person() whose names) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signature6f Seal: � 03 JEAN A. MC CANLESS A. P. # _ .. COMM. A 1339870 rn N A NOTARY PUBLIC -CALIFORNIA =' ♦ Butte County My Comm. Expires Feti. 6, 2006 "+ M IIII f1i Ili 1111111111111 Hl 11 l 11f11 ,� � �: AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE Hell Recorded I RFC FETE 16.00 OROVILLE, CA 95965 Official Records County Of I CONFORM 1.00 I 86fT: I CANDAC.E J. CRUBBS I Recorder I ROMMARY DICKSON 1 Assistant 1 Karen 10:0?AM 09 -Jul -2003 1 page 1 of 4 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this -property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: See— r Date iJ?-COD 3 PROPERTY OWNERS: `ill► �l hga m. Adorns State of California County of v � Ona�� dab before me, personally appeared - personally known to me (or proved to on the liAsis of satisfactory evidence) to be the person() whose names) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signature6f Seal: � 03 JEAN A. MC CANLESS A. P. # _ .. COMM. A 1339870 rn N A NOTARY PUBLIC -CALIFORNIA =' ♦ Butte County My Comm. Expires Feti. 6, 2006 "+ M ALTA OWNERS POLICY ORDER NO. BU -185948-2 CH (REGIONAL EXCEPTIONS) EXHIBIT "A" THE LAND REFERRED TO IN THIS POLICY IS SITUATED IN THE STATE OF CALIFORNIA, COUNTY OF BUTTE, AND IS DESCRIBED AS FOLLOWS: PARCEL I: LOT 27, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "MOUNTAIN OAKS ESTATES, A PLANNED UNIT DEVELOPMENT", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON DECEMBER -29, 1994, IN BOOK 135 OF MAPS, AT PAGE(S) 60 THRU 64. APN 041-640-003-000 PARCEL II: A NON—EXCLUSIVE RIGHT AND EASEMENT OF ENJOYMENT IN AND TO THE LOT A, INCLUDING INGRESS .AND EGRESS, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "MOUNTAIN OAKS ESTATES, A PLANNED UNIT DEVELOPMENT", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE ,COUNTY OF BUTTE, STATE OF CALIFORNIA, ON DECEMBER 29, 1,994, IN BOOK 135 OF MAPS, AT PAGE(S) 60 THRU 64. PARCEL III: AN EASEMENT GRANTED IN PERPETUITY BEING NONREVOCABLE AND ALSO BEING TRANSFERABLE BY THE GRANTEE TO ANY INDIVIDUAL, CORPORATION, PARTNERSHIP, OR PUBLIC BODY OR AGENCY. SAID EASEMENT IS FOR THE INSTALLATION, MAINTENANCE, REPAIR, REPLACEMENT AND OR EXPANSION OF SANITARY SEWER PIPE•o LINES, STORAGE FACILITIES, IRRIGATION FACILITIES, THE RIGHT TO UTILIZE THE FOLLOWING DESCRIBED EASEMENT TO RECEIVE IRRIGATION WATER FROM SAID FACILITIES AND ALL OTHER APPURTENANCES TO SAID USES INCLUDING INGRESS AND EGRESS, IN, OVER, ACROSS AND UNDER THE FOLLOWING DESCRIBED PARCEL. ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: BEING A PORTION OF SECTION 18 AND SECTION 19, TOWNSHIP 21 NORTH, RANGE 4 EAST, M.D.B. & M., MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF SAID SECTION 18, SAID CORNER BEING MARKED BY Ai.STANDARD DEPARTMENT OF WATER RESOURCES MONUMENT AS SHOWN ON THAT CERTAIN MAP RECORDED IN BOOK 42 OF MAPS, AT PAGE(S) 6, BUTTE COUNTY RECORDS; THENCE LEAVING .SAID POINT OF BEGINNING ALONG THE WEST LINE OF SAID SECTION 18 NORTH 00 DEG. 05' 47" WEST, 820.00 FEET; THENCE LEAVING SAID WEST LINE SOUTH 90 DEG. 00' 00" EAST, 910.00 FEET; THENCE SOUTH 00 DEG. 00' 00" WEST, CONTINUED PAGE 6 ALTA OWNERS POLICY (REGIONAL EXCEPTIONS) PARCEL III: CONTINUED ORDER NO. BU -185948 -2 -CH 1145.07 FEET TO THE NORTHERLY RIGHT OF WAY LINE OF MESSILLA VALLEY ROAD; THENCE ALONG SAID NORTHERLY LINE SOUTH 33 DEG. 37' 10" WEST, 67.22 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE NORTHWEST HAVING A RADIUS OF 270.00 FEET; THENCE ALONG SAID CURVE 334.66 FEET THROUGH A CENTRAL ANGLE OF 71 DEG. 00' 001f; THENCE NORTH 75 DEG. 21' 50" WEST, 441.81 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE SOUTH; THENCE FOLLOWING SAID CURVE ALONG A RADIUS OF 430.00 FEET, THROUGH A CENTRAL ANGLE OF 19 DEG. 43' 17" AN ARC DISTANCE OF 148.01 FEET TO THE WEST LINE OF SAID SECTION 19; THENCE LEAVING SAID NORTHERLY RIGHT OF WAY LINE ALONG SAID WEST LINE OF SECTION 19, NORTH 00 DEG. 38' 14" WEST, 368.93 FEET TO THE POINT OF BEGINNING. PARCEL IV• AN EASEMENT GRANTED IN PERPETUITY BEING NONREVOCABLE AND ALSO BEING TRANSFERABLE BY THE GRANTEE TO ANY INDIVIDUAL, CORPORATION, PARTNERSHIP, OR PUBLIC BODY OR AGENCY. SAID EASEMENT IS FOR THE INSTALLATION, MAINTENANCE, REPAIR, REPLACEMENT, AND OR EXPANSION OF SANITARY SEWER PIPE LINES AND ALL OTHER APPURTENANCES TO SAID USES INCLUDING INGRESS AND EGRESS, IN, OVER, ACROSS AND UNDER THE FOLLOWING DESCRIBED PARCEL. ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: BEING A PORTION OF SECTION 18, TOWNSHIP 21 NORTH, RANGE 4 EAST, M.D.B. & M., MORE PARTICULARLY DESCRIBED AS FOLLOWS: A SANITARY SEWER EASEMENT 30.00 FEET IN WIDTH LYING 15.00 FEET ON EACH SIDE OF THE FOLLOWING DESCRIBED CENTERLINE: COMMENCING AT THE SOUTHWEST CORNER OF SAID SECTION 18, SAID CORNER BEING MARKED BY A STANDARD DEPARTMENT OF WATER RESOURCES MONUMENT AS SHOWN ON THAT CERTAIN MAP RECORDED IN BOOK 42 OF MAPS, AT PAGE(S) 6, BUTTE COUNTY RECORDS; THENCE LEAVING SAID COMMENCEMENT POINT ALONG THE WEST LINE OF SAID SECTION 18 NORTH 00 DEG. 05' 47" WEST, 820.00 FEET; THENCE LEAVING SAID WEST LINE SOUTH 90 DEG. 00' ,00" EAST, 704.27 FEET TO THE TRUE POINT OF BEGINNING FOR THE FOLLOWING DESCRIBED CENTERLINE; THENCE LEAVING SAID POINT OF BEGINNING NORTH 09 DEG. 27' 14" EAST, 269.26 FEET; THENCE NORTH 15 DEG. 00' 04" EAST, 391.45 FEET; THENCE NORTH 05 DEG. 32' 19" EAST, 187.07 FEET; THENCE NORTH 33 DEG. 13' 45" EAST, 143.71 FEET; THENCE NORTH 68 DEG. 49' 57" EAST, 201.63 FEET; THENCE NORTH 75 DEG. 48' 47" EAST, 151.14 FEET; THENCE SOUTH 81 DEG. 37' 06" EAST, 235.74 CONTINUED PAGE 7 t ALTA OWNERS POLICY (REGIONAL EXCEPTIONS) PARCEL IV: CONTINUED ORDER NO. 13U-185948-2 CH FEET TO A POINT IN THE NORTHEASTERLY LINE OF PARCEL 1, AS SHOWN ON THAT CERTAIN PARCEL MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, IN BOOK 102 OF MAPS, AT PAGES) 25, SAID NORTHEASTERLY LINE BEING LABELED NORTH 34 DEG. 25' 58" WEST, 143.34 FEET ON SAID MAP. SAID POINT BEING THE TERMINUS OF THE HEREIN DESCRIBED CENTERLINE. PAGE 8 August 5, 2003 Eggers -Builders, Attn: ggers-BuildersAttn: Marge Eggers P -O:, BOX -2395 Paradises, -CA -9596-7- - Fax (530) 538-2140 Re: Plan -Review-. Dear Mr. Vleria: Adams-SFD - County of Butte- FIRSftlHIECK, Jurisdiction Appl. No.: 03-1191 LP2A Job No. 203015-010 Linhart Petersen Powers Associates (LP2A) has completed an initial review of the following documents-. 1. Plans: One (1) copy plan sheets 1 through 7-B (8 sheets) title sheet dated February 22. 2003 by Jodi Bargsten.. 2. Structural Calculations: One (1) copy dated April 22, 2003 by Vertical Technology Engineering, 3., Title-24-Energy-Comnliance-Documentation-Two-(2)-copies-dated March -1-7,-200 . Note:. Floodplain Miti9ation.10easures.andlor comments will -be reviewed -by -Butte County_. These documents were reviewed only for their, conformance to the 2001 California Building, Plumbing, Mechanical, and Electrical Codes. Our comments follow on the attached list. Please s-ubmit-a-n-i-temized-r esponse I-atter-a-nd-l-wo-(2)-s-ets-o-f c omplete-a-nd-revised-documents-with, all revisions clouded. Sincerely,- LINH T PETERSEN POWERS ASSOCIATES Jr 44- Je riffin 1.C:13-0, Plans -Examiner Plans Examiner. enclosures- i:lpendingplan reviewlbutte1203015-010.doc cc: Mr. Michael Vieira, County of Butte, Fax: (530) 538-2140 Jeremy.& Natasha -Adams;_ R.O.-Box. 567 -Oroville,.CA.959fi9, Vertical Technology Engineering -Michael D_ Hubley P.E., Fax (530) 899-1102 a__a __LYNHART PET -E -RS -EN" POWERS ASSOCIATES 7610 Auburn Boulevard • Citrus Heights, CA.956.10 (916) 725-4200 FAX (916) 725-8242 • Toll Free (877) 235-0653 Re: Occupancy Group(s): R-3/1.1-1 Type of Construction: V -N Stories: Two I5uilding_Area_(sq_ft.):-- 3596/878/172---covered-area,-50a—concrete-patio-194--'\ deck A-- • The --following- plan-- review-- documents -are --based- on- the -County -of -Butte- Building, Regulations. For your convenience, the following comments are referred to the 2001 Califomia- Building -Code -unless -otherwise -noted: - B. Please respond in writing to each comment by creating a response letter. Indicate which detail, specification, -or -calculation -shows -the -requested- information:- Yourcomplete-and\ clear responses will expedite the re -check and hopefully, approval of this project. Thank you -for --your- assistance: - C. For clarity,'specify on cover sheet that the 2001 CBC, CMC, CPC, CEC, as amended by State of-California-and-locat-jurisdiction-are-applicable-to-this- project: - D:- Please_- be- sure- to.. include on- the--resubmittal--the-- architeet's/engineer's- "wet" stamp, signature, registration number and expiration date on all sheets of plans [all sheets of plans- depicting- structural- designed- elements}- and -cover- sheets-- of- specifications -arid\. calculations. UBC 106.3.2 ARCHITECTURAL -COMMENTS: A1..__ ShdW_the-location-of. address -nu mbers-on-building- elevations- which -are -clearly -visible -from, the adjacent access street or road. Sheet 6, CBC 502 A2. Please specify that the column in the garage is wrapped in 5/8" type "x" gyp. Provide protection for the--column(s)- in- the- gar-age-(the-fire=resistant- sheathing--protecting-therrr), which may be exposed to damage from moving vehicles in an approved manner (26 GA. sheet metal -up -to -3 -feet)- Sheet3- -CBC 704-25- A1. *If applicable' -Specify-that- all- air ducts-penetr-acing-the-separation-wall or-ceifing-between, the. garage and living -area shall be.a minimum of .26 GA. Sheet3; CBC 302.4 Ex. 3 A4. Amend the plans for shower and tub/shower walls to specify a smooth, hard, nonabsorbent surface -(e-.9:; Ceramic file)-overa-moisture-resistant-underlayment(e.g., w.r: gyp-)_to.a.height-of 70 inches above the drain inlet: Sheet 3, CBC 607.1-.3 A5. Amend the windows in the bedrooms to specify at least one in each bedroom satisfies the minimum -required- means -of -emergency -escape:- Specify -that -the- escape--openirrg-has-a,. minimum net clear opening of 5.7 square feet; minimum net clear opening height of 24 inches; and-- minimum - net- clear-- opening- width-- of 20 inches. Further, specify such windows have sill heights not more than 44 inches above the floor. Sheets 3, 4, CBC A6. Specify pressure treatment for wood in contact with the earth or embedded in concrete or masonry: Sheet -6, CBC -2306.-2-- Adams SFD County of Butte - First Chock August 200-arre LP24 Job No.: 2030015-010 Augus! 5, 2003 Page s A7. Specify a 6 inch minimum earth -to -wood separation. Sheet 6, CBC 2306.8 A8_ Amend. -the- plans -.to -specify -that- exterior- concrete piers -project- a-rninimurn--of 8 -inches,, above exposed earth. Sheet 7, CBC 2306.5 A9— -- Specify. .a-minimum-1/4-inch-per-.ftslope for-weather-exposed-landings--clarity-how-deck-i to drain. Sheet4, 7, CBC 1402.3 A-1.0.__ Specify -..the ---make,- model -number, and I.C.B-.O:- evaluation--report--number--(or othek approved listing) of the metal fireplace on the plans. Sheet 3, CBC 3102.5.1 MECHANICAL PLUMBING AND ELECTRICAL COMMENTS: 41-1:' Please -specify -the -location -of the .H-uAC-on-the-plans.-3; 4- - .Sheets- CMC 306,- 307 A1.2- -Amend-the_plans-.to-specify that shower-and--tub-shower-combinations-shall-be-provided with individual control valves of the pressure balance or the thermostatic mixing valve type.- Sheet -3; -CPC SECTION -420:0 - Al 3. ECTION-420:0A13. Amend the plans to specify receptacles at the front and rear of the home, and that they must -be -within -6 -feet -6 -inches -of -grade (and -waterproof and-GFCI-protected)-. Sheet -3„ CEC SECTION 210-52 A.1.4_ - Amend -.the -plans -to. -specify additional_receptacle--outlets-in--the-Bedroom- 3--bathroom-next, to the basin (GFCI). Sheet 4, CEC 210-52(a) A-1-5..- -Amend-.the- plans -to -specify -that -the two-small-appliance-branch--circuits--for-the--kitchen., are limited to supplying wall and counter space outlets (note they cannot serve the dining -room; -outside --plugs range -hood -disposals; dish washers--ormicrowaves-- only\ the required countertop/wall outlets including the refrigerator. Sheet 3, CEC SECTION -210-52(b)- '- A-1.6- A-1.6..- -Amend-_the-plans-to-specifya-dedicated--20-amp-circuit-to-serve-the-required-bathroom, outlets. This circuit cannot supply any other receptacles, lights, fans, etc.. Sheet 3, CEC SECTION -210-52-- A17. Locate an electrical service panel on the plans and show the amperage, size. Sheet 3 A18. Specify the light fixtures in tub or shower enclosures with the label "suitable for damp locations," Sheet -4; CEC .410-4(a) T -24 -ENERGY COMPLIANCE-COMMEN. 5: No Comments Adams SFD 3572 -Lonnie. Lane_ August 5, 2003 County of Butte - First Check LP24 Job -No:: 2030M-� Page 3 r• STRUCTURAL COMMENTS: S1. Structural notes found on sheets 1, 2 and 3 of the calculations pertaining to this project shall be transposed upon.the.plans., S2. Please coordinate framing plan in the area of the pantry, stairway, and kitchen with the calculation:- Identify, all. bearing-walls,,c--beams;-i:e: B22, B23-and--their-supports. Sheet 4- S3� Amend-calculations-to-show-the-location.of-B34- Page -,,17 S4— Gravity layout- for---the-second-floor- indicates--a--support -at-mid=Span-on-ff% however -the., calculations do not show this to be the case, please clarify. Pages 17, 24 S5. Amend plans to clearly identify the location and supports B29 & B31. Sheet 4 S6. Plans have identified a 5 1/4x 11 1/8 LVL parallel to the floor joist and perpendicular to 1329 please -clarify-the-pur-poseJength-and- supports -of this -member. Sheet -4 ST. Please -clarify -B9, as--the-calculations-show-this-member-to-be-a-5-1/8x--7 t/2=irich GtB, where as the plans specify a 6x8 typical. Sheet 5. Calculations Pg 21 S8. Please clarify the location of B13. Is this the 5 1/8X12 "above PL in Game RM"? Sheet 5 S9. Amend shear wall stability to check OTM of the shortest wall. Furthermore, use correct wall -lengths:- Page -14--- S10. In reviewing the shear wall locations and lengths we find a discrepancy between the plans and- calculations;-i:e: AR--is-identified-with--a-total--plan-length-of 13.75 -=feet, -calculations stipulate 14.25 -feet, BR is identified with a total plan length of 19.25 -feet however there is no such -wall along -this -line: Please -review -.documents -and -amend to-clearly--identify-the--Iocations-of-each-shearwall� line and specify all shear walls (shear walls only, no brace walls) by type and length. There -appears -to be-an-addifional-wall-line-between lines "A" and -"B". S11. The use of both shear and brace walls within the design of a structure is permitted, however- not -recommended; providing-they-are-not-located-withirrthe-same plane. Please review design and plans to insure this is not the case, i.e. lines "B" and 2. Sheet 3 S12. Brace wall panels if used are limited to. a height of 10 -feet. S13. It appears that the project engineer has intended to utilize "Perforated Type Shear Wall" along at shear-walkline"C" with -assumed-lengths-that-extend-across and include window openings -(penetrations). Adams.SFQ.. - 3572 Lonnie Lane County etButte = Fftf Check LP2.4 Job No.. 2030015-010 August -5,..2003_. Pe9e ¢ Section 2315:1 of the 2001 CBC -requires--that--calculations--based- upon a --rational, analysis be performed and complete detailing of all special boundary requirements be provided -.where -shear --walls. with-opening&-are-designed-to-transfer-shear--forces-around, the openings. Unit -.shear -demands -for. each-shear-.panet- (pier)- on-each-side-and-above-and-below-.theI wall-opening-must.be-evaluated-basedupon their- individual lengths. . Also, horizontal stud bay blocking and strapping requirements at the top and bottom corners -of the -wall. opening..andlor-vertical strapping-requirements-at-continuous-headef, conditions must be calculated. Furthermore, -plans -do- not-caHout--shear-walls-at.,the-first-.fim- level- along- line4C" at -the front of the living room. _S14. 'Amend -second floor -framing-plan-to- include -garage roof, -wall and clearly identify the . location of B12, currently plans do not appear to show it support in the correct location. SheeU4-,.2nd floor -framing -- S15- -- Specify.proposed-method-of.connection-betwreen-beams-B-1-1--and-B-1-2: Sheet -4- S16. Provide a framing section of the structure thru the Living, Foyer, Dinning, Bath rooms and Garage between-lines-_"B!!-and"C". S17. Please clarify the significance between the solid and striped walls shown on the 2n0 floor plan- Sheet4 - If -you- have-arty.questions-regarding-the-above-comments- Please- contact -Jerry -Griffin -and/or -M key 13ayless-at-(9.1.6)-725-4200 between -8:00 XIVIrto-5,00 P:M:, M -F. [END] Adams- SFD__ - 3572 Lonnie Lane August 5,_2003_ County-ofButfe--First Check. LP2A Job No.: 2030015010 Page 5, f SITE PLAN REVIEW APPLICATION Date: 0 AP# (3 `-11 b9 D-- ®- Permit Number (if applicable) O3 — 1 1 9 APPLICANT INFORMATION Parcel Size:�-- Owners Name: APPAyns 03ZVTr)`Z NA -FA -SH A Owners Address: PO LAX 5 10% Oiz.bY I LLS (,A 9S9 6p4o COIJ Y21F� G'T_D Z Telephone No.: e�,?2— 19-7 S6 Situs Address: 35 1-2— Proposed Proposed Use: Residential ® New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other ❑ ,Septic ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well DO NOT WRJTE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) ❑ Approved Conditionally Approved ❑ Resolve Problems Prior to Approval Site Plan Stamped Approved By Date Page 1 of 5 A ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) ® SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) • Flood Zone: • Flood Panel No.: OS-) 5 t✓ Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mu I berry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ------------------------------------------------------------------------------------------------------------------ ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: `Py D Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 . k. Zoning Code Streets & Highways Fire Prevention Subdivision Map Front -S Side �p Side Street Rear 3� Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 . k. fi ri ; Applicable Development Fees: Standard Fees ❑ . Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Drainage Area ❑ Thermalito Urban Area ❑ Other Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) Amount Formula * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 21 Subdivision Map/Parcel Map: m O �'J ' '2" O Map Date of Recording: Lot 2-? ❑ Use Permit/Minor Use Permit Permit Number: Book: ` 3 Page: 6 D 6 Date of Approval: Parcel Map/Subdivision Map/Use Permit Conditions ® Comply with the following Conditions of Approval• A-r--rP C H ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for road maintenance, and stop sign maintenance. EJ ■❑ Page 4 of 5 • The Paradise Post Online Page 1 of 4 PARADISEED PT* Thursday Serving the Pay adis!9, California ama since -IP45 Published Tuesdays, T OV��ID SI S■COM GETTING NORTHERN CRLIFORNIR ONLINE! HOME NEWS — Local News — Local News News Articles Archives Permits have long delay - August 21, 2003 National News Local Sports By Trevor Warner Staff Writer Classifieds Editorial Columns ■ Editorial Cartoons It has been four months now and Marge Eggers and Greg Smith still don't Features have building permits. Obituaries Obituary Archives The two local builders, unbeknownst to the other, submitted their building Weather , permit application to the Butte County building department toward the end SECTIONS of April. 49erSpeakeasy Food For The Record Both were told that it would take a few weeks to process the applications :. The Good Life because the department was a little behind. 1; Health Special Sections But, "a little behind" turned out to be an understatement. Stock Quotes EXTRAS Smith checked on his application after about nine weeks and was told it still Free Screensaver wasn't processed. Online Poll Arts & Letters He said he was originally told it would take about 8 weeks. y Passport Paradise Photo Gallery Publications "I knew that some of that was going to take place," he said. "There is no CUSTOMER SERVICE doubt to me that they are swamped." Advertise Archived Articles However, he didn't know he would still be waiting for the permit in August. Contact Us FAQ Smith said he continued to contact the county but couldn't get a straight Job Openings answer as to why his application was takin so long. Y PP g 8 - Search .Submit Classified Ad Subscribe "For a while they said they misplaced it," he said. "Then they said they Web Services' accidentally put it in the in active file. It felt like I was getting the run - OTHER SITES around. The Ridge Online Northern Ca Homes Butte County Director of Development Services, Yvonne Christopher, said City Yellow Pages the county is about eight weeks behind in its plan checking. County Yellow Pages Post Printing She said it takes about three weeks to check a plan and send it back to the builder with corrections. http://www.paradisepost.com/articles/2003/08/21/news/news2.txt 8/21/2003 The Paradise Post Online Page 2 of 4 Then there is a time lapse between when the corrections are made and the plans are resubmitted. "It's really misleading to think that a permit will be issued after three weeks," she said. Still, it has been four months, said Eggers and Smith, and it has never taken this long before. Christopher said the volume of building applications coming into the county this spring has been record breaking, the most the county has ever seen. She said the county is using its current staff of plan checkers and have had to contract with a Sacramento company just to catch up with the workload. She is hoping the de-partment will be caught up in about 60 days. Christopher has been the director for about a year, replacing Tom Parilo, who was fired in March 2001 by the Board of Supervisors' conservative majority of Kim Yamaguchi, Curt Jossiassen, and Bob Beeler. The closed session vote drew major criticism and accusations in the press. Minority supervisors, Jane Dolan and Mary Anne Houx, claimed Brown Act Violations saying the decision had been made before the meeting. Parilo's firing was confirmed in open session in April 2001. The board's majority claimed Parilo was fired to speed up the building permit application process. "We need to get permits and jobs out there, and hire more plan checkers," 5th District Supervisor Yamaguchi said. "We don't put peoples lives on hold just because Butte County government is inefficient." However, on hold is exactly where Smith is right now. A schoolteacher at Paradise Intermediate and a licensed contractor on the side, Smith was hoping to build a house during the summer months, prime building season. He said he had a loan, lumber and workers lined up, thinking the permit would be approved within the eight-week window. The form has already been laid and he was just waiting to pour concrete, he said. But since the form has been sitting there the entire summer, Smith said he would likely have to reset it. Additionally, lumber has gone up $3,000 since he first applied for the permit and he has lost workers who have had to go on to other jobs. . Eggers is in a similar predicament. http://www.paradisepbst.com/articles/2003/08/21/news/news2.txt 8/21/2003 The Paradise Post Online. Page 3 of 4 She has been a licensed builder for 17 years and the county told her that the application would take about 10 to 12 weeks to process because the department was backed up. The backlog started in February, Christopher said. Eggers submitted her application at the end of April, but when she called the county after 12 weeks, the department told her it was just getting to applications submitted at the beginning of April. Eggers had also hired workers and lined up.some college students to help with construction, though, because she had not yet received her permit, they couldn't work on the proposed 3,600 square foot house. She said she had to borrow money to start work on a different project because she felt obligated to the workers, though it was not fiscally good for her company, Eggers Builders. Her application also went to the Sacramento firm, which has been an additional nightmare, she said. She said the firm- told her she could expect a reply in a couple of weeks because they had just received a huge influx of applications from Butte County. She said she called again — toward the end of July or beginning of August — but was told they still hadn't reached her application. When the application did come back, she said there was a list of about 30 corrections, which she called ridiculous things that builders know is already part of the code, such as specifying bathtubs will have pressure balance controls. "We've never been required to do this before," she said. "Time is money in the construction business." Christopher said about 50 applications were sent to Sacramento to get checked and a lot of the corrections that were sent back had to do with human error, such as entering numbers wrong. "Our role is to check plans for compliance with codes included in the structural provision," she said. "We do not design or redesign." She said the Sacramento firm collects 70 percent of the plan check fee that Butte County collects, and the fee depends on the square footage of the house. She said it doesn't cost the county more money to hire the firm because the county would have to hire additional full time staff if it wanted to do all the checking in house. "When a person wants to build something they have to draw plans and do all http://www.paradisepost.com/articles/2003/08/21 /news/news2.txt 8/21/2003 7 The Paradise Post Online Page 4 of 4 kinds of things," Christopher said. "Everything is reviewed and they usually get a correction list in about three weeks. They make the corrections to the plans and they are resubmitted." Paradise Post P.O. Drawer 70 Paradise, CA 95967 Contact Us "That is not counting the lapse of time from when they get the corrections, while they are doing them and when they resubmit." Eggers said communication has been compromised be -cause it is much more difficult to deal with a firm that is not local. She doesn't fault the workers, and instead blames the delay on the process, though, she still feels she has been penalized, at least indirectly, by having her application sent to Sacramento. "When you have someone in an office in Sacramento it is difficult for communication," she said. "You can't just drive down there and see them." "It is the process that is broken, not the people," she said. Yamaguchi said that is exactly why Christopher was hired — to fix the process. He said once Christopher gets caught up with the backlog, he is confident that the problem will be straightened out and these kinds of problems will be alleviated. In the meantime, Eggers, Smith and others are still waiting to build. twarner@paradisepost.com [ Email this story ] [ Printable version ] [ Return to News Index ] [ Return to Home Page ] Back to the Top Contents Copyright @ S http://www.paradisepost.com/articles/2003/08/21/news/news2.txt 8/21/2003 Butte County Department ofDeveloprnent Services YVONNE CHRISTOPHER, DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538.7785 Facsimile TO: LP2A FROM: Michael Vieira (530) 538-7'159 mvieira(a)buttecounty.net. SUBJECT: Plans Transmittal For Review Per Contract . :DATE: 7/10/2003 Applicant: Adams, Jeremy & Natasha Project Type: NSF 100% Plan Check Fees $ 681.85 Energy. Calc Fees $ 23.00 $ 704.85 Permit No: 03-1191 APN: 041-640-003 70% $ 477.30 $ 16.10 $ 493.40 LP2A Fee $ 493.40 Copies Attached: Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other TO: FRO SIJ 4 n�,101 0 L) Building Depa m t 1 dL E.H. USE ONLY Plot Plan Attechod Floor Plan Attachod \ gent to S.D. Environmental It Sanitation Clearance �� a� U �U-��� Owner Location AP# Plan Approved fo • Sewage Disposa ate Sup it Public Private Well Clearance for welling. Other . Hold final Final clearance O.K. for:` NOTE: 8/96 1. ppOJ�C1" 5UMMAPY & 511 PLAN 2. FOUNPAION PLAN 3, FLOR, PLAN 4.2NP FOR, PLAN ANP 2Nn FLOOp FPAMING 5, BOOP MAMI NG 6. FpONT ANP PM,, �LMION5 1. PUILPIN6 5�CION ANP SNP fI.MION5 511 PLAN BEVIE.WED BY 1TTE CO. FIRE DEPT. OALIF. DEPT. of FORESTRY approved as submitted 'epproved with conditions �.-6 d I; C attok a D W-10' ALL STRUCTURES. AND EWIPMENT .INCLUD11► G OVERHANGS SHALL BE CLEAR OF ALL EASEMENTS. A SET BACK OF D _ FT. FROM THE SIDE AND FT. FROM THE REAR PROPERTY LINES AND ghikjj�0�1 THE ROAD CENTERLINE SHALL BE (YEAR OF STRUCTURES AND eouIPMENT EXCEPT COR A 2 FT. EAVE OVERHANG. omr, IPUY ANP NKA JOHN �66� nMvvw j3Y, JOPI PAp65T�N Verticaffechnology er Engineering 383 Rio Undo Ave Suite 200, Chico, CA 95926 7ecc h Ph. (530) 899-8716 Fax (530) 899-1102 Email MDHPE@sbcglobal.net Structural Calculations Client: Jeremy and Natasha Adams Project: Adams Residence Location: Lot 27 Mountain Oak Estates, Chico, CA �lzvl b Attention: This engineer is not responsible for on site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. This engineer is not responsible for any structural element or system not specifically noted in this set of specifications unless authorized in writing by this engineer. Workmanship is to be of the highest quality and in all cases follow accepted construction practice, the latest edition of the Unform Building Code, and local building department standards. er ech VerticalTechnology f�uwo"^$ Engineering 383 Rio Lindo Ave Suite 200, Chico, CA 9592RE CEI VED Ph. (530) 899-8716 Fax(530)899-1102 Email MDHPE@sbcglobal.net AUG 2 5 2003 Structural Calculations RECEIVRD Client: Jeremy and Natasha Adams uh 1 5 2003_ U*"RP owe Project: Adams Residence Location`. Lot 27 Mountain Oak Estates, Chico CA O PLAN REVIEW APPROVAL AUG 2 7 2003 UMMART PEIERSEN POWERS ASSOCIATES Atrenuon: i nis engineer is not responsible for on site inspection to assure compliance with the standards, saes, materials, or workmanship specified herein. This engineer is not responsible for any structural element or system not specifically noted in this set of specifications unless authorized in writing by this engineer. Workmanship is to be of the highest quality and in all cases follow accepted construction practice, the latest edition of the Unfonn Building Code, and local building department standards. v Beam Design Program VerTech Engineering ams Date: 8/8/03 am 35 P Wt Wu Lmaln Leant V r R7. R2 �- MAIN 8 ft ,pedal Seismic Load Cases? Fv' DL RLL ❑ Graph Values? D Beam 20 0 D Include Self Weight? 0 0 SL 600 1200 Xp-- 2 It 40 Loc 4 ft 0 1900000 psi 0 244 in^4 Stp 1 It Rep 0.5 in m Live Load Total Load 0 360 240 .n 2 ft /idth 1.75 in eight 11i.875 in . Active Section Location 1.00 Min 1.00 1.00 2326 0.94 Size Beam 1.00 V (lbf) 1.00 -450 1.00 1.00 -0.02 1.00 1.00 R1 (lbf) 1.00 498 1.00 /v �4 VrsKb 4 903 psi LCANTILEVER 0 ft Fv' 0.06 in ❑ Graph Values? D Beam Shear at d from face? D Include Self Weight? FLL SL ESC. WL Trib Width 40 0 0 0 1 ft 0 0 0 0. 0 ft 0 0 0 0 Check Beam Active Section Location Max Min M (ft-lbf) 2326 726 Size Beam V (lbf) -135 -450 Defl (in) -0.02 -0.06 R1 (lbf) 1613 498 R2 (lbf) 713 228 Cant' Defl (in) 0.00 0.00 LL Defl (in) -0.04 Envelope Max Min M (ft-lbf) 3095 0 V (lbf) 1547 -647 Defl (in) 0.00 -0.06 LL Defl (in) 0.00 -0.04 Notes: None 903 psi Fv 2447 psi Fv' 0.06 in LL Defl Ile 0.40 in Allowable 112 psi 285 psi 0.04 in 0.27 in Beam Design Program '-Project: Adams VerTech Engineering location: Beam 19 Date: 8/8/03 XP P Wt LMAIN 15 ft ❑ Apply Special Seismic load Cases? TL Defl DL RLL Wu (psf) 15 0. Wt (psf) 0 0 . P (lb) 1120 1120 at Xp= 7 ft Section Loc 7.5 ft Beam E 2250000 psi Beam 1 738 in^4 Seg Loc Stp 1 ft Size IT Step 0.5 in Deflection Live Load Total Load Limit (L/) 360 240 Unbr. Len 2 ft Beam Width 5.125 in Beam Height 12 in 24FV4 Glu -Lam F CD 1.25 CM 1.00 Ct 1.00 CL 1.00 CF . 1.00 Cv 1.00 Cfu 1.00 CI 1.00 Cr 1.00 Cc 1.00 Cf 1.00 CH 1.00 Fb 2515 psi Fb' 2989 psi TL Defl 0.59 in Allowable 0.75 in LCANTILEVER 0 ft ❑ Graph Values? O Beam Shear at d from face? FLL SL 99 WL 40 0 0 0 0 0 0 0 0 0 0 0 Fv Fv' LL Defl Allowable Active Section Location Envelope Max Min M (ft-lbo 25336 8137 V (lbo -470 -1045 Defl (in) -0.19 -0.59 R1 (lbo 5860 1767 R2 (lbf) 5711 1699 Cant' Defl (in) 0.00 0.00 LL Defl (in) -0.38 Envelope Notes: None 128 psi 238 psi 0.38 in 0.50 in Min 0 -5089 -0.59 -0.38 Wu R1 Include Self Weight? Trib Width 11 ft 0 ft Check Beam Size Beam PVO4 Max M (ft-Ibf) 25781 V (lbo 5238 Defl (in) 0.00 LL Defl (in) 0.00 Notes: None 128 psi 238 psi 0.38 in 0.50 in Min 0 -5089 -0.59 -0.38 Wu R1 Include Self Weight? Trib Width 11 ft 0 ft Check Beam Size Beam PVO4 3eam Sizer Design Program VerTech Engineering Date: Wised Slope of roof Dead Load 0 :12 Live Load 3.125 in TULL Defl. Criteria (U) Length of Beam 498 psf Width tributary to beam: Unbraced Length 240 360 CD 1.00 .CF CM 1.00 CV Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 1.00 Fbe= 46958 RB= 4.1 Total Uniform Load Mmax Vmax EI Req'd 11 8/8/2003 ❑ Valley Beam 0 :12 Select Beam Width 3.125 in 438 psf El Round Member 498 psf 24FV4 Glu -Lam D Horiz. Member 240 360 Fb' 2394 psi 12.5 ft - Fv' 190 psi 1 f 0.5 ft Height Required 13.3 in 0.99. A Req'd 38 in"2 1.00 S Req'd 92 in"3 1.00 1 Req'd 457 in"4 1.00 Controlling Design Bending 1.00 le= 1.0 Fb*= 2373 936.000 plf 18281 ft -Ib 4815 Ib O Shear at d from face? 823 '10"6 #-in^2 F Beam Sizer Design Program g VerTech Engineerings SCS Project: Adams Date: 8/8/2003 Location: B9 Revised ❑ Valley Beam Slope of roof 12 :12 Select Beam Width 5.5 in Dead Load 20 psf ❑ Round Member Live Load 20 psf DF -L #i ❑ Horiz. Member TULL Defl. Criteria (U) 240 360 Fb' 1687 psi Length of Beam 8 ft Fv' 106 psi Width tributary to beam: 6 ft Unbraced Length 0.5 ft Height Required 5.7 in • CI 1.25 CF 1.00 A Req'd 14 in^2 CM 1.00 CV 1.00 S Req'd 16 in^3 Ct 1.00 Cfu 1.00 1 Req'd 83 in^4 Cf 1.00 Cr 1.00 Controlling Design Deflection CH 1.00 Cc 1.00 CL 1.00 Fbe= 302630 le= 1.0 RB= 1.5 Fb*= 1688 ,Total Uniform Load 289.706 plf Mmax 2318 ft -Ib Vmax 1022 Ib D Shear at d from face? EI Req'd, 133 *10"6 #-in^2 b 4 VERTECH ENGINEERING PROJECT: 3/28/03 STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 1997 UBC AND ALL APPLICABLE LOCAL CODES. B) THE ENGINEER (VERTECH ENGINEERING) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1000 PSF PER UBC TABLE 18-1-A. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. (12" TO 24" AS PER LOCAL REQUIREMENTS) E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 2% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. I) FOR FOOTINGS ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 18-1-1 OF 1997 UBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1806.5 OF THE 1997 UBC. 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE 11 OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227,289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF THE ACI CODE AND UBC APPENDIX, CHAPTER 19. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. VERTECH RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARTER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH #3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. G) SAW -CUT TOP %" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 20'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. I) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER 1 Y:" #6 BARS AND LARGER 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: '/." J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP REINFORCING 40 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. VERTECH ENGINEERING PROJECT: 3/28/03 5. MASONRY A) CEMENT MASONRY UNITS SHALL CONFORM TO UBC STANDARD 21-4, GRADE N, TYPE I, AND SHALL BE SINGLE OR DOUBLE OPEN END BOND BEAM UNITS. B) F'm MIN SHALL BE 1,500 PSI WITH COMPLIANCE VERIFIED AS REQUIRED PER UBC SECTION 2105.3. C) EACH CELL SHALL BE COMPLETELY FILLED WITH GROUT CONFORMING TO ASTM C279 TYPE S WITH A MINIMUM STRENGTH OF 2,000 PSI. D) LAP REINFORCING THE GREATER OF 60 BAR DIAMETERS OR 2'-0". E) LOCATE ANCHOR BOLTS WITHIN 2" OF THE CENTER OF A CELL. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: SEE PLANS 2. FLOOR SHEATHING: SEE PLANS 3. WALL SHEATHING: SEE PLANS 8.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP IN ACCORDANCE WITH UBC 1701.7 AND UBC 2304.4.3. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH UBC .1704.6.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 2800 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 2'X 2"X 3/16" PLATE WASHERS LOCATED AT 4'-0" O.C. MAX. WITH ONE BOLT LOCATED 1'-0" MAXIMUM FROM EACH END OF EACH PIECE. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L #2 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG TIE CO., OR ENGINEER APPROVED EQUIVELANT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF 0480 U.N.O. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1 % LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 1997 UBC TABLE 23 -II -B-1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION. C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 3 VERTECH ENGINEERING PROJECT: 3/28/03 6-4 POSTS/TRIMMERS R .) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVELANT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-5 WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPLICE IS INTERUPTED, USE ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 8'-0" C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK- BOLT it OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICBO REPORT. D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BE A MINIMUM OF 14" IN HEIGHT. FOR LESSER HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). E.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. F.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. 7. DESIGN LOADS A) ALL DESIGN LOADS ARE PER UBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O. B) ROOF LIVE LOAD/SNOW LOAD: 20 PSF C) SEISMIC ZONE: 3 D) WIND SPEED: 75 MPH EXP B PROJECT AA aryNs PAGE I /^� VERTECH ENGINEERING -Z ENGINEER A7 DATE O DESIGN OF G c n g ro i Loct J s roof DL r ►�� 29S ply 2.S VovyM i Vn '1 V1 s u 1 Gkta� 1 ct, 1 -2 , vvo i5�.2-5 �Ps-p LL -*20 1(o psf' wail D.L i ps tour OL- t ps,JF U— i s O __�o��' — (2200 �a a) C i . 2C� � ► eo Ps �)� �' 42 2 40 � b 0 s3,s2otb (824 k2)( i•2� 2 q 1000 % b 54,2001b '--4 ) 0111 t� S 1997 UBC Wind Loads VerTech Engineering (UBC CH16 DIV III) Project: Adams Residence Date: 3/25/2003 Comments: Wind Speed:' 75 mph Importance: 1 Exposure: B ❑ One Story or Partially Endosed Multi-StoryStructure Primary Frame Elevation Elevation Elevation Method A 15 20 25 Windward Wall 7.2 7.8 8.3 Leeward Wall -4.5 -4.8 -5.2 Roof 11.7 12.6 13.5 Leeward or Flat Roof -6.3 -6.8 -7.3 Windward Roof -6.3 -6.8 -7.3 Slope <2:12 -6.3 -6.8 -7.3 2:12 to <9:12 -8.1 2.7 -8.7 2.9 -9.4 3.1 9:12 to 12:12 3.6 3.9 4.2 >12:12 6.3 6.8 7.3 Wind Parallel to Ridge -6.3 -6.8 -7.3 Method B On Vertical Projected Area Structure <= 40' High 11.7 12.6 13.5 Structure >40' High 12.6 13.6 14.6 On Horizontal Projected Area -6.3 -6.8 -7.3 Elements and Components not in areas of discontinuity Wall Elements All structures 10.8 11.6 12.5 Enclosed and Unenclosed Structures -10.8 -11.6 -12.5 Partially Enclosed -14.3 -15.5 -16.7 Parapet Walls -11.7 11.7 -12.6 12.6 -13.5 13.5 Roof Elements Enclosed and Unenclosed Structures Slope <7:12 -11.7 -12.6 -13.5 7:12 to 12:12 -11.7 11.7 -12.6 12.6 -13.5 13.5 Partially Enclosed Slope <2:12 -15.2 -16.5 -17.7 2:12 to 7:12 -14.3 7.2 -15.5 7.8 -16.7 8.3- >712 to 12:12 -15.2 15.2 -16.5 16.5 -17.7 17.7 Elements and Components in areas of discontinuity Wall Corners -13.5 10.8 -14.5 11.6 -15.6 12.5 Roof Eaves, rakes or ridges without overhangs Slope <2:12 -20.6 -22.3 -24.0 2:12 to 7:12 -23.3 -25.2 -27.1 >7:12 to 12:12 -14.3 -15.5 -16.7 Slope <2:12 at overhangs, canopies -25.1 -27.1 -29.2 e 1997 UBC Static Seismic Forces VerTech Engineering Project: Adams Residence Date: Comments: 21.4 Units: Zone = 3 (If T<.7, Ft=O) Soil type = I Sd Soil Profile Types 1= 1 Importance Factor Table 16-K R = 5.5 Overstrength and Ductility Factor Table 16-N or 16-P Ca = 0.36 Seismic Coefficient Table 16-Q Cv = 0.54 Seismic Coefficient Table 16-R hn = 22 (HEIGHT TO ROOF) Ct =1=_ 020 FOR ALL OTHERS 1w TA = Ct(hn)"' STORY HT Max TB = 1.4'TA 21.4 VEQ = (Cv'I"W)/(R'T) 5.2 21.4 Ft = 0.07'T'V (If T<.7, Ft=O) METH A _-METH 5 ROOF T = 0.203 0.203 EQ: Cvl/RT = 0.4833 0.4837 V/W: VEQ = 63.1 63 V: Ft = 0.00 10 3/25/2003 Kips & Feet (UNO) LEVEL STORY HT .117a"1 2.5*C_el /R 21.4 0.0396 0.1636 5.2 21.4 3/25/2003 Kips & Feet (UNO) LEVEL STORY HT HEIGHT WEIGHT HT. X WT. VEQ E MOT Diaphragm ROOF 12 22 53.52 1177 12.9 13 155 13 10th 0 10 0 0 0.0 13 155 0 9th 0 10 0 0 0.0 13 155 0 8th 1 0 10 0 0 0.0 13 155 0 7th 0 10 0 0 0.0 13 155 0 6th 0 10 0 0 0.0 13 155 0 5th 0 10 0 0 0.0 13 155 0 4th 0 10 0 0 0.0 13 155 0 3rd 0 10 0 0 0.0 13 155 0 2nd 10 10 77.021 770 8.5 21 369 14 1 st 0 0 0 0 0.0 21 369 0 ' IJV.J91 1 1 W14 1 PROJECT 5 VERTECH ENGINEERING ENGINEER Al DESIGN OF L;,� Lavou-i- I� Om C -,I- PAGE PAGE -1 DATE O3 C, PROJECT A J //��aw� VER�TECH ENGINEERING PAGE ENGINEER AT DATE DESIGN OF L x a I Loa J Oevc1 < A, R - (is *%• 10% )� IZ.S ps-C 200216 Its A I — ct~ �' °�c ►'l.(o PS Ir a C2o�' dQ�,l t -bases f.) 12. c PC. , ,� L. G (.4e) `C7 c,� - C �o°� ►�'iC 13,E P� ��� ►��a�� P Q (25 1-0' -�s 16 I "116 PROJECT -CA vlln VERTECH ENGINEERING PAGE ENGINEER AT. DATE O DESIGN OF Lad (A Uevel rncn+ R S lon a A,R —2..SOD,� 2 314.1 16 Low v --To w 5 A,% le) GOO I ��- i2 +I�� tb rC lc)16 4 F c -,l - 1O V. 2. 1�4 ` -7 71� � -a cb 5001 I OCA 11 !�; w PROJECT- ENGINEER ROJECT_ENGINEER AJ DESIGN OF La+c-xo I VERTECH ENGINEERING 5 u w1 wo.( Tabu I PAGE I I DATE .vI I \/v iricl C I b,Se,Csmi c C16) 2 :-2 0,2 s . 3141 1 '2.'2 `6 (4 1) (ob) 2 Co I C) C �.-, 4 +3So 1 13 4•- � 24`x-) i c6b5 �- � �- �2CdJ2 i S Q 340 1000 w ►, �2 f3 4Cooq 5(to21(D) IbSl ((n4S`6) k coo w T2 ,1 33 4C0(D 2.5?5 ( (o2 ► O) 3221 CO.I C.." I a►4 -i can 2�� A 2�,4oc��b Aa = 2 6;2 4 -�4 z Shear Wall Design Program VerTech Engineering Project: Adams Residence Date: 3/25/03 Location: Units (UNO): lbs, in Panel Thickness 3/8 • 3X Sill 3.17 3.73 Panel Orientation Short Dimension Across Studs • 1.98 NG 1.52 Nail Type 8d NG 0.99 NG 0.76 Anchor Bold Diam. 1/2 Stud Spacing 16 in o.c. Spec Grav Of Framing 0.5 Panel Grade C -D, C -C, UBC 21-2, UBC 23-3 • Fnd Sill Plate Grade DF -L • AB in 2X Sill 620 AB in 3X Sill 730 Split Anchorage Reduced Index # Nail Nail Length Diam Embed Cd NDSValue Value 1 10d 3 0.148 1.50 0.84 118 100 2 12d 3.25 0.148 1.75 0.99 118 116 3 16d 3.5 0.162 2.00 1.00 141 141 4 20d 4 0.192 2.50 1.00 170 170 5 30d 4.5 0.207 3.00 1.00 186 186 6 1/4" Screw 0.25 2.00 1.00 220 220 7 3/8" Screw 0.375 3.00 1.00 400 400 8 A35 450 9 A34 365 Shear Wall Design Edge Nail Alowable SW Joint Fastening SW Joint Fastening Load Fastener Cond A Cond B Fastener Cond A Cond B 6 260 2 7.1 0 8 20.8 0 4, Note 1 380 2 4.9 0 8 14.2 0 3, Note 1 490. 2 3.8 0 8 11.0 0 2, Note.1 640 2 2.9 0 8 8.4 0 44, Note 1 760 4 3.6 Note 2 8 7.1 Note 2 33, Note 1 980 4 2.8 Note 2 9 4.5 Note 2 22, Note 1 1280 4 2.1 Note 2 9 3.4 Note 2 1. Use 3X framing at adjacent panel edges and stagger nailing 2. Condition B fastening is the same as for single sided shear wall with same edge nailing AB Spacing (ft) 2X Sill 3X Sill 3.17 3.73 1.09 2.56 0.84 1.98 NG 1.52 NG 1.28 NG 0.99 NG 0.76 VerTech Engineering Project: CkMS Engineer: A T D@sian of : Shear Wall,, Framinn Page: Date: 7)/O_ Panel Shear Walls Resistive A35 Sill Lateral Wall Attachment Attachment Load Length Length Length Load/ft Edge Nail Walllu (ft) Ll Itm f in A, R 3141 14.25 14.25 14.25 220 6" A,2 4876 18.75 18.75 18.75 260 4" B, R 4188 19.25 19.25 19.25 218 6" B,2 6807 19.25 19.25 19.25 354 4" C,R 1885 25 25 25 75 6" C,1 2602 6.5 6.5 6.5 400 3" D 3402 9 9 9 378 4" 1,R 3375 14 14 14 241 6" 1,1 6458 18.5 18.5 18.5 349 4" 2 1512 8 8 8 189 6" 3,R 4607 11 11 11 419 3" 3,1 7828 15 15 15 522 2" 4 1512 4 4 4 378 4" VerTech Engineering Project: AJ Uvv% 5 Page: Engineer: AT Date: 3 Im Design of : Shear Walls Stability Overturning Overall Resistive Gravity OT OT Rightinci Net Length Length Load Height Moment Moment M/D Wall (ft) (ft) (Ih/ff) M rf+-lh% if+_IM ilk% A, R 11 11 250 9 20829.8 13781.25 803 A,2 _ 9 9 250 9 21649.4 10695.31 1300 B, R 10 10 250 9 19090.8 11882.81 861 B,2 10 10 250 1 12 41372.4 11882.81 3146 C,R 14 8 250 20 12064 24500 -713 C,1 4 4 250 9 12609.7 1531.25 3209 D 5 5 250 12.5 21262.5 2531.25 4219 1,R 14 14 250 9 30375 24500 595 1,1 12 12 250 9 37700.8 18000 •1792 2 8 8 250 12.5 18900 8000 1463 3, RI 7 7 250 9 26385.5 6125 2982 3,1 7 7 250 12 43836.8 6125 5475 4 4 4 250 12.5 18900 2000 4275 i5 Design of: Shear Walls Stability Segment Segment OT Ri Ming Net Length Height MMT MMT M/D Wall (ft) (ft) (ft -1h) (ft -1h) llhl �aaaa� s PROJECT ACJ a YY\ S VERTECH ENGINEERING PAGE Vo ENGINEER AJ DATE DESIGN OF PROJECT AJcxyn,s ENGINEER AS VERTECH ENGINEERING DESIGN OF GrGy i t\/ Lcxyou + PAGE T DATE PROJECT a Yy-� ENGINEER DESIGN OF TyPkcal V El = VERTECH ENGINEERING C beavns PAGE 1 DATE �2 a- I Gc' 51 S 4-16 tl6q Ib 2� x 10� `b- ► �2 2 x Co ��2 ► Com'` c� L 132 - T pi c.a I "r, J M = 3q s 474- lb 2 x Co o►= # 2 C� 1 l� `� 0. c Roo -F 6�'c (3 CA,` L7- Via(, =Vec, = G21:16 Coy) +- (oO-616 CL -L-) 5' r�a�31b g s�►b �►2�4501b� �q°li7-�t�) 21' V. 3o) -1b 10� • i Coes Ou 10 •1(opyP L l_. (50ps-C LL) 13 V2 24F'- V4, G L& `/-2 24F y4 G-tiL� w/s}urac�.e� !1 PROJECT A� G� ENGINEER AT VER•TECH ENGINEERING DESIGN OF Gray i I y (bears S 2)-1- RCo-� G- 8c -r L = 20 235z►e1 -31 16 V = 277316 Er= b90 x IOC PAGE I / DATE 3/03 10 • 1(oPsf7 OL 1 C) • I L L 5x/E) x 10 %2 24F-\/4 G LEP Roof Gif-8te L= 2(:) ` V e4 - 116'216 ((>C, -258oIb1 I -T' 3' + 00D16 C Lt_) %0 ►�O t' 4sp i -I- M - 101 ocxc ' 1 b = 33501b x►O�' Ib-�h2 V4 G L I3 PROJECT AA am s ENGINEER .DESIGN OF Gv-a-4 G IC041 b VERTECH ENGINEERING (bcom,s Roo T' Q3i r<At r L = 1,2O + , ' �/ , 1 x-42 ►.�, PAG E -20 DATE IO V4��sf' DL 10'. li,o ,c JP LL. r ►223 ►b S Vb x Co 24-F- \/4 G L S U�- - Roo-' Girae'r L = 20 vas = 50(.016(DL) 4- 4c)�)16 CLL) 14-�o 0 10` V = 2�021b EI = 'j�°1O x 10 ICaPsF DL 10" l(oPsF LL rw3cAb 5'/a x IO V -z 249- - u4 G LS PROJECT /� VERTECH ENGINEERING PAGE 2I ENGINEER A T DATE DESIGN OF &Gsv i - Roof G%(--8cx- L 13'/2' TY; b= -4 %2 = CoOI C) -P+ - b ► -Tlb3 16 F -T- = 2q3 X i010 ►b _;,�2 5`/lb x -4'/2 241:7=\/4 GLb (3�i PprC.�l �c hQYI� C-, ex- L. T66-= 3' l(lDJ 21, I CoO Ib plus PL .(Pi w,t'd-span �! = I- X)1 b 132 5 < 10 16 - n2- 5*) 2 5'/v x 1'l 24F - V, -j- G L S 10 Porcv) 0ve-)rv-)on Gir-(3cx :L,. = = M 2 00 C�i+- 16 Y, Co x Co DP -ti Q ► ► - C-�Y ageJ 2 00 � � � r cl-e� L. = 12 � j2 � 5 72) x I O'/2 24 F- V0r G L g. PROJECT /-`JQ1( s PAGE 2 2 VERTECH ENGINEERING ENGINEER 1�DATE DESIGN OF Gf n,v 4 X12 — yy\ s C-'af-a.5 CJ X200 -�' G i r-C� L= 2 I '/2 v$lI=stSO►b t -P+-1h v = C)go� kb EL= 4---4G1 x 10(o 13 Roo r3cr L = '12 /Z V EL = . (o x�o'° I6-�n2 2'.Ilops�' L.L N&,,,01b _PROJECT AC1mrn-s VERTECH ENGINEERING PAGE 23 ENGINEER AJ DATE O DESIGN OF Gr01V i (6com 1614 - Gara9eJ Door I- Ieaclec - L= Ib l 1 "-1-1= 15 rvc� M 2314(oto+-16 El= 1521 x►O�o I6 -„n2 244-7- \/4 M = -4°18 EZ = Z02 -00�0 Ib -in 6x 12.OFOI B0 O - G Q,(a (�eJ Rcx - '}-� mid , T, -;0"2a -C4-- -C4--16 2-121b I lo x I olo 16 -in" 2 x 10 �► �- ' G grCA Cep l i n g 70i 5+ L,= 24 Tn b - ► Q0 G� M 1 -1.2 4'-�- 16 2b q 16 EZ= 149 x10( -Ib -int 2 x 10 DFS 2 Cj 1 0. PROJECT ENGINEER DESIGN OF Gy -&4i 620 VERTECH ENGINEERING i beaW,s ) 2n8 F-1 ooc- Toy s -F --s. --s/ = 44 i EZ = -40).ac io(o l - n2. PAGE LL DATE V L= 91h0 Velw,T- 40 6 1co"O.C. regio, 2nd RaDc G►rdCr L= IS 1-4, ()1(o -F4- -16 EI = 1002. -A 10' 16 - M = 441 -'+--o6 V = 321z) 16 11 ISPsF DL H 4opsq7' LL PROJECT /�YYIs VERTECH ENGINEERING PAGE -25 ENGINEER f \- J DATE 0 DESIGN OF 6r'Q\! Jy (bcc�r�ns ,33�, S PSS 'DL - .%.73S 4 -ops F LL- Y2"' L%2 Cj , F_�I 15b sc10 16 -ate, - X22 - 2nd Floor 1,-.5 Tr; b = b 00-C 11001b 1Y4 xT/4 LVL- min, D23 - 2. n cJ R oov G i r M = 12.► O .4-16 = �2►01b F— -f= 10) x 1Olo I6 -►,n2 l q4 - T/4 LV L i L"42 lire= 111 1�� Plus 4'. bc�ckspar� PROJECT ENGINEER Aj DESIGN OF Gray i VERTECH ENGINEERING PAGE 2 CQ DATE Q� (�aeoY-ns) IN 924- 2ncl F- I co(- Jo ► s+ L = 20 V-1. 2L ET - 23z x10 l- ib- ivn2 l l '7/b W W 140 6 12 O, C. 62S -- 2ncl R oc)c Cary+ . 3oi s � L =121�N c, ZAC,V- SPAQ Tr�6 =12 3°J Ib Ito 1b r 4% 4' coil -"-\6 �l = Ito 2xb 0r 1118 Q ok e2 Co - &cot cor►�/ G%, r ck�x' L. _ M 7-430, -14 -1 b V = 2 sbb Ib ET = 3 +O x 10 14 16- in 2- I I `/2 N Tr; b PROJECT A&M -S VERTECH ENGINEERING PAGE ENGINEER DATE DESIGN OF G v -(a V j,/ (6envvlS) y To i o/ = 5Co3 Ib M = ►s45 V = 4-T61 b. W WTL 4o 6 1(", 0. C. 1�2Qj - 2nd Floor G i r8e r-' L = 12'/2 15�5� DL 121/2 ` pS F LL Tc�c,�O�b T2glgl6 u= 3s9 -►1b. ET = Z4,2 x 1O 3'/e x °1 24F- V4- C L 9 PROJECT _ M oyy lS ENGINEER DESIGN OF Gfo,u; 630 - 2r, J VERTECH ENGINEERING 'F 1 C) or -J'p %s -15 42 111 Y, W/2 WVV 140 8 1(,"0.(,, (,"0,(, B04 16 E -E= 4 x (o C) F " 2 PAG E DATE 3 M = I)22. 4-16 5301 b �z = loC) x loco ►b "2- °��/ZWWT- 40 G B,3),6 — 2r, cl �7 t oo ' 0-o; s 1-- s M = 3301 V = (096 16 ET— = 2 4Co x I0'o 16 - in z I I�/� WW -T40 7W6 O.C. = 1)co `�-10or PROJECT AArwn5 VERTECH ENGINEERING PAGE 2C) ENGINEER AT DATE 3 DESIGN OF Q34 - K• -1 -chem Cn1.-e> L- I S � (OL+��) i0, B31 16 U/2 ' M = (0d)001 4-16 V _ C�, a3 I I Ib F --E= 41 1�1 x jo(. 'S Yb x 21 24F -V4 G LI& X3/4 xl� 24F V4GLr"3 yr 1(,,ol-2 '1 4F- V 4 G L?z> 103/ Beam Sizer Design Program g VerTech Engineering Project: Adams Residence Date: 3/27/2003 Location: B1 Slope of roof Dead Load Live Load TULL Defl. Criteria (U) Length of Beam Width tributary to beam: Unbraced Length CD 1.00 CF CM 1.00 CV Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 0.99 Fbe= 12076 RB= 7.6 Total Uniform Load Mmax Vmax EI Req'd le= Fb*= 30 ❑ Valley Beam 8 :12 Select Beam Width 1.5 in 8 psf ❑ Round Member 16 psf DF -L #2 Dimensional ❑ Horiz. Member 240 360 Fb' 1164 psi 11 ft Fv' 95 psi 1.33 ft 1 ft Height Required 5.3 in 1.30 A Req'd 3 in^2 1.00 S Req'd 5 in^3 1.00 I Req'd 18 in^4 1.00 Controlling Design Deflection 1.00 2.1 1170 34 pif 515 ft -Ib 187 Ib ❑ Shear at d from face? 29 *10^6 #-in^2 30 Beam Sizer Design Program g VerTech Engineering Project: Adams Residence Date: 3/27/2003 s Location: B2 Slope of roof Dead Load Live Load TULL Defl. Criteria (U) Length of Beam Width tributary to beam: Unbraced Length CD 1.00 CF CM 1.00 CV Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 1.00 .Fbe= 14921 le= RB= 6.9 Fb*= Total Uniform Load Mmax Vmax EI Req'd 31 ❑ Valley Beam 8 :12 Select Beam Width 1.5 in 8 psf El Round Member 10 psf DF -L #2 Dimensional � J ❑ Horiz. Member 240 360 Fb' 1343 psi 11 ft Fv' 95 psi 1.33 ft 1 ft Height Required 4.3 in 1.50 A Req'd 2 in^2 1.00 S Req'd 4 in^3 1.00 1 Req'd 10 in^4 1.00 Controlling Design Deflection 1.00 2.1 1350 26 plf 395 ft -Ib 143 Ib ❑ Shear at d from face? 16 *10^6 #-in^2 31 Z' 2 COMPANY PROJECT Woodworks® "'FTWAAF FOA WOOD DMGN Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pattern Shear Bending(+) Bending(-) Deflection: fv @d = fb = fb = Live Fv' = Fb' = Fb' = Start End Start End Load? 2381 RoofL Dead Full Area 16.00(10.00)* Total Cantil. Live No L/345 L/212 RoofL Live Full Area 16.00(10.00)* 1 0.41 = Yes 0.67 = PL DL Dead Point 621 0.00 No 2.1 PL LL Live Point 603 0.00 Yes MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 5' Dead Anal sis Value 3541 Value 2373 Shear Bending(+) Bending(-) Deflection: fv @d = fb = fb = Live Fv' = Fb' = Fb' = 190 2396 1196 3322 0.37 = 2381 0.70 = L/360 Total Interior Live Total Cantil. Live 6863 L/345 L/212 4754 L/180 L/180 0.52 0.85 Bearing: 1 0.41 = L/147 1 0.67 = L/90 0.61 0.0 2.1 1.4 0.0 Length Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x13-1/2" Self Weight of 16.43 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress=nsl_ and in Criterion Anal sis Value Design Value Anal sis/Desi n Shear Bending(+) Bending(-) Deflection: fv @d = fb = fb = 78 1175 796 Fv' = Fb' = Fb' = 190 2396 1196 fv Fv' = 0.91 fb/Fb' = 0.49 fb/Fb' = 0.67 0.37 = L/680 0.70 = L/360 0.53 Interior Live Total Cantil. Live 0.73 = 0.28 = L/345 L/212 1.40 = 0.33 = L/180 L/180 0.52 0.85 Total 1 0.41 = L/147 1 0.67 = L/90 0.61 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 0.998 1.00 1.00 4 Fb'-= 1200 1.00 1.00 1.00 0.996 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 5 Fcp'= 650 1.00 1.00 _ E' = 1.8 million 1.00 1.00 4 Bending(+): LC# 4 = D+L (pattern: _L_), M = 15237 lbs -ft Bending(-): LC# 2 = D+L, M = "10325 lbs -ft Shear : LC# 5 = D+L (pattern: LL_), V = 3957, V@d = 3579 lbs Deflection: LC# 4 = D+L (pattern: L ) EI=1891.38e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 33 COMPANY I PROJECT WoodWorks® Somw"E FOR WOOD DMOV Mar. 28, 2003 08:22:10 1 Adams -B3 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pattern Shear Bending(+) Bending(-) Deflection: ju Live Start End Start End Load? RoofL Dead Full Area 16.00(10.00)* Total No RoofL Live Full Area 50.00(10.00)* 1.00 Yes PL DL Dead Point 621 0.00 No PL LL Live Point 603 0.00 Yes MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' S' Dead Anal sis Value 3656 Value Analysis/Desi n Shear Bending(+) Bending(-) Deflection: ju Live FV' = Fb' = Fb' = 190 2297 1103• 8794 0.38 = 0.51 = 0.29 = 1 0.34 = 2477 0.70 = 1.40 = 0.33 = 0.67 = L/360 L/180 L/180 L/90 Total Interior Live Total Cantil. Live Total 1.00 12450 Fcp'= 650 7440 1.00 _ Bearing: 1.00 1.00 4 9917 0.0 3.7 3.0 0.0 Length Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x19-1/2" Self Weight of 23.74 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997- / afrQQQ=nQI nerd 1n I Criterion Anal sis Value Design Value Analysis/Desi n Shear Bending(+) Bending(-) Deflection: fv @d = fb = fb = 101 1267 542 FV' = Fb' = Fb' = 190 2297 1103• tv/Fv' = 0.53 fb/Fb' = 0.55 fb/Fb' = 0.49 0.38 = 0.51 = 0.29 = 1 0.34 = L/656 L/494 L/205 L/177 0.70 = 1.40 = 0.33 = 0.67 = L/360 L/180 L/180 L/90 0.55 0.36 0.88 0.51 Interior Live Total Cantil. Live Total ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 0.957 1.00 1.00 4 Fb'-= 1200 1.00 1.00 1.00 0.994 1.00 0.919 1.00 1.00 7 Fv' = 190 1.00 1.00 1.00 5 Fcp'= 650 1.00 1.00 _ E' = 1.8 million 1.00 1.00 4 Bending(+): LC# 4 = D+L (pattern: _L_), M = 34281 lbs -ft Bending(-): LC# 7 = D+L (pattern: L_L), M = 14667 lbs -ft Shear : LC# 5 = D+L (pattern: LL ), V = 7808, V@d = 6697 lbs Deflection: LC# 4 = D+L (pattern: L-) EI=5700.09e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 34 Dead COMPANY PROJECT WoodWorks® Value Anal sis/Desi n Live . SOf7WARF FOAWOOD OFSlCN Mar 97. 2nn; IA- Adarng R4 Design Check Calculation Sheet RoofL Sizer 2002a Full Area � LOADS: ( lbs, psf, or pif )1. L/360 L/180 L/180 L/90 Load Type Distribution Magnitude Location [ft] Pattern RoofL Live Full Area 16.00(10.00)* yes 1.0 Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0 15' 20' 1.3 0.0 Glulam-Simple,. VG West.DF, 24F -V4, 5-1/8x10-1/2" Self Weight of 12.78 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fb'-= 1200 1.00 1.00 1.00 0.999 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 _ E' = 1.8 million 1.00 1.00 3 Bending(+): LC# 3 = D+L (pattern: I_), M = 8312 lbs -ft Bending(-): LC# 2 = D+L, M = 4160 lbs -ft Shear : LC# 2 = D+L, V = 2773, V@d = 2482 lbs Deflection: LC# 3 = D+L (pattern: L_) EI= 889.9le06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow w=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for application. your 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fop(comp'n). Dead 1152 Value 2304 Value Anal sis/Desi n Live 1200 69 1059 530 Start End Start End Load? RoofL Dead Full Area � 16.00(10.00)* L/360 L/180 L/180 L/90 No RoofL Live Full Area 16.00(10.00)* yes Dead 1152 Value 2304 Value Anal sis/Desi n Live 1200 69 1059 530 2133 190 2900 1199 fv Fv' = fb/Fb' = fb/Fb' = Total 2352 L/878 L/901 L/279 L/159 4437 L/360 L/180 L/180 L/90 Bearing: Interior Live Total Cantil. Live Total 1.0 Length 1.3 0.0 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear Bending(+) Bending(-) Deflection: fv @d = fb = fb = 69 1059 530 Fv' = Fb' = Fb' = 190 2900 1199 fv Fv' = fb/Fb' = fb/Fb' = 0.36 0.99 0.99 0.20 = 0.95 = 0.22 = 0.38 = L/878 L/901 L/279 L/159 0.50 = 1.00 = 0.33 = 0.67 = L/360 L/180 L/180 L/90 0.41 0.45 0.66 0.56 Interior Live Total Cantil. Live Total _LS Dead COMPANY PROJECT 3388 Woodworks® Anal sis/Desi n Live 1360 SOFTWARE FOR WOOD DESIGN Start End Start End Load? Design Check Calculation Sheet Dead Sizer 2002a 16.00(10.00)* LOADS: ( lbs, psf, or plf ) No Load Type Distribution Magnitude Location [ft] Pattern Live Full Area 16.00(10.00)* 0.57 = Yes PL DL Dead Point 1152 20.00 No Tributary Width (ft) Live MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 1200 ° 17' 20' L/188 0.20 = L/180 0.95 Total 0.25 = L/191 0.90 = L/90 0.64 Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x10-1/2" Self Weight of 12.78 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fb'-= 1200 1.00 1.00 1.00 0.996 1.00 1.000 1.00 1.00 4 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Bending(+): LC# 3 = D+L (pattern: I_), M = 10000 lbs -ft Bending(-): LC# 4 = D+L (pattern: L), M = 8554 lbs -ft Shear : LC# 2 = D+L, V = 3350, V@d = 3059 lbs Deflection: LC# 3 = D+L (pattern: L_) EI= 889.91e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Dead 1220 Value 3388 Value Anal sis/Desi n Live 1360 85 Start End Start End Load? RoofL Dead Full Area 16.00(10.00)* Fb' = Fb' = No RoofL Live Full Area 16.00(10.00)* 0.57 = Yes PL DL Dead Point 1152 20.00 No PL LL Live Point 1200 20.00 Yes Dead 1220 Value 3388 Value Anal sis/Desi n Live 1360 85 3294 190 fv/Fv' = Total 2580 fb = fb = 6682 Fb' = Fb' = 2900 1196 Bearing: 0.53 0.91 0.34 = L/603 0.57 = L/360 1.0 1.0 0.60 2.0 2.0 Total 0joLen 0.0 Length Length Criterion Anal sis Value Design Value Anal sis/Desi n Shear fv @d = 85 Fv' = 190 fv/Fv' = 0.95 Bending(+) Bending(-) Deflection: fb = fb = 1279 1090 Fb' = Fb' = 2900 1196 fb/Fb' = fb/Fb' = 0.53 0.91 0.34 = L/603 0.57 = L/360 0.60 Interior Live Total 0.66 = L/307 1.13 = L/180 0.58 Cantil. Live 0.19 = L/188 0.20 = L/180 0.95 Total 0.25 = L/191 0.90 = L/90 0.64 3(0 Load COMPANY PROJECT Magnitude Woodworks® Pattern Shear 621 603 1223 _ SOFFWARFFOR WOOD DEIGN Start End Start End Load? Design Check Calculation Sheet Dead Sizer 2002a 16.00(10.00)* LOADS: ( lbs, psf, or plf ) No RoofL * Live Full Area 16.00(10.00)* 997 Yes 1200 fb/Fb' = Tributary Width (ft) Live Defl'n MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : <L/999 0.30 = L/360 0' 7' 11' 20' Total Defl'n 0.22 = L/500 0.60 = L/180 0.36 Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x6" Self Weight of 7.3 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and In) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 7 Fb'-= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 8 Fv' = 190 1.00 1.00 1.00 8 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 7 Bending(+): LC# 7 = D+L (pattern: L L), M = 2286 lbs -ft Bending(-): LC# 8 = D+L (pattern: EL), M = 2427 lbs -ft Shear : LC# 8 = D+L (pattern: V = 1742, V@d = 1579 lbs _LL), Deflection: LC# 7 = D+L (pattern: L L) EI= 166.05e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Load Type Distribution Magnitude Location [ft] Pattern Shear 621 603 1223 1.0 Start End Start End Load? RoofL Dead Full Area 16.00(10.00)* Fb' = No RoofL * Live Full Area 16.00(10.00)* 997 Yes Dead Live Total Bearing: 506 998 1009 Value 892 1176 2017 Value 1378 1514 2892 Shear 621 603 1223 1.0 Fv' = 1.0 fv/Fv' = 1.0 Bending(+) 1.0 Length Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 77 Fv' = 190 fv/Fv' = 0.91 Bending(+) fb = 892 Fb' = 2900 fb/Fb' = 0.37 Bending(-) fb = 997 Fb' = 1200 fb/Fb' = 0.79 Live Defl'n 0.09 = <L/999 0.30 = L/360 0,29 Total Defl'n 0.22 = L/500 0.60 = L/180 0.36 T Criterion COMPANY PROJECT Design WoodWorks(' Anal sis/Desi n Shear N @d = SOFIWARF FOR WOOD D4WGN Start End Start End Load? Design Check Calculation Sheet Dead • Sizer 2002a 16.00(10.00)* LOADS: ( lbs, psf, or plf ) No Load Type Distribution Magnitude Location [ft] Pattern Live Partial Area 16.00(10.00)* 10.00 20.00 No PL DL Dead Point 506 10.00 No Tributary Width (ft) Live MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 496 41 o, 20 Dead 781 Live 699 1581 Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x10-1/2" Self Weight of 12.78 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBG -UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 _ E' = 1.8 million 1.00 .1.00 2 Bending(+): LC# 2 = D+L, M = 13780 lbs -ft Shear : LC# 2 = D+L, V 2902, V@d = 2633 lbs Deflection: LC# 2 = D+L EI= 889.91e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for application. your 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Criterion Anal sis Value Design Value Anal sis/Desi n Shear N @d = Total Start End Start End Load? RoofL Dead Partial Area 16.00(10.00)* 10.00 20.00 No RoofL Live Partial Area 16.00(10.00)* 10.00 20.00 No PL DL Dead Point 506 10.00 No PL LL * Live Point 496 10.00 No Criterion Anal sis Value Design Value Anal sis/Desi n Shear N @d = Total 1430 190 1449 Bearing: fb = 1756 3030 1.0 fb/Fb' = 0.73 Live Defl'n Length L/995 0.67 = L/360 1.0 Criterion Anal sis Value Design Value Anal sis/Desi n Shear N @d = 73 Fv' = 190 fv Fv' = 0.39 Bending(+) fb = 1756 Fb' = 2900 fb/Fb' = 0.73 Live Defl'n 0.48 = L/995 0.67 = L/360 0.73 Total Defl'n 1.29 = L/185 1.33 = L/180 0,97 Beam Sizer Design Program VerTech Engineering Project: Adams Residence Location: B8 Slope of roof Dead Load Live Load TULL Defl. Criteria (U) Length of Beam Width tributary to beam: Unbraced Length CD 1.00 CF CM 1.00 Cv Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 1.00 Fbe= 86916 le= RB= 3.0 Fb*= Total Uniform Load Mmax Vmax EI Req'd Date: 3/27/2003 ❑ Valley Beam 8 :12 Select Beam Width 5.125 in 16 psf El Member 16 psf 24F -V4 Glu -lam � � ❑ Horiz. Member 240 360 Fb' 2397 psi 13.5 ft Fv' 190 psi 7.5 ft 1.33 ft Height Required 7.2 in 1.00 A Req'd 14 in42 1.00 S Req'd 30 in^3 1.00 1 Req'd 163 in^4 1.00 Controlling Design Deflection 1.00 2.7 2400 264 plf 6019 ft -Ib 1783 Ib ❑ Shear at d from face? 293 *10^6 #-in^2 3c) COMPANY PROJECT Wood, Works® SOFTWARE FOR WOOD DM" I Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pattern 1332 fv @d = . 66 Start End Start End Load? Roofl, Dead Full Area 16.00 (3.00)* 2400 No RoofL Live Full Area 16.00 (3.00)* L/360 No PL DL Dead Point 1776 9.25 No PL LL *T ri)-"„f Live � , , .; A� Point i- 1776 9.25 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : Dead 1467 Value Design Value Live 1332 fv @d = . 66 196' Total 2799 Bending(+) fb = 133: searing: 2400 fb/Fb' = 0.86 Live Defl'n 279, Length 1.0 L/360 0.65 Total Defl'n 1.04 = L/212 1.23 = L/180 1.0 Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x12" Self Weight of 14.61 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE Nos.Iaar Icr.ncc=..mac Anel 1., Criterion Anal sis Value Design Value Anal sis/Desi n Shear fv @d = . 66 Fv' = 190 fv/Fv' = 0.35 Bending(+) fb = 2064 Fb' = 2400 fb/Fb' = 0.86 Live Defl'n 0.40 = L/555 0.62 = L/360 0.65 Total Defl'n 1.04 = L/212 1.23 = L/180 0.85 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 ' 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 _ E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 21160 lbs -ft Shear : LC# 2 = D+L, V = 2799, V@d = 2689 lbs Deflection: LC# 2 = D+L EI=1328.38e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 40 Beam Sizer Design Program VerTech Engineering Project: Adams Residence Date: 3/27/2003 Location: B10 ❑ Valley Beam Slope of roof 12 :12 Select Beam Width 5.5 in Dead Load 16psf T El Round Member Live Load 16 sf P I _ I ❑ Horiz. Member TULL Defl. Criteria (U) 240 360 Fb' 1349 psi Length of Beam 8.5 ft Fv' 85 psi Width tributary to beam: 5.75 ft Unbraced Length 1.33 ft Height Required 4.4 in CD 1.00 CF 1.00 A Req'd 17 in^2 CM 1.00 Cv 1.00 S Req'd 18 in^3 Ct 1.00 Cfu 1.00 1 Req'd 38 in^4 Cf 1.00 Cr 1.00 Controlling Design Bending CH 1.00 Cc 1.00 CL 1.00 Fbe= 146165 le= 2.7 Re= 2.2 Fb•= 1350 Total Uniform Load 222 plf Mmax 2006 ft -Ib Vmax 944 Ib ❑ Shear at d from face? EI Req'd 61 •1016 #-in^2 41 Beam Sizer Design Program VerTech Engineering Project: Adams Residence Date: 3/27/2003 Location: B11 El Valley Beam Slope of roof 0 :12 Select Beam Width 5.125 in Dead Load 438sf p � El Round Member Live Load 498 psf 24F -V4 Glu -Lam I - I I _ I ❑✓ Horiz. Member TULL Defl. Criteria (U) 240 360 Fb' 2395 psi Length of Beam 12.5 ft Fv' 190 psi Width tributary to beam: 1 ft Unbraced Length 1.33 ft Height Required 10.4 in CD 1.00 CF 1.00 A Req'd 46 in^2 CM 1.00 CV 1.00 S Req'd 92 in^3 Ct 1.00 Cfu ' 1.00 1 Req'd 457 in^4 Cf 1.00 Cr 1.00 Controlling Design Bending CH 1.00 Cc 1.00 CL 1.00 Fbe= 60824 le= 2.7 RB= 3.6 Fb*= 2400 Total Uniform Load 936 plf Mmax 18281 ft -Ib Vmax 5850 lb ❑ Shear at d from face? EI Req'd 823 *10^6 #-in^2 COMPANY Woodworks® " SOFTWARE FOR -WOOD D6JGN Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) PROJECT Load Type Distribution Magnitude Start End Location [ft) Start End Pattern Load? WallL Dead Full Area 15.00 (9.00)* 21280 No RoofL Dead Full Area 16.00(12.00)* 1.9 No RoofL Live Full Area 16.00(12.00)* L/360 No PL DL Dead Point 2925 7.00 No PL LL Live Point 1 2925 1 7.00 1 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' Dead 5864 Value 9844 Live 4037 Shear 3016 Total 9901 21280 7860 Bearing: M = 55756 Mr = 1.9 M/Mr = 0.80 1.5 Length PSL, 2.OE, 290017b, 7x16" Load combinations: ICBG -UBC; Self Weight of 35.0 plf automatically included in loads; SECTION vs. DESIGN CODE NDS -1997: (lbs. lbs -ft. or in 1 Criterion Analysis Value Design Value Anal sis/Desi n Shear V @d = 9162 Vr = 21280 V Vr = 0.43 Bending(+) M = 55756 Mr = 69909 M/Mr = 0.80 Live Defl'n 0.38 = L/684 0.72 = L/360 0.53 Total Defl'n 1.20 = L/215 1.43 = L/180 0.84 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 0.97 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 55756 lbs -ft Shear : LC# 2 = D+L, V = 9901, V@d = 9162 lbs Deflection: LC# 2 = D+L EI=4778.67e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 0 4-3 COMPANY PROJECT WoodWorks® SOFFWARF FOR WOOD DJWGN Mar. 27, 2003 17:20:01 Adams -B13 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 206 Total Start End Start End Load? RoofL Dead Partial Area 16.00 (3.00)* 7.00 12.50 No RoofL Live IPartial Area 16.00 (3.00)* 7.00 12.50 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) u• Dead 74 Value 222 Live 58 Shear 206 Total 132 95 428 Bearing: fb = 848 Fb' = 1.0 fb/Fb' = 0.78 1.0 Length Lumber -soft, D.Fir-L, No.2, 2x8" Self Weight of 2.58 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress=nsl_ and In I Criterion Anal sis Value Design Value Analysis/Desi n Shear fv @d = 99 Fv' = 95 fv/Fv' = 0.52 Bending(+) fb = 848 Fb' = 1080 fb/Fb' = 0.78 Live Defl'n 0.19 = <L/999 0.92 = L/360 0.39 Total Defl'n 0.38 = L/396 0.83 = L/180 0.45 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 _ E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 928 lbs -ft Shear : LC# 2 = D+L, V = 912, V@d = 355 lbs Deflection: LC# 2 = D+L EI= 76.21e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Beam Sizer Design Program g VerTech Engineering Project: Adams Residence Date: 3/27/2003 Location: B14 El Valley Beam Slope of roof 12 :12 Select Beam Width 5.125 in Dead Load 16 psf ❑ Round Member Live Load24F-V4 16 psf Glu Lam ❑� Horiz. Member TULL Defl. Criteria (L) 240 360 Fb' 2329 psi Length of Beam 18 ft Fv' 190 psi Width tributary to beam: 15 ft Unbraced Length 1.33 ft Height Required 12.6 in CD 1.00 CF 1.00. A Req'd 41 in^2 CM 1.00 Cv 0.97 S Req'd 121 in^3 Ct 1.00 Cfu 1.00 1 Req'd 845 in^4 Cf 1.00 Cr 1.00 Controlling Design Deflection CH 1.00 Cc 1.00 CL 1.00 Fbe= 50175 le= 2.7 RB= 4.0 Fb•= 2388 Total Uniform Load 579 plf Mmax 23466 ft -Ib Vmax 5215 Ib ❑ Shear at d from face? EI Req'd1521 "10^6 #-in^2 Beam Sizer Design Program VerTech Engineering Project: Adams Residence Date: 3/27/2003 Location: B15 ri ❑ Valley Beam Slope of roof 12 :12 Select Beam Width 5.5 in Dead Load 16 psfDF-L ❑ Round Member Live Load 16 psf #i Horiz. Member TULL Defl. Criteria (U 240 360 Fb' 1349 psi Length of Beam 10.5 ft Fv' 85 psi Width tributary to beam: 15 ft Unbraced Length 1.33 ft Height Required 9.8 in CD 1.00 CF 1.00 A Req'd 54 in^2 CM 1.00 CV 1.00 S Req'd 71 in13 Ct 1.00 Cfu 1.00 1 Req'd 189 in14 Cf 1.00 Cr 1.00 Controlling Design Shear CH 1.00 Cc 1.00 CL 1.00 Fbe= 66064 le= 2.7 RB= 3.3 Fb*= 1350 Total Uniform Load 579 plf Mmax 7985 ft -Ib Vmax 3042 Ib ❑ Shear at d from face? EI Req'd 302 *10^6 #-in^2 ri F Beam Sizer Design Program, VerTech Engineering Project: Adams Residence Date: 3/27/2003 Location: B16 a ❑ vaiiey Beam Slope of roof 12 :12 Select Beam Width 1.5 in Dead Load 8 psf ❑ Round Member Live Load 16sf P DF -L #2 Dimensional ❑ Horiz. Member TULL Defl. Criteria (L) 240 360 Fb' 983 psi Length of Beam 15 ft Fv' 95 psi Width tributary to beam: 1.33 ft Unbraced Length 1 ft Height Required 8.2 in CD 1.00 CF 1.10 A Req'd 4 in^2 CM 1.00 Cv 1.00 S Req'd 12 in^3 Ct 1.00 Cfu 1.00 1 Req'd 69 in^4 Cf _ 1.00 Cr 1.00 Controlling Design Deflection CH 1.00 Cc 1.00 CL 0.99 Fbe= 7777 le= 2.1 RB= 9.5 Fb*= 990 Total Uniform Load 36 plf Mmax 1022 ft -Ib Vmax 272 Ib ❑ Shear at d from face? EI Req'd 110 *10^6 #-in^2 a Beam Sizer Design Program VerTech Engineering Project: Adams Residence Location: B17 Slope of roof Dead Load 0 :12 Live Load 1.5 1.5 in TULL Defl. Criteria (U) Length of Beam ❑Round Member Width tributary to beam: Unbraced Length Horiz. Member CD 1.00 CF CM 1.00 CV Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 0.99 Fbe= 6949 RB= 10.0 Total Uniform Load 21 in^3 Mmax 1 Req'd Vmax 1.00 EI Req'd Bending Date: 3/27/2003 4q ❑ Valley Beam 0 :12 Select Beam Width 1.5 1.5 in 8 psf ❑Round Member 10 psf❑� DF -L #2 DimensionalI I Horiz. Member 240 360 Fb' 982 psi 24 ft Fv' 95 psi 1.33 ft 1 ft Height Required 9.2 in 1.10 A Req'd 5 in^2 1.00 S Req'd 21 in^3 1.00 1 Req'd 93 in^4 1.00 Controlling Design Bending 1.00 le= 2.1 Fb*= 990 24 plf 1724 ft -Ib 287 Ib ❑ Shear at d from face? 149 *10^6 #-in^2 4q Beam Sizer Design Program VerTech Engineering Project: Adams Residence Location: B18 Slope of roof Dead Load 0 :12 Live Load 1.5 in TULL Defl. Criteria (U) Length of Beam Width tributary to beam: Unbraced Length 40 Sf p CD 1.00 CF CM 1.00 CV Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 0.99 Fbe= 7341 le= RB= 9.8 Fb*= Total Uniform Load A Req'd Mmax 1.00 Vmax 19 in^3 EI Req'd 1 Req'd Date: 3/28/2003 ❑ Valley Beam 0 :12 Select Beam Width 1.5 in 15 psf ❑Round Member 40 Sf p DF -L #2 Dimensional ❑✓ Horiz. Member 240 360 'Fb' 982 psi 13 ft Fv' 95 psi 1.33 ft 1 ft Height Required 8.7 in 1.10 A Req'd 8 in^2 1.00 S Req'd 19 in^3 1.00 1 Req'd 45 in^4 1.00 Controlling Design Bending 1.00 2.1 990 73 plf 1545 ft -Ib 475 Ib ❑ Shear at d from face? 79 *10^6 #-in^2 Beam Sizer Design Program VerTech Engineering Project: Adams Residence Location: B19 Slope of roof Dead Load 0 :12 Live Load Width 5.125 in TULL Defl. Criteria (L) Length of Beam ❑ Round Member Width tributary to beam: Unbraced Length � Q Hohz. Member CD 1.00 CF CM 1.00 Cv Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 1.00 Fbe= 57653 RB= 3.7 Total Uniform Load 85 in^3 Mmax 1 Req'd Vmax 1.00 EI Req'd LL Deflection Date: 3/28/2003 1.00 le= 2.7 Fb'= 2400 605 plf 17016 ft -Ib 4538 Ib ❑ Shear at d from face? 1002 "10^6 #-in^2 49 ❑ Valley Beam 0 :12 Select Beam Width 5.125 in 15 psf ❑ Round Member 40 psf 24F -V4 Glu -Lam � Q Hohz. Member 240 360 Fb' 2395 psi 15 ft Fv' 190 psi 11 ft 1.33 ft Height Required 10.9 in 1.00 A Req'd 36 in42 1.00 S Req'd 85 in^3 1.00 1 Req'd 510 in^4 1.00 Controlling Design LL Deflection 1.00 le= 2.7 Fb'= 2400 605 plf 17016 ft -Ib 4538 Ib ❑ Shear at d from face? 1002 "10^6 #-in^2 49 Beam Sizer Design Program VerTech Engineering Project: Adams Residence Location: B20 Slope of roof Dead Load 0 :12 Live Load Width 1.5 in TULL Defl. Criteria (L) Length of Beam ❑ Round Member Width tributary to beam: Unbraced Length � ❑� Horiz. Member CD 1.00 CF CM 1.00 Cv Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc - CL 0.99 Fbe= 11088 RB= 8.0 Total Uniform Load 8 in13 Mmax 1 Req'd Vmax 1.00 EI Req'd Bending Date: 3/28/2003 1.00 le= 2.1 Fb*= 1080 73 .plf 741 ft -Ib 329 Ib ❑ Shear at d from face? 26 *10^6 #-in^2 eo ❑ Valley Beam 0 :12 Select Beam Width 1.5 in 15 psf ❑ Round Member 40 sf p Dimens i onal � ❑� Horiz. Member 240 360 Fb' 1074 psi 9 ft Fv' 95 psi 1.33 ft 1 ft Height Required 5.8 in 1.20 A Req'd 5 in^2 1.00 S Req'd 8 in13 1.00 1 Req'd 15 in^4 1.00 Controlling Design Bending 1.00 le= 2.1 Fb*= 1080 73 .plf 741 ft -Ib 329 Ib ❑ Shear at d from face? 26 *10^6 #-in^2 eo Beam Design Program VerTech Engineering Project: Adams Residence Location: B21 Date: 3/28/03 XP P ■ Wt �r Wu Lmaln Lcant L R1 R2 ._ LMAIN 9 ft ❑ Apply Special Seismic Load Cases? DL RLL Wu (psf) 15 0 Wt (psf) 0 0 P (lb) 0 0 at Xp= 0 ft LCANTILEVER 3.5 ft ❑ Graph Values? ❑ Beam Shear at d from face? FLL SL EAG WL 40 0 0 0 0 0 0 0 0 0 0 0 Section Loc 4.5 ft Min Beam E 1600000 psi 151 Beam 1 99 in^4 -52 Seg Loc Stp 1 ft -0.05 Size IT Step 0.5 in 82 Deflection Live Load Total Load 186 Limit (U) 360 240 0.01 Unbr. Len 2 ft Beam Width 1.5 in Beam Height 9.25 in DF -L #2 Dimensional CD 1.00 CM 1.00 Ct 1.00 CL 0.98 CF 1.10 Cv 1.00 Cfu 1.00 Ci 1.00 Cr 1.00 Cc 1.00 Cf 1.00 CH 1.00 Fb 314 psi Fv Fb' 971 psi Fv' TL Defl 0.05 in LL Defl Allowable 0.45 in Allowable Active Section Location LL Defl (in) -0.03 Envelope Max Min M (ft-lbf) 544 151 V (Ibf) -15 -52 Defl (in) -0.01 -0.05 R1 (Ibf) 294 82 R2 (Ibf) 668 186 Cant' Defl (in) 0.02 0.01 LL Defl (in) -0.03 Envelope Notes: None 43 psi 95 psi 0.03 in 0.30 in El Include Self Weight? Trib Width 1.33 ft 0 ft Check Beam Size Beam si Max Min M (ft-lbf) 560 -472 V (Ibt 294 -399 Defl (in) 0.00 -0.05 LL Defl (in) 0.00 -0.03 Notes: None 43 psi 95 psi 0.03 in 0.30 in El Include Self Weight? Trib Width 1.33 ft 0 ft Check Beam Size Beam si 5-2- Beam Sizer Design Program VerTech Engineering Project: Adams Residence Date: 3/28/2003 Location: B22 ❑ Valley Beam Slope of roof 0 :12 Select Beam Width 3.5 in Dead Load 15 psf El Round Member Live Load 40 psf Microlam Horiz. Member TULL Defl. Criteria (U) 240 360 Fb' 2596 psi Length of Beam 5 ft Fv' 285 psi Width tributary to beam: 8 ft Unbraced Length 1.33 ft Height Required 3.7 in CD 1.00 CF 1.00 A Req'd 6 in^2 CM 1.00 CV 1.00 S Req'd 6 in^3 Ct 1.00 Cfu 1.00 1 Req'd 13 in^4 Cf 1.00 Cr 1.00 Controlling Design LL Deflection CH 1.00 Cc 1.00 CL 1.00 Fbe= 84896 le= 2.7 RB= 3.1 Fb"= 2600 Total Uniform Load 440 plf Mmax 1375 ft -Ib Vmax 1100 Ib ❑ Shear at d from face? EI Req'd 27 •10^6 #-in^2 Beam Sizer Design. Program VerTech Engineering Project: Adams Residence Date: 3/28/2003 Location: B23 ❑ Valley Beam Slope of roof 0 :12 Select Beam Width 1.75 in Dead Load 15 psf El Round Member Live Load 40 psf Microlam I I I _ I❑ Horiz. Member TULL Defl. Criteria (U) 240 360 Fb' 2578 psi Length of Beam 4 ft Fv' 285 psi Width tributary to beam: 11 ft Unbraced Length 1.33 ft Height Required 4.4 in CD 1.00 CF 1.00 A Req'd 6 in12 CM 1.00 Cv 1.00 S Req'd 6 in^3 Ct 1.00 Cfu 1.00 1 Req'd 9 in^4 Cf 1.00 Cr 1:00 Controlling Design Bending CH 1.00 Cc 1.00 CL 0.99 Fbe= 17640 le= 2.7 RB= 6.9 Fb*= 2600 Total Uniform Load 605 plf Mmax 1210 ft -Ib Vmax 1210 Ib ❑ Shear at d from face? EI Req'd 19 *10^6 #-in^2 Beam Sizer Design Program VerTech Engineering Project: Adams Residence Date: 3/28/2003 Location: B24 Slope of roof Dead Load 0 :12 Live Load 1.5 in TULL Defl. Criteria (L./) Length of Beam Width tributary to beam: Unbraced Length 40 psf CD 1.00 CF CM 1.00 CV Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 0.99 Fbe= 4851 RB= 12.0 Total Uniform Load A Req'd Mmax 1.00 Vmax 43 in^3 EI Req'd 1 Req'd le= Fb'= E54 ❑ valley Beam 0 :12 Select Beam Width 1.5 in 15 psf ❑ Round Member 40 psf FDF -L #2 Dimensional ❑✓ Horiz. Member 240 360 Fb' 802 psi 20.5 ft Fv' 95 psi 1 f 1 ft Height Required 13.1 in 0.90 A Req'd 9 inA2 1.00 S Req'd 43 in^3 1.00 1 Req'd 133 in^4 1.00 Controlling Design Bending 1.00 2.1 810 55 plf 2889 ft -Ib 564 Ib ❑ Shear at d from face? 233 '1016 #-in^2 E54 SS COMPANY PROJECT WoodWork5 SOFFWARF FOR WOOD DESIGN Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Live fv @d = 36 Start End Start End Load? BalcL Dead Partial Area 15.00 (1.00)* 0.00 4.00 No BalcL Live Partial Area 60.00 (1.00)* 0.00 4.00 Yes "'1llLUlGLjW1U lit �L if MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 4' 12' Dead Analysis Value 98 Value Anal sis/Desi n Live fv @d = 36 300 95 fv/Fv' = 0.38 Uplift fb = 567 Fb' = 963 67 Total 398 Bearing`. <L/999 0.27 = L/360 0.16 Interior Live 0.0 0.06 = 1.0 0.53 0.0 Length Lumber -soft, D.Fir-L, No.2, 2x8" Self Weight of 2.58 pif automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=osl. and in 1 Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 36 Fv' = 95 fv/Fv' = 0.38 Bending(-) fb = 567 Fb' = 963 fb/Fb' = 0.59 Deflection: 0.04 = <L/999 0.27 = L/360 0.16 Interior Live Total 0.06 = <L/999 0.53 L/180 0.11 Cantil. Live 0.16 = L/300 0.27 = L/180 0.60 Total 1 0.22 = L/215 0.53 = L/90 0.42 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'-= 900 1.00 1.00 1.00 0.892 1.20 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(-): LC# 2 = D+L, M = 621 lbs -ft Shear : LC# 2 = D+L, V = 310, V@d = 263 lbs Deflection: LC# 2 = D+L EI= 76.21e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Beam Sizer Design Program VerTech Engineering Project: Adams Residence Date: 3/28/2003 Location: B26 ❑ Valley Beam Slope of roof 0 :12 Select Beam Width 5.5 in Dead Load 15 psf —El Round Member Live Load 60 psf DF -L #1 - I Horiz. Member TULL Defl. Criteria (U) 240 360 Fb' 1349 psi Length of Beam 11.5 ft Fv' 85 psi Width tributary to beam: _ 6 ft Unbraced Length 1 ft Height Required 8.5 in Co 1.00 CF 1.00 A Req'd 46 in^2 CM 1.00 Cv 1.00 S Req'd 66 in^3 Ct 1.00 Cfu 1.00 1 Req'd 192 in^4 Cf 1.00 Cr 1.00 Controlling Design Bending CH 1.00 Cc 1.00 CL 1.00 Fbe= 100936 le= 2.1 RB= 2.6 Fb*= 1350 Total Uniform Load 450 plf Mmax 7439 ft -Ib Vmax 2588 Ib ❑Shear at d from face? EI Req'd 370 *10^6 #-in^2 H Beam Sizer Design Program VerTech Engineering Project: Adams Residence Location: B27 Slope of roof Dead Load 0 :12 Live Load Width 3.5 in TULL Defl. Criteria (L) Length of Beam El Round Member Width tributary to beam: Unbraced Length � 0 Horiz. Member CD 1.00 CF CM 1.00 Cv, Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CI- 1.00 Fbe= 60680 RB= 3.4 Total Uniform Load 17 in13 Mmax 1 Req'd Vmax 1.00 EI Req'd LL Deflection Date: 3/28/2003 1.00 le= 2.1 Fb'= 1170 94 plf 1688 ft -Ib 563 Ib ❑ Shear at d from face? 87 '1016 #-in^2 5q ❑ Valley Beam 0 :12 Select Beam Width 3.5 in 15 psf El Round Member 60 p sf DF -L #2 Dimensional � 0 Horiz. Member 240 360 Fb' 1169 psi 12 ft Fv' 95 psi 1.25 ft 1 ft Height Required 5.7 in 1.30 A Req'd 9 in12 1.00 S Req'd 17 in13 1.00 1 Req'd 46 in14 1.00 Controlling Design LL Deflection 1.00 le= 2.1 Fb'= 1170 94 plf 1688 ft -Ib 563 Ib ❑ Shear at d from face? 87 '1016 #-in^2 5q Beam Sizer Design Program VerTech Engineering Project: Adams Residence Location: B28 Slope of roof Dead Load 0 :12 Live Load Width 1.5 in TULL Defl. Criteria (U) Length of Beam El Round Member Width tributary to beam: Unbraced Length � Q Horiz. Member CD 1.00 CF CM 1.00 Cv Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 0.99 Fbe= 7341 RB= 9.8 Total Uniform Load 19 in^3 Mmax 1 Req'd Vmax 1.00 EI Req'd Bending Date: 3/28/2003 1.00 le= 2.1 Fb'= 990 73 plf 1545 ft -Ib 475 Ib ❑ Shear at d from face? 79 '10^6 #-in^2 a [:]Valley Beam 0 :12 Select Beam Width 1.5 in 15 psf El Round Member 40 p sf DF -L #2 Dimensional � Q Horiz. Member 240 360 Fb' 982 psi 13 ft Fv' 95 psi 1.33 ft 1 ft Height Required 8.7 in 1.10 A Req'd 8 in^2 1.00 S Req'd 19 in^3 1.00 1 Req'd 45 in^4 1.00 Controlling Design Bending 1.00 le= 2.1 Fb'= 990 73 plf 1545 ft -Ib 475 Ib ❑ Shear at d from face? 79 '10^6 #-in^2 a Beam Design Program VerTech Engineering Project: Adams Residence Location: B29 Date: 3/28/03 XP P u Wt Wu Lmaln Lcant 1. R1 R2 LMAIN 9.5 ft ❑ Apply Special Seismic Load Cases? DL RLL Wu (psf) 15 0 Wt (psf) 0 0 P (lb) 0 0 at Xa= 0 ft Section Loc 4.75 ft Beam E 1800000 psi Beam 1 190 in"4 Seg Loc Stp 1 ft Size IT Step, 0.5 in Deflection Live Load Total Load Limit (U ) 360 240 Unbr. Len 2 ft Beam Width 3.125 in Beam Height 9 in 24F -V4 Glu -Lam CD 1.00 CM 1.00 Ct 1.00 CL 0.99 .CF 1.00 Cv 1.00 Cfu 1.00 Ci 1.00 Cr 1.00 Cc 1.00 Cf 1.00 CH 1.00 Fb 1509 psi Fb' 2381 psi TL Defl 0.22 in Allowable 0.48 in LCANTILEVER Max 4 ft ❑ Graph Values? ❑ Beam Shear at d from face? FLL SL EQ WL 40 0 0 0 0 0 0 0 0 0 0 0 Active Section Location LL Defl (in) -0.15 Max Min M (ft-lbf) 5063 1280 V (Ibf) -148 -586 Defl (in) -0.05 -0.21 R1 (Ibf) 2717 687 R2 (Ibf) 6670 1686 Cant' Defl (in) 0.03 0.01 LL Defl (in) -0.15 Notes: None Fv 189 psi FV Envelope LL Defl 0.15 in Allowable Max Min - M (ft-lbf l 5306 -3705 V (Ibf) 2717 -3541 Defl (in) 0.00 -0.22 LL Defl (in) 0.00 -0.15 Notes: None Fv 189 psi FV 190 psi LL Defl 0.15 in Allowable 0.32 in El Include Self Weight? Trib Width 12.5 ft 0 ft Check Beam Size Beam Sq On Beam Sizer Design Program VerTech Engineering Project: Adams Residence Date: 3/28/2003 Location: B30 El Valley Beam Slope of roof 0 :12 Select Beam Width 1.5 in Dead Load 15 psf ❑ Round Member Live Load40 pSf DF -L #2 Dimensional Q Horiz. Member983 TULL Defl. Criteria (U) . 240 360 Fb' psi Length of Beam 11.5 ft Fv' 95 psi Width tributary to beam: 1.33 ft Unbraced Length 1 ft Height Required 7.7 in CD 1.00 CF 1.10 A Req'd 7 in^2 CM 1.00 Cv 1.00 S Req'd 15 in^3 Ct 1.00 Cfu 1.00 1 Req'd 31 in^4 Cf 1.00 Cr 1.00 Controlling Design Bending CH 1.00 Cc 1.00 CL 0.99 Fbe= 8303 le= 2.1 RB= 9.2 Fb'= 990 Total Uniform Load 73 plf Mmax 1209 ft -Ib Vmax 421 Ib ❑ Shear at d from face? EI Req'd 55 '10^6 #-in^2 Beam Sizer Design Program VerTech Engineering Project: Adams Residence Date: 3/28/2003 Location: B31 Slope of roof Dead Load 0 :12 Live Load 3.5 in TULL Defl. Criteria (U) Length of Beam Width tributary to beam: , Unbraced Length � CD 1.00 CF CM 1.00 Cv Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 1.00' Fbe= 53968 le= RB= 3.6 Fb'= Total Uniform Load S Req'd Mmax 1.00 Vmax 5 in^4 EI Req'd Controlling Design ❑ Valley Beam 0 :12 Select Beam Width 3.5 in 15 psf El Round Member 40 sf p F -L #2 Diil DDimensional � Horiz. Member 240 360 Fb' 1169 psi 3 ft Fv' 95 psi 13 ft 1.33 ft Height Required 4.8 in 1.30 A Req'd 17 in^2 1.00 S Req'd 8 in^3 1.00 1 Req'd 5 in^4 1.00 Controlling Design Shear 1.00 2.7 1170 715 plf 804 ft -Ib 1073 Ib ❑ Shear at d from face? 9 '10^6 #-in^2 (o2 - Beam Sizer Design Program VerTech Engineering Project: Adams Residence Date: 3/28/2003 Location: B32 ❑ Valley Beam Slope of roof 0 :12 Select Beam Width 1.5 in Dead Load 15 psf ❑ Round Member Live LoadDF-L 40 psf #2 Dimensional � Horiz. Member TULL Defl. Criteria (U) 240 '360 Fb' 893 psi Length of Beam 14.5 ft Fv' 95 psi Width tributary to beam: 1.33 ft Unbraced Length 1 ft Height Required 10.2 in CD 1.00 CF 1.00 A Req'd 8 in^2 CM 1.00 Cv 1.00 S Req'd 26 in^3 Ct 1.00 Cfu 1.00 1 Req'd 63 in^4 Cf 1.00 Cr 1.00 Controlling Design Bending CH 1.00 Cc 1.00 CL 0.99 Fbe= 6273 le= 2.1 RB= 10.6 Fb•= 900 Total Uniform Load 73 plf Mmax 1922 ft -Ib Vmax 530 Ib ❑ Shear at d from face? EI Req'd 109 •10^6 #-in^2 Beam Sizer Design Program VerTech Engineering Project: Adams Residence Date: 3/28/2003 Location: B33 Slope of roof Dead Load 0 :12 Live Load 1.5 in TULL Defl. Criteria (U) Length of Beam El Round Member Width tributary to beam: Unbraced Length � Horiz. Member CD 1.00 CF CM 1.00 CV Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 0.99 Fbe= 4536 RB= 12.4 Total Uniform Load 49 in^3 Mmax 1 Rq'd Vmax 1.00 EI Req'd Bending (3 ❑ Valley Beam 0 :12 Select Beam Width 1.5 in 15 psfsf —� El Round Member 40 p DF -L #2 Dimensional � Horiz. Member 240 360 Fb' 801 psi 19 ft Fv' 95 psi 1.33 ft 1 ft Height Required . 14.1 in 0.90 A Req'd 11 in^2 1.00 SR ' eq'd 49 in^3 1.00 1 Rq'd 141 in^4 1.00 Controlling Design Bending 1.00 le= 2.1 Fb*= 810 73 plf 3301 ft -Ib 695 Ib ❑ Shear at d from face? 246 *10^6 #-in^2 (3 - WoodWorks(& COMPANY SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) PROJECT Load Type Distribution Magnitude Location [ft] Pattern 4813 Fv' = 190 fv Fv' = 0.77 Start End Start End Load? Wa11L Dead Full Area 15.00 (9.00)* 0.14 = <L/999T1-00 No PL DL Dead Point 8494 6.50 No PL LL *T.-: 4...♦.. Live .... ri. J�� Point .cam. 8494 6.50 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : u , r, Dead 6017 IDesi n Value Anal sis/Desi n FACTORS: F CD Live 4813 Fv' = 190 fv Fv' = 0.77 4885 Total 10831 Fb' = 2347 fb/Fb' = 0.91 3681 Bearing: 0.14 = <L/999T1-00 0.50 = L/360 0.28 8566 Length 3.3 = L/180 0.39 2.6_ Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x21" Self Weight of 25.56 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress=nsl. and In I Criterion lAnalvsis Value IDesi n Value Anal sis/Desi n FACTORS: F CD Shear fv @d = 147 Fv' = 190 fv Fv' = 0.77 1.00 Bending(+) fb = 2134 Fb' = 2347 fb/Fb' = 0.91 1.00 Live Defl'n 0.14 = <L/999T1-00 0.50 = L/360 0.28 - Total Defl'n 0.39 = L/459 = L/180 0.39 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 0.978 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 67001 lbs -ft Shear : LC# 2 = D+L, V = 10831, V@d = 10550 lbs Deflection: LC# 2 = D+L EI=7119.28e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Beam Sizer Design Program VerTech Engineering Project: Adams Residence Date: 3/28/2003 Location: Typical Rafter Span r ❑ Valley Beam Slope of roof 8 :12 Select Beam Width 1.5 in Dead Load 8 psf El Member Live Live Load 16 P sf DFL #2 Dimensional ❑ Horiz. Member TULL Defl. Criteria (U) 240 360 Fb' 1929 psi Length of Beam 7.25 ft Fv' 119 psi Width tributary to beam: 1.33 ft Unbraced Length 1 ft Height Required 3.5 in CD 1.25 CF 1.50 A Req'd 2 in12 CM 1.00 CV 1.00 S Req'd 1 in^3 Ct 1.00 Cfu 1.00 1 Req'd 5 in^4 Cf 1.00 Cr 1.15 Controlling Design Deflection CH 1.00 Cc 1.00 CL 0.99 Fbe= 18322 le= 2.1 RB= 6.2 Fb*= 1941 Total Uniform Load 34 plf Mmax 224 ft -Ib Vmax 123 Ib ❑ Shear at d from face? EI Req'd 8 *1016 #-in^2 r Beam Sizer Design Program VerTech Engineering Proj1. ect: Adams Residence Date: 3/28/2003 Location: Typical Rafter Span ❑ Valley Beam Slope of roof 8 :12 Select Beam Width 1.5 in Dead Load 8 psf El Member Live Load 16 sf P DF -L #2 Dimensional ❑ Horiz. Member TULL Defl. Criteria (U) 240 360 Fb' 1541 psi Length of Beam 11.5 ft FV 119 psi Width tributary to beam: 1.33 ft Unbraced Length 1 ft Height Required 5.5 in CD 1.25 CF 1.20 A Req'd 2 in^2 CM 1.00 Cv 1.00 S Req'd 4 in^3 Ct 1.00 Cfu 1.00 1 Req'd 21 in^4 Cf 1.00 Cr 1.15 Controlling Design Deflection CH 1.00 Cc 1.00 CL 0.99 Fbe= 11551 le= 2.1 RB= 7.8 Fb*= 1553 Total Uniform Load 34 plf Mmax 563 ft -Ib Vmax 196 Ib ❑ Shear at d from face? EI Req'd 34 *10^6 #-in^2 Beam Sizer Design Program g VerTech Engineering Project: Adams Residence Location: Typical Rafter Span Slope of roof Dead Load 8 :12 Live Load 1.5 in TULL Defl. Criteria (U) Length of Beam ❑ Round Member Width tributary to beam: Unbraced Length ❑ Horiz. Member CD 1.25 CF CM 1.00 Cv Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 0.99 Fbe= 8856 RB= 8.9 Total Uniform Load 7 in^3 Mmax 1 Req'd Vmax 1.15 EI Req'd Deflection U Date: 3/28/2003 (07 ❑ Valley Beam 8 :12 Select Beam Width 1.5 in 8 psf ❑ Round Member 16 psf DFL #2 Dimensional ❑ Horiz. Member 240 360 Fb' 1536 psi 15 ft Fv' 119 psi 1.33 ft 1 ft Height Required 7.2 in 1.20 A Req'd 3 in^2 1.00 S Req'd 7 in^3 1.00 1 Req'd 47 in^4 1.15 Controlling Design Deflection 1.00 le= 2.1 Fb*= 1553 34 plf 958 ft -Ib 256 Ib ❑ Shear at d from face? 75 *10^6 #-in^2 (07 Beam Sizer Design Program VerTech Engineering Project: Adams Residence Date: 3/28/2003 Location: Typical Rafter Span ❑ Valley Beam Slope of roof 8 :12 Select Beam Width 1.5 in Dead Load 8 psf❑Round Member Live Load 16 sf P DF -L #2 Dimensional ❑ Horiz. Member TULL Defl. Criteria (I-/) 240 360 Fb' 1279 psi Length of Beam 19.25 ft Fv' 119 psi Width tributary to beam: 1.33 ft Unbraced Length 1 ft Height Required 9.2 in CD 1.25 CF 1.00 A Req'd 4 in^2 CM 1.00 CV 1.00 S Req'd 15 in^3 Ct 1.00 Cfu 1.00 1 Req'd 99 in^4 Cf 1.00 Cr 1.15 Controlling Design Deflection CH 1.00 Cc 1.00 CL 0.99 - Fbe= 6901 le= 2.1 RB= 10.1 Fb*= 1294 Total Uniform Load 34 plf - Mmax 1578 ft -Ib Vmax 328 Ib ❑ Shear at d from face? EI Req'd 158 *10^6 #-in^2 Beam Sizer Design Program VerTech Engineering Project: Adams Residence Date: 3/28/2003 Location: Typical Rafter Span Slope of roof Dead Load 8 :12 Live Load 1.5 in TULL Defl. Criteria (U) Length of Beam Width tributary to beam: Unbraced Length CD 1.25. CF CM 1.00 Cv Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 099 Fbe= 5713 le= RB= 11.1 Fb*= Total Uniform Load Mmax Vmax EI Req'd ❑ Valley Beam 8 :12 Select Beam Width 1.5 in 8 psf ❑ Round Member 16 psf DF -L #2 Dimensional ❑ Horiz. Member 240 360 Fb' 1275 psi 23.25 ft Fv' 119 psi 1.33 ft 1 ft Height Required 11.2 in 1.00 A Req'd 5 in^2 1.00 S Req'd 22 in^3 1.00 1 Req'd 174 in^4 1.15 Controlling Design Deflection 1.00 2.1 1294 34 plf 2302 ft -Ib 396 Ib ❑ Shear at d from face? 278 *10^6 #-in^2 Beam Sizer Design Program VerTech Engineering Project: Adams Residence Location: Typical Rafter Span Slope of roof Dead Load 8 :12 Live Load 1.5 in TULL Defl. Criteria (L) Length of Beam 16 psf Width tributary to beam: Unbraced Length 240 360 CD 1.25 CF CM 1.00 CV Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 0.98 Fbe= 4830 RB= 12.0 Total Uniform Load Mmax Vmax EI Req'd Date: 3/28/2003 -4O [:]Valley Beam 8 :12 Select Beam Width 1.5 in 8 psf EJ Round Member 16 psf DF -L #2 Dimensional ❑ Horiz. Member 240 360 Fb' 1147 psi 27.5 ft Fv' 119 psi 1.33 ft 1 ft Height Required 13.2 in 0.90 A Req'd 6 in^2 1.00 S Req'd 34 in^3 1.00 1 Req'd 288 in^4 1.15 Controlling Design Deflection 1.00 le= 2.1 Fb*= 1164 34 plf 3220 ft -Ib 468 Ib ❑ Shear at d from face? 461 *10^6 #-in^2 -4O Timber Column Design VerTech Engineering Per NDS 3.9.2 Project: Adams Residence Date: 03/28/03 Location: Balloon Framing Lumber: DF -L #2 Material Properties Modification Factors Fb 900 psi CD 1.33 Fc 1350 psi CM 1 E 1.6 E6 psi Ct 1 Config/Loading CL 0.43 1.00 P 192 lbs CF 1 1 D1 7.25 in Cp 0.27 D2 1.5 in Cfu 1 el 0 in Cr 1 e2 0 in Cf 1 Lul 18.5 ft Combined Flexure/Axial Lu2 0.25 ft fc 17.7 Addl M1 540 ft -Ib Fc' 477.4 Addl M2 0 ft -Ib fb1 493.1 Fb1' 514.3 Section Properties FcE1 511.9 A 10.9 in^2 fb2 0.0 S1 13.1 in^3 Fb2' 1197.0 S2 2.7 in^3 FcE2 120000.0 11 47.6 in^4 FbE 533.7 12 2.0 in^4 Interaction: 1.0 'GOVAMi! Timber Column Design VerTech Engineering Per NDS 3.9.2 Project: Adams Residence Date: 03/28/03 Location: Garage Wall Typical Stud Lumber: DF -L Stud Material Properties Modification Factors Fb 700 psi CD 1.33 Fc 850 psi CM 1 E 1.4 E6 psi Ct 1 Config/Loading CL 0.81 1.00 P 575 lbs CF 1 1 D1 5.5 in C 0.43 D2 1.5 in Cfu 1 e1 0 in Cr 1 e2 0 in Cf 1 Lu1 12.5 ft Combined Flexure/Axial Lu2 0.25 ft fc 69.7 Addl M1 304 ft -Ib Fc' 489.8 Addl M2 0 ft -Ib fb1 482.4 Fb1' 752.4 Section Properties FcE1 564.7 A 8.3 in^2 fb2 0.0 S1 7.6 in^3 Fb2' 931.0 S2 2.1 in^3 FcE2 105000.0 11 20.8 in^4 FbE 911.0 12 1.5 in^4 Interaction: 0.8 OKif<1 -4-5 Timber Column Design Values Per NDS 3.7 VerTech Engineering 4X DF-L(N) #1 Fc E d KCE c 1000 1600000 `3.5 0.3 0.8 Stability Reduction Column Capacity Obs) le (ft) Cp Fc' (psi) 4X4 4X6 4X8 4X10 4X12 5 0.83 829 10156 15960 21763 27567 33370 6 0.73 733 8975 14104 19232 24361 29490 7 0.63 -625 7656 12031 16406 20781 25156 8 0.52 523 6409 10072 13734 17396 21059 9 0.44 436 5347 8402 11458 14513 17569 10 0.37 366 4484 7047 9609 12171 14734 11 0.31 310 3794 5961 8129 10297 12465 12 0.26 265 3241 5092 6944 8796 10648 13 0.23 228 2795 4392 5988 7585 9182 14 0.20 199 2432 3821 5211 6600 7990 15 0.17 174 2133 3352 4571 5790 7009 16 0.15 154 1885 2963 4040 5117 6195 17 0.14 137 1678 2636 3595 4553 5512 18 0.12 123 1502 2360 3218 4077. 4935 19 0.11 110 1352 2125 2897 3670 4443 20 0.10 100 1223 1922 2622 3321 4020 21 0.09 91 1112 1748 2383 3018 3654 22 0.08 83 1015 1595 2175 2755 3335 23 0.08 76 930 1462 1993 2525 3057 24 0.07 70 856 1344 1833 2322 2811 25 0.06 64 789 1241 1692 2143 2594 26 0.06 60 731 1148 1566 1983 2401 27 0.06 55 678 1066. 1453 1841 2228 28 0.05 52 631 992 1352 1713 2074 29 0.05 48 589 925 1262 1598 1935 30 0.04 45 551 865 1180 1494 1809 Timber Column Design Values Per NDS 3.7 VerTech Engineering 6X6 DF-L(N) #1 6X8 Fc E d 1000 1600000 5.5' Stabilitv Reduction le (ft) Cp Fc' (psi) 5 0.94 943 6 0.91 912 7 0.87 872 8 0.82 821 9 0.76 761 10 0.69 694 11 0.63 625 12 0.56 559 13 0.50 498 14 0.44 444 15 0.40 396 16 0.35 355 17 0.32 319 18 0.29 288 19 0.26 261 20 0.24 237 21 0.22 217 22 0.20 199 23 0.18 182 24 0.17 168 25 0.16 156 26 0.14 144 27 0.13 134 28 0.13 125 29 0.12 117 30 0.11 109 KCE c 0.3 0.8 Column Capacity (lbs 6X6 6X8 6X10 6X12 28511 38879 49247 59614 27586 37618 47649 57681 26373 35963 45553 55143 24841 33874 42908 51941 23015 31384 39753 48122 20989 28621 36253 43886 18906 25781 32656 39531 16902 23048 29194 35340 15061 20538 26015 31492 13421 18302 23183 28063 11984 16342 20700 25057 10734 14637 18541 22444 -9650 13159 16669 20178 8710 11877 15044 18212 7892 10762 13632 16502 7179 9789 12400 15010 6554 8937 11321 13704 6005 8188 10372 12555 5520 7527 9534 11541 5090 6940 8791 10642 4707 6418 8130 9842 4365 5952 7539 9127 4058 5534 7010 8486 3782 5158 6533 7909 3533 4818 6103 7388 3308 4511 5714 6917 VerTech Engineering Project: A 8 OWN S Engineer: A S Bsign of: Roof Framing Roof Loads DL= 16 psf °s ' LL= 20 psf Reducible to 16psf where slope > 4:12 Page: Date: Roof plywood: 1/2" APA rated Exterior (32/16) plywood or OSB. Apply face grain perpendicular to framing, stagger panels and nail with 8d @ 6" O.C. edge and 12" O.C. field. Edge nail at gable ends, drags (attached to straps), blocking and all supported edges. Roof framing: Cut and stacked roof systems shall be built to the conventional framing requirements of the Uniform Building Code (UBC 2320-12). Purlins, braces, intermetiate supports, and connections shall be provided by the contractor which are capable of transmitting all gravity and wind loads to the foundation. The following additional limitations shall apply: 1. Rafter Maximum Spans (16" O.C.) a. 2X4 DF -L #2: 7'-3" b. 2X6 DF -L #2: 11'-6" c. 2X8 DF -L #2: 15'-0" d. 2X10 DF -L #2: 19'-3" e. 2X12 DF -L #2: 23'-3" f. 2X14 DF -L #2: 27'-6" 2. Minimum Brace Size = 2X6 3, Maximum Brace Spacing = 4'-0" O.C. Typical Headers (uno) Use 6X10 DF#1, use (2) trimmers min. at all openings larger than 4'-0". -_I-S VerTech Enginee-4(o ring Project: y"S Page: Engineer: AlDate: :57o Design of: Floor Framing Floor Loads DL= 10 psf.. . LL= 40 psf Floor plywood:. 3/4" T&G APA rated plywood or OSB equivalent. Apply face grain perpendicular'to framing, stagger panels and nail with 8d @ 6" O.C. edge and 10" O.C. field. Edge nail at boundaries, drag members and at blocking over and under interior shear walls. Floor Joists: 11 Joists: Use manufactured "I" joists (such as Truss Joists), and install per manufacturers. recommendations using 0480 deflection criteria: Use manufactured rim board such as TimberStand with all "I" joists. Use a double rim board at all locations where ledgers are installed at the rim (such as deck ledgers). ` Sawn Lumber (SS) Sawn lumber joists shall be sized per UBC .Table 23 -IV -J-1 using E < 1.6. Project: _ AA Orn S Engineer: q`7' esign of: Foundations V&Tech Engineering Page- Date: Soil Bearing: 1000 -psf Concrete stem wall (Non -retaining): (fc'=2500 psi) 8" wide with (1) #4 continuous at top of wall and #4 at 18" O.C. full height. I Provide #4 at 18" O.C. vertical developed by hook into footing, U.N.O. i Masonry stem wall (Non -retaining): 8" solid grouted (fm = 1500 psi) with #4 at 24" O.C. each way. Continuous footings: (fc' = 2500 psi) Width Thickness Ca 1 Reinforcing 12 12 1000 (2) #4 cont. 15 12 1250 (2) #4 cont. 18 12 1500 (3) #4 cont. 24 12 2000 (3) #4 cont. 30 12 2500 (4) #4 cont. Spread Footings:(fc'=2500 psi) Reinforcing Can. Connnector Label Size Thickness Ea Way Kies Simpson F1 1'-0" Sq. 12 (1) #4 1 PB F1.5 1'-6" Sq. 12 (2) #4 2.25 PB F2 2'-0" Sq. 12 (2) #4 4 PB F2.5 2'-6" Sq. 12 (3) #4 6.25 PB F3 3'-0" Sq. 12 (4) #4 9 CB F3.5 3W Sq. 12 (5) #4 12.25 CB F4 4'-0'.' Sq. 12 (5) #4 16 CB F4.5 4'-6" Sq. .12 (6) #4 20.25 CB , F5 5'-0" Sq.. 12 (7) #4 25 CB F5.5 51-6" Sq. 12 (5) #5 30.25 CB F6 6'-0" Sq.' 18 (8) #5 36 CB F6.5 6'-6" Sq. 18. (9) #5 42.25 CB ` Note: Bottom of each footing shall be at least 12" below finished grade or as per local requirements 1 1-1 111ul -1 alterations thereof, that all provioions of the subdivision Moe any local ordinance applicable at the time of oporovol of with arld I am satisf*--d that the m0P ie to�hni�nlly r arra^_' Date: �9�= R NALD D.. McELR R E 15170 Deputy County Surveyor xP X31' 97 County of Butte /\,:1 Of Ine i,.ninlly- m^p 111!e' hand f ^1•�j'�ic i Yh , ofLIR.k Inter-Departmental: Memorandum TO. Stu Edell, Land Development FROW Ted Crawford, Fire Department SUBJECT: Mountain Oaks Estates, AP# 41-03-115, 41-47-93 DATE: June 10, 1996 The fire hydrant system for minimum iibject bfireS sion flows wase5500 on June 6, 1996. Therequired gallons per hinute and the test result was 1155 gallons per minute at 55 PSI. J The system is complete and acceptable to the Butte county Fire questions piele(ase contact me at Department. if there are any , 1 538-7994. -� NOTES.,17OI h7lended 10 offecl record title infel'esf I. Each building lot shall provide three off-street parking spaces. 2. Flammable vegetation to be removed within 30 feet of oil structures in accordance with the fire safe regulations of -Butte County and PRO ► 290. 3. All roof surfacing shall be constructed of Class B or better roofing materials. All building projections, such as roof eaves, and exposed underfloorings , such as decks, shall be enclosed underneath. urized water hydrant sys'em shall be completed prior to h�hitr+tion of 4, Installation of on approved press the first dwelling unit. strands or less, the bottom strand to 5e a 5. Perimeter fencing shall be restricted to barbed wire of five minimum of 16" above ground, the top strand to be a maximum of 60" above ground. With the excep- tion of the 26.16 acre sonilary sewer pond and irrigation eoernenl. rom 'he roadway �Pn►erline and 5 feefeet 6. All construction shall maintain a minimum &-tflnce of 0 from any properly line. Seriol No. 17 Sg 313 Cubdivision No. _ .S r ANDACE J. GPUBBS County Recorder County of Butte 12-29-`2-J By: Deputy MOTES: (cont.) the dry season of the ye0r,(approximatefy April through 7. Road construction activities shall be limited to September). d in i�All foundations shall be co'nsasructe oincOaks Estates, by Lovecordance with the ercL, Roper dathnical tedaJunet6, 990,onafldee Ridge Estates , now know with the Butte County Public Works Department. 9. If applicable, Deer Herd fees will be required to be paid of time of securing building permits. 10. Property owner shall join and pay taxes or assessments to a fire protection district and whene is established in the area. ( STAT S s OAK MOUNTAIN A PLANNED .UNIT DEVELOPMENT SHEET I OF 5 A PORTION OF SECTIONS 7 8 18 T. 21 N.. R.4E.,KD•B.ondM. BUTTE CO. CALIFORNIA for M.O.P.S., INC., A California Corporation Doing Business As M.O.R. CO. North Star Engineering 20 DECLARATION DRIVE • CHICO , CALIFORNIA 95926 .1916) 893-1600 CIVIL ENGINEERS • PL NERS � SURVEYORS ^P** 41`-03-1150 t-47-93 ) "l—'72-9 — q 9 3809 iss�60/6y• that it 19 gUD9luli-lu") ." " /\�{ of the .il(I1e Of (✓Diff^rni^ �]'�' t all rovioions of the �'�bdivision Map i • alterations }hereof, that P �„i,{ �pntntive m^p t�^!o hnnn r^�•-I•�i'' any local ordinance applicable nt the time of apprevol of 1. with and I am satisf'ed that the mr+p ie }or:!Ini,:nlly r(+rro,l , Dote: X91=•/ — e � R NALD D.. McELR. R E 15170 Deputy County Surveyor xp. 3 /31 ,'9 7 County of Butte Infer -Departmental: Memorandum 0 To: Stu Edell, Land Development FROM: Ted Crawford, Fire Department SUBJECT: Mountain Oaks Estates, Apf 41-03-115, 41-47-93 DATE: June 10, 1996 The fire hydrant system for the s minimum subdivision flow was tested on June 6, 1996. The required gallons per minute and the test result was 1155 gallons per minute at 55 PSI. The system is complete and acceptable to the Butte County Fire z questions pleAase contact me at Department. If there are any 1 538-7994. NOTES: �7011171eflsed 10 offecl record 111le inlel-eSl I. Each building tot shalt provide three off-street parking spaces. 2. Flammable ve etation to be removed within 30 feet of oil structures in accordance with the fire safe regulations of�utte County and PRO 4290. 3, All roof surfacing shall be constructed of Class B or better roofing materials. All building projections, such as roof eaves, and exposed underfloorings,such as decks,sholl. be enclosed underneath. 4. Installation of an approved pressurized water hydrant system Ordl be completed prior to hnbitalion of the first dwelling unit.' nd 5. Perimeter fencing shall be restricted to barbed wireaomaximum of above the bottom ith°thet exc ;D - minimum of 16" above ground, the top strand to be tion of the 26.16 acre sanitary sewer pond and irrigation easement from ►hP ►oodwoy cpntPrline anrt 9 feet fee G. All construction shall maintain a minimum dietnnee of 0 from tiny property line. R Serial No. – SR 3 13 subdivision No.— _S r nNDACE J. GRUBBS County Recorder County of Butte ) I_z_1_z 9 — '�) I-) - ') C-1-3 S - 6� 0 / 6, �-/ '7n. %% -- Deputy NOTES: (cont.) all be limited to the dry season of the yeor,(approximatefy April through 7. Rood construction activities sh September).or Lme iJ All foundations shall be asrlMo ntaincOaks Estates, by Lover L. Roper dotedaJunetcted in acordance with the geotechnical investigtionf 6, 9190, anaddee Ridge Estates , now known with the Butte County Public Works Department. ired to be paid at time of securing building permits. 9. If applicable, Deer tlerd fees will be requ 10. Property owner shall join and pay taxes or assessments to a fire protection district if and when one 1 is established in the area. ! ItiA��Cp�� �,4,�(yL, � STAMOUN IN OAKtISTAT A PLANNED .UNIT DEVELOPMENT SHEET I OF 5 A PORTION OF SECTIONS 7 8 18 T. 21 N., R.4E.9KD.B.andM. BUTTE CO. CALIFORNIA for M.O.P.S., INC., A California Corporation Doing Business As. M.O.R. CO. North Star Engineering 20 DECLARATION DRIVE • CH1C0 ,CALIFORNIA 9926 SURVEYORS 916) 993-1600 CIVIL ENGINEERS • PL NERS ^Psi V-09- 47-93 3909 � 13 1 aNORTH° a r------ 5c&L ..1 " = 10' 4. r -------------J 1500 G 5�1`11C TANK W/116KLINA 1'0�4511NG I— a` 5MP\ 5Y51'FM IN 5WIV1510N N HOU5� °° d L--------------- --J a � � /�/,/, , ,iii a •, a .. 20' FpAPPONf Y / 5�1�3A*/-�n / / , , , a a -� - -L a a PPOJ� Cf 5UMMARY ( 5) THP\�� 13�12p00 M SINGLE FAMILY PMLLING APN 041-640-00� 511 APPp1�55; LOf 21 MOUNTAIN 095 �51'A1�5 LIVING Ap�A, 3596 5r- OM POMN P\: J�PUY ANP NAfA5NA ADAMS GApAG Ap�A; 818 5P PUILP�p, �66�p5 PUILW\5 INC, COM\1�P Ap�A, 172 5P LIC,# 612324 CONC, PA110; 500 5F VVC WANK ON 511 , COftgC P 1"O PACK; 194 5P COMMON L�ACN FEW 5N��1' INP�X 1, PpOJ�Cf 5UMMApY & 511 PLAN 2, FOUNPA110N PLAN 3, FIOOp PLAN 4, 2ND PLOOp PIAN ANP 2NP PLOOp PpAMING 5, POOP FMMING 6. FpONf ANP p�Ap �LFVAVON5 I. PAR% 5�C110N ANP SNP �L�VA110N5 WAS P\ PLAN 100' CNVIR0NF!K.. ;,_';. HEALTH MAT 0 6 4-003 CHICC, �:..IFORNIA APPROVED Butte County En ronmenta Health Sin ure i J 0VVW,: J�PUY ANP NAfA5HA APAM5 13pugm JOHN �GGZp5 &Zs Admits Ott. Nei' RAM PY: JOnI PAS: 02-22-03 P,W51ON5: 05-11-05 Sheat I of I A 61'._1011 PACK APOW TM50M A 0 OO I t m� NOOK 2660 4060 2660 5040 A,� ' I to O I Ise oI -�4,61 91'-211 I ��np00M --------I z J-PDX �1_01 10 (P/WI la O I I� VCHN GPVf p00M I 8068 Pi-PAss 1uNlr fil I ----------- � — 2,_4 I � GFI�rG�I l nC31. B�uP OVEN Gni 2'_8 2'-8' m ---�I---+----- I O I W It P + 36"' COU= R3050 ` I ` WNf 0/ 5 W/ Pi~CK 0/ W&P UNP-� fAlp 5 5 Q PANTRY U�11.11'Y 6.011 1 3'-2' 1 -p 91. 4'-0" (30�� � R •F Ems' 41.01 — I -4 -0 1 -10 mo0M5 + 32" CGUNT�R If If OTC 3 5�1� CLOSING 5011P G0 W/ N GFi "U-oLr 3 3 �2' 3'-10 " z I H2 FIM POOP; '92PROVIM 18" M51�P UTfOPM HARP PLUMP OR ROVIP� 5N5MIC 5TPAP5 ro Grl 5/ 8" TYPE "XII GYP PP FLUOp LIVING FLOOR FLOOR fo aNG p00M J-6oX 2 II PINING p00M I I FOY�r? ❑ II GAP.A& 5_o N 61 4AP.GN TOP Tp.AN50M 6060 3 3020 4' -6" AP.CH fol' 3. _6.. 4 -o I I i t 3 �LllOf2 6080 I 9''0\ BPW II extervv>wrvC/r H----70-----a� 1161 -011 –14 1 -0 IN IIs IIS IIS 77 3050 3040 17-0112' -O —241-011 Graced Wall panel Schedule U� A yXS 3� 058 ONty N FN 5" �d e 8" rield © 4'x8' 3/ 8" 0513 & 3 Coat Stucco 5/ 8" o0-1/ 2" %ectrock 7" �dqe 1" held All alternate panels w/ 40 @ hold downs. Min width, 32" U5e 3/8" CPX plywd 3" rdge 6" Field Notc5; All PVVP Attached to floor framinq w/ 3-16d even{ 16" All PVvr not dimen5ioned arc over 4'-0" awp NNW 3" *Z n -P• owt FLOOP\ PLAN NOTA; I, AI -L WINPOW5 PA PANS VINYL 2. ALL �L�CTI:IC p�f? CUI�;�NT N,�.C. ENVIRONMENTAL HEALTH MAY 0 8 2003 APPROVED CHICO, CALIFORNIA :y. Butte County ` en nmental Healt to 9 t OWN�P?. APAM5 d PUP (3Y: JOHN �66�P\5 PC?MN COY; JOPI PAp65T% PATS. 1-21-0� I?�VISIONS; �j'I2'03 E Crs B[>D4's K 5heet3ofI 6 X 12 Glf?frz D+ 11 7/ 8 X 13/ 4 LVL extRiOp RIM J015t X 12 121�CK 15t @ 19,2" OC —� W/ 1MK ICK JI I I I I I i –T i –T I I I I v I I i 1 I;I 1 1 1 i l l l l l l I I I I I I I I I I i I I I I I I I I i l l l l l I I I I I I I I I I I I I I I I II 11 1 1 1 1 1 1 f I 1 1 1 1 1 I I I 1 I I I 1 1 i l G I I I I I 1 1 1 1 1 1 \�` � - 1 V I I I I I I I I I I ANO I I I I I I (� I i i l I I I I I I I I I I I I IIN I I I I I I , I I i I 1 I I I I I I Ix I I I I I 1 f I I I I I i l l l l l l l l l �; I SOL1I I I 17 C3LOCK I� I 6 X 6 p05f —I —I– -}-1 —I– 4--1 —I– a --I 6 X 6 1905t 151 i 8" X 15" GLP I I I► 1 1 1 1 1 1 1 1 1 1 1�� i l l l I I V I I I I I I I I I ISI I I I i i l l l l I`�`� 0 I II I I 1 1 1 1 1 1 1 1 1 I I I I I �I I I I I I 31/8X131/2GLC3 I I I K I I I I I I I I I�pl� i l l l l I I I I I I I I I I I I I I (xl I I 1 SOLIn BLOCK i i I I I I I i i l i i l 1 5OUI9 CLOCK 1 I I 1__l— i SOl,in CLOCK I I I I I I I I I I� I I I I i I 11 —17-1 T—f— I LVL QM I I I 1 1 i I 1 1 I I I I I i I I 1 1 1 1 1 I I I 50LIn CLOCK i 1 I I I i 1 i I I I 1 I I 1 1 LVL f?IM i i I I I I I i I I i 1 I I I I I I I I I I 1 50Un BLOCK 1 1 ,fib I I I I I I I I I I I I I I I I 1 I I I I I I I I( I I I I I I I I II I I I I I I I I I 11 I 15OL119 CLOCK 1 I 1 i I 1 1 1 i it I I I I I I I I I I I II I I I I 1 1 I I (LIVING I?M Mow) GALLOON KAMING II V I I I I I I Ix 1 1 1 1 I I 1 1 1 I I I� I I I I I I I 1 I( I 1/ 2 WALL CLOW I I I I I I I I I I I 1 1 1 I I I I I i l I I l I 1 i 1 1 I I 3 I/ X 13 I/ 2 GLC CLOW 3/ h" 0513, %q 5U3FLOR, \ I V \M I I V 641,09 0 JOI ANn NAIL�n, p�r?f'�NnICU.AP, 2NP Foo G Braced Wall panel 5clI P�51Gnn r3Y. JOHN �66�P\5 �N FN IO 4' x8' v 8" 0513 & 3 Coat Stucco 5" edge 8" held ® 5/8" or 1/ 2" 5heetrock 7" �dqe 7" Field OAll alternate panels w/ 40 @ 1W downs, Min width, 32" Use 3/ 8" WX plywd 3" edge 6" rieid Notes. Al 13WP Attached to floor framiN w/ 3-16d eve{ 16" Al Pff not dimensioned are over 4'-0" 21-011 23' -10" 5050 2030 4' o1l 3050 Poow 41,0 1 APPROVED Butte County 61-6" -6 I I -9,-0' n�CK 441--011 01111� ��AN ENVIRONMENTAL HEALTH MAY 0 8X03 CHICO, CALIFORNIA 1/411 . 11-0 11 PG W &/t3 24I P�51Gnn r3Y. JOHN �66�P\5 pmm r3Y. JOPI MP\65T�N PAT: 1'28'0 MV1510N5. E*or s atoA's Xwc– PG W &/t3 24I