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047-510-010
047-510-010 99.2748 ROBERTS, VIRGINIA 41�6 ROCK CREEK ROAD, CHICO CONTR: OWNER NEW SLNGLE FAMILY DWELLING rlluy q-2/-00 iti�v 17 "O-Z� AC44., (� r La ;.:..... utte Count,/ L A N D O F N A T U R A L W E A L T H A N D B E A U T Y BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 CHANGE OF ADDRESS NOTICE Dear Virginia Roberts: August 4, 2000 A.P. #047-5 10-010 A county -wide comprehensive address numbering system was adopted October 18, 1977 by the Butte County Board of Supervisors to enable emergency vehicles from fire, sheriff and ambulance services to respond quickly to calls and to facilitate postal and other delivery services. The Development Services Department, with the assistance of your emergency services, currently is assigning PERMANENT HOUSE NUMBERS to all residences and businesses in the unincorporated territory of the county. The address numbering system will replace the various rural route numbers previously used. Each residence and place of business will have its own address, even if you receive mail at the post office. Your old address was 166 Rock Creek Rd., Chico and your PERMANENT ADDRESS is 140 Rock Creek Road, Chico and is effective August 3, 2000 In order to facilitate the delivery of mail, it is the responsibility of each individual property owner or resident to file a change of address card with the post office; also please notify all utility companies, magazine subscription publishers, County. Assessor's Office, etc., and friends and family you wish to advise of your address change. This will not affect the residents who pick up their mail at the post office. Street signs and house numbers must be installed at the proper locations. County standards for mailboxes and residence identification and numbering are shown on the attached diagram. Please install your new address number promptly. There is no substitute for clear visible numbers properly installed for the convenience of residents in the community. 'If you have any questions concerning this matter, please contact Scott Rutherford of this office at (530) 538- -7541. SR:ahb Attachment cc: Assessor/Elections/Post Office V ruly yours, CC Scott Rutherford , Chief Building In pector OWNER'S PHONE #,( OWNER'S MAILING ADDRESS_� C�) l.c_br, _ -- � � 4 PRESENT ADDRESS OF BUILDING(S) 2. 3. 4. ASSIGNED ADDRESS 2. 3. VERIFICATION SENT B E A U T Y 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 CHANGE OF ADDRESS NOTICE Dear Virginia Roberts: October 18, 1999 A. P. #047-510-010 A county -wide comprehensive address numbering system was adopted October 18, 1977 by the Butte County Board of Supervisors to enable emergency vehicles from fire, sheriff and ambulance services to respond quickly to calls and to facilitate postal and other delivery services. The Development Services Department, with the assistance of your emergency services, currently is assigning PERMANENT HOUSE NUMBERS to all residences and businesses in the unincorporated territory of the county. The address numbering system will replace the various rural route numbers previously used. Each residence and place of business will have its own address, even if you receive mail at the post office. Your old address was Unassigned and your PERMANENT ADDRESS is 166 Rock Creek Road, Chico and is effective October 15, 1999. In order to facilitate the delivery of mail, it is the respbnsibility of each individual property owner or resident to file a change. of address card with the post office; also please notify all utility companies, magazine subscription publishers, ounty Assessor's Office, etc., and friends and family you wish to advise of your address change. This will not affect the residents who pick up their mail at the post office. Street signs and house numbers must be installed at the proper locations. County standards for mailboxes and residence identification and numbering are shown on the attached'diagram. Please install your new address number promptly. There is no substitute for clear visible numbers properly installed for the convenience of residents in the community. If you have any questions concerning this matter, please contact Scott Rutherford of this office at (530) 538- 7541. SR:ahb Attachment cc: Assessor/Elections/Post Office Very truly yours, cott Rutherford Chief Building Insp for REQUEST FOR ADDRESS VERIFICATION DATE: AP# OWNER'S NAME U��i nI GL. �69� v OWNER'S PHONE # �) OWNER'S MAILING ADDRESS �6q clkc c"_0 q 5 1� °? 3 PRESENT ADDRESS OF BUILDING(S) 1. 2 3. 4. ASSIGNED ADDRESS 2. 3. 4. VERIFICATION SENT NOTES r t� S s' ,3 RESIDENTIAL 047-510-010 99-2248, PERMIT NO. _ ROBERTS, VIRGINIA 464 ROCK CREEK ROAD, CHICO' CONTR: OWNER NEW SINGLE F AMIL-Y D WELL IN G 2- f, ar 12 -1(o -`f R U &k&uo Z- -1 9 tig) CdA4s-,,:, U. SPECIAL CONDITIONS CHECKED, BY SRA . FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER OFFICE COPY Address GAS ,Meter By _ Date' ELECTRIC qq ' Meter By Date 1—J - /� JOB FINALED (Date) c� 4-6o Signature () lsk� ✓ = OK 0 = Not OK - = Not Applicable, • = Not Ready ; MOBILE;,HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements Footings; Size -Spacing -Marriage Line 2. Soils; Special MH Support Sketch 4. 3. Sewer; Location -Test -Fall -C/O -Concrete Drain; MH Test -Fall -Flex Connector 4. Water; Location -Test -Easement Needed (Sketch) 7. S. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Gas and Electricity Tagged 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or / /"L"ft./ /'LPG 10. 7. Well Clearance 8 Disconnect Cert. of Occupancy 8. Utility Clearance Date Card B-1 Date Card B-1 \ Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1.{Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 12. Permanent Foundation Only; License Decal Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 L MISCELLANEOUS (a I Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except Ws 1..Zoning Requirements -Setbacks -Easements S 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures ' r 6. Carports; Windows -Doors 7. Electric %J 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh - 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability r 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- Enclosure s-Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 = OK 0 = Not OK - = Not Applicable = Not Ready Date OK TF ' RESIDENTIAL (Single & Duplex) j;&_ I Date _FRAMING (Continued) 3! Ftg. in; -Elec. Grnd.-/ /Depth 3. t ar ; Soils-Steel-Elec. Grnd.-/ r Ftg. Depth 17 Ft , or s & Decks; Soils -Steel-/ r Ftg. Depth St walls, M ; Steel-Blockouts-Wrapped 6eolStemw Garage; Steel-Blockouts-Wrapped 6 dpotl'ns and Special Anchors 8. Piers- ' lace Ftg.-Steel W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation Date Card 5-1 Date Card B-1 Date Card B-1 Date Card B-1 Date P MBING (Permit) OK except #'s 1 Wa ., Vent -Access -Combustion Air Baffle 1 a ipe; Test & Anchor -Nail Protection 1, ( % 2 Test Fittings & Anchor -Nail Protection Shower Pan; Test, First Floor -Tub Access es Tub & Shower, Second Floor -Tub Access 22 --Gas Pipe; Sixe & Anchors Date 2L(o (M' Card B-1 VP Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 22 i� re & Transformer Clearance -Ins. Protection 24 lec. Receptacles Spacing -Lights & Switches at Doors 25. ze Boxes & No. of Conductors Stapled 26. Rex Installed Close to Edge of Studs & C.J. qui 27. Epom. Ground made up w/Mech Fasteners -Bond Gas & Water 28. 3,4pliance Circuits in Kitchen & Conductor Size GFI 29. 5ybfr ed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or AI 30. Ran Circle / / ga Cu or Al -Oven Circ. / / ga Cu or Al t Insulated Neutral Q Yes Q No 31,,8ervice-Riser Conductors & Ground Main Disconnect 32.,Wip. Clearances Panels-Motors-Mech. Equip. 33,<-Iothes Closet Light -Shower Light -Spa Light 3 e Detector Date }�(� AAs Card B-1 W Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 35. __Ducts Insulation & Support 36 ent F n, Exhaust above insulation 37.,,eo'nqgasate Drain & Overflow, Size & Grade 38:01urnace-Vent Access -Comb. Air -Return Air Vent 115 outlet 39. At ' ccess & Platform if Furnace in Attic Date Card B-1 (/r Date Card B-1 Date Card B-1 Date Card B-1 Date RAMING (Permit) OK except #'s s Proper Materials & Anchors 41. W�Is Studs -Nailing Spacing & Braces -Plates -Sound 42.ring Walls over Girders & Floor Nailing 43. draft Stop in Walls (rat proof) 44. F' a Stops, Furred Ceilings -Stairs -Chasers -Tubs . Headers & Beams -Size & Bearing 47./Cling. Joist-Rftr. Ties-Purlin-Roff Brac.-Truss-Shting.-Rfng. 48. F' ace Ties or Type A Flue- Fireplace *hroat Clearance 49. Att' ess; Size & Romex Prot6_cti6A-Draft Stop -Ins. Baffles 50. Bdr indows or Exiting Doors -Sill Ht. & Dimensions 52. P!pOrty Line Firewall & Openings 53.-Exors-One 3' -Check Garage 3rd Story, 2 Exits 5 Staiip-Width-Headroom-Rise-Run-Landing-Fire Protection 55. ywood on Roof Overhang -Attic Vents -Rafter Outriggers 5Ef Sidi ailing Veneer 3 `pc3 "2k4� 57401tucco Mesh -Drip Screed -Fd. Vents-Underflr. Access Le 58. t',ilazino Area -Glass Protection-Slwliobts-PtaSV6 Wall 62. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date.ANAL (Plans) OK except #'s t. Steps -Door & Sidelight Protection -Landings Of Smoke Detector 6 rnace Vents -clearance -Comb, Air -Connector- / I arage; Above Floor-Ducts-Mech. Protection fr B room Exiting F.I. & Bath Fixtures & Tub Access -Spa Elec. Trim & Subpanel, Breaker Sizes & Labels S irs & Rails 7 5ireplace or Stove, Clearance -Hearth 7.4"Elec. Outlets at Wood Panel, Int. & Ext. 7¢. t. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance ec. Outl & Receptacles at Kit. Counter Garage Fire Door; Swing -Landing -Closure 7 A.C. Duct in Garage -Damper 76. tr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 77. P ., Elec. & Mech. Equip. Listed for Location c. Receptacles in Garage (F.F.I.)-Romex Protection In tion -Foam -Looked in Attic rd Rails & Deck Construction -Post Caps Fdn. V ents & Crawl Hole Door Drainage & Wood -Earth arance Looked under Floor (a Yes F `ing Instld./Drive'] Yes 0 No/Walks :1 Yes 7 No/Planters 0 Yes :J No S cco Brown -Finish 8 nts Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings Wat ell, Disconnect, Electrical, Plumbing 87 for Elec. Trim, G.F.I. Receptacle -Underground 8aAergoitation Throuahout House 89 ss Protection 9 C ections from Previous Inspections Gas Test -Meters Tagged, Gas -Electric 9 ater & Sewer Connected -C/O to Grade -HD Approval 3. Faergy Compliance Certificate -Other Certificates LSe Address Posted Date -L Card B-1 IDate Card B-1 Date Jp.. 00 Card B-1 (A=n, Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: COUNTY OF BUTTE., n:-"" • UILDING'DIVtSION -DEPARTMENT OF DEVELOPMENT SERVICES . 411 Mairi.Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 / CORRECTION NOTICE , OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. Date 6��—Lp�'� Inspector REV 10/92 r ~ COUNTY OF BUTTE f. BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Maul Street • Chico, CA • (530) 891-2751 - Y: 7 County Center Drive Oroville, CA • (530)'538-7541 CORRECTION NOTICE OWNER PERMIT NO.. . A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. At: lop— e SCT S<O r`e �i : r . /r//; P_.✓ m Date Inspector REV 1042 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 n CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is Date 3�[- w" Inspector REV 10/92 LOERKE INSULATION CO., INC. INSULATION CERTIFICATE 167 Rock Creek Rd. Chico Number and StreetCity County Subdivision Lot Number DESCRIPTION OF INSTALLATION 1. ROOF Material Thickness (inches) 2. CEILING Brand Name Thermal Resistance (R -Value) Batt or Blanket Type Fiberglass Batts Brand Name Johns Manville 10.25 , 13 Thermal Resistance (R -Value) R-30, R-38 Thickness (inches) " " ( ) Loose Fill Type , Fiberglass Brand Name Johns Manville Contractor/s min. installed weight/ft sq. .659 lb. Minimum Thickness 16.25' inches. Manufacturer's installed weight per square foot to achieve Thermal Resistance (R Value) R-38 3. EXTERIOR WALL Material Fiberalass Batts Thickness (inches) 3.5", 6.5" 4. RAISED FLOOR Material Fiberglass Batts Thickness (inches) 5. SLAB FLOOR / PERIMETER Material Thickness Perimeter Insulation Depth (inches) t 6. FOUNDATION WALL - Material a� Thickness (inches)-- DECLARATION inches DECLARATION Brand Name __Johns Manville Thermal Resistance (R -Value) R-13, r-19 Brand Name —Johns Manville Thermal Resistance (R -Value) Brand Name Thermal Resistance (R -Value) Brand Name Thermal Resistance (R -Value) I hereby certify that the above insulation was installed in the building at the above location in conformance with the current Energy Efficienc Standards for residential buildings (Title 24,Part 6, California Code of Regulations) as indicated on the Uertificate of compliance, where applicable. C.L.#499150� LOERKE INSULATION CO., INC. Item #s Signature, Date`- APR 0 4 2000 Install' Subcontractor (Co. Name) r General 'retractor (Co. Name) Or Owner Item #s Signature, Date Installing Subcont � ctor_ (Co. ) ame) rOr General Contractor Co. Name Or downer 1 Item #s Signature, Date Installing Subcontractor_ (Co. Name) Or -- General Contractor (Co. Name) Or Owner i ;z W A R NI N G Each of the following conditions, if applicable to your *job site, will require special setbacks and/or design requirements. 1. Excavation and Fills: (1991 UBC, Section 2903(a)) Slopes for fills shall be not steeper than 2 horizontal to 1 vertical. Cut slopes shall be not steeper than 2 horizontal to 1 vertical unless soils ,investigation report by registered engineer justifies steeper cut slope.. j .Fills to, support the foundations of. any building or structure shall be_placed in accordance with accepted engineering practice. A report of satisfactory placement of fill ;1.(compaction report), will be required to be submitted to the building official prior to construction. 2. Footings onor Adjacent to Natural or Manmade Slopes (1991 UBC, Section 2907(d)) The ,placement of buildings and structures on or adjacent to slopes steeper .than 3:1 shall be setback according to the sketch below, unless an investigation report from a registered engineer demonstrates code intent is satisfied. FOR SLOPES STEEPER THAN 3 TO 1 Top of slope } H/3 au ami but need not Face of _ ui exceed 40' Face of structure Toe of footing H H/2 slope but need not . 4 exceed 15' The above items are provided to call attention to special construction requirements for sloped. building sites.. Required setbacks due to sloped . site conditions may differ from zoning requirements as stamped (or) noted on plans. If setback problems arise -from these requirements, a registered engineer may be able to provide an! alternate solution by designing for specific site conditions. Plans and details for alternate solutions (stamped and signed by the engineer) shall be submitted for approval prior to construction. - i - M. COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PE IT (Rev.12/96) -' APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER _047-510-010 a 5 ZONING BUILDING PERMIT OWNER VIRGINIA ROBERTS TE332-9584 SO. FT. OCC. BUILDING VALUATION 148,662 OWNER'S MAILING ADDRESS 54 ROCK BLUFF DRIVE, CHICO 95973 926 U 16,668 CONTRACTOR'S NAME OWNER TELEPHONE 0 4,082 314 C 2,198 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace A 1,500 Total Valuation $ 173,110 ARCHITECT OR ENGINEER , LICENSE NO. —Filing Fee $ 20.00 Permit Fee $ 898.50 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan CheckingFee $584.00 BUILDING ADDRESS -i*v ROCK CREEK ROAD, CHICO Energy g Fee Ener Plan Checking $ 23.00 140 $ PERMIT FEE $ 1,525.50 LOT NO."SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF CX Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 1 7.009 . QQ Solar or heat um water heater .8 23.00 Water piping 15.0015.00 Each as water heater or vent 15.00 TYPE OF WORK New EX Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: 3 BEDROOM 3 BATH 3 CAR GARAGE Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W 920.00 PERMIT FEE $ ELECTRICAL PERMIT I Fling Feel 20.00 Main Service ao.OR LESS 2o0A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000 of Division 3 of the Business and Professions Code, ( g ) and my license is in fU once and effect. License Class Lic. No. 6 71 % 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 TO lOooA 46.00so X NEW CONST. DWEWNG OCC. W:O OR AD NS. ( a ACC..UC. BLD S. SO 3.5Q_: 128 77 NEW CONST. MULTI.OUTLET NON-RESID. @7.50 POWER APPARATUS & SINGLE OUTLET CIR. EX. OCCU OUTLET FDTTUREs Bn� @': o Ex. Occup. OUTLEEDTSA RESID.DEA. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 171 77 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the. performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling 00 Hood 6.50 6.50 Ventilation 9.09 PERMIT FEE $ 94.50 Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' laws of California, and agree that f I should become subject to the worke ompensation provisions of section 3700 of the Labor Code, I shall fort lth omply with those provisions. p /� (, X Date � �i (— `�/ -/ Signature of Applic - ❑ wn r ❑ Contractor ❑ Agent t An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 Occ R3 CONST. TYPE VN TOTAL FEE $ 2,01 5.17 HAZ. - FEES IMP X FLOOD X CDF X PARCEL X HD X Z7compensation This permit is hereby issued under of the Butte County Code and/or indic d a Ove or which fees have /,^ B N" v PERMIT EXPIRES ON �2/�i��0�0 the applicable provisions Resolutions to do work been paid. pq Date TDete Receipt No. 5- ► WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK-INSPEC OR GOLDENROD -APPLICANT I COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (530) 538-7549, _PERRM•II NO (Rev. 12/96)r - APPLICATION AND PERMIT T� Ae9l990RPARCELNu _ 5! O _ ZO.Jao BUILDING P R T� OWNER - SO. FT. OCC. B ILDING VALUATION 33245 i2— , RoOWN01S MASLNO OIIEee 5 12cx-�c D r ����� — - - CONTRACTOR'S NAME TELEPHONE 2 -958 CONTRACTOR'S MAS1N0 ADDRESS oAEN 8 Z CONSTRUCTION LENDER I 21 Fireplace 5'O • Q 0 IV loo� LENDER'S MAIUNO ADDRESS Total Valuation $ ARCHrtEcr OR ENDINEEA ucENSE NO. Filing Fee $ 20.00 (�QQ Permit Fee b ARCHITECT OR ENONEER S MAILING ADDRESS Plan Checking Fee .00 s SULONOADORESS Energy Plan Checking Fee s a 3 ,o o $ Is? -S-50 PERMIT FEE S LOT NO. eUBDNS110NSNAAE PAROEL MAP PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 ,C)0 USEOFSTRUCTURE Solar or heat pump water heater 23.00 Water piping 15.00 t)p SFY Duplex ❑ Mobilehome ❑ Other 8P�'� Each gas water heater or vent 15.00 /SW TYPE OF WORK Gas piping system 1 -5 outlets 15.00 J 60 Building sewer 15.00 065,00 New ❑ Addition ❑ Remodel ❑ Utilities (3Installation ❑ Other (3 3 Mobile Home ISI GI W1 1 920.00 Describe Work: 3 0A 3 C•C$A PERMIT FEE S ELECTRICAL PERMIT Filing Fee 20.00 .� aoov OR LESS Main Service 200A OR LESS 23.00 D Main Service • zou TO fOODA 46.00 NEW CONST. DWa 1JW OCcuP. ORCC. NS. 6 AUT N G ONS MULTI -OUTLET NON-RF51D. RCUITS 3.5¢x: la%.$O . ' 1 POWER APPARATl13 & SINGLE OUTLET Cs", EX. OCCU OUTLET OR FO(TURES FD(ED APPLNS. . OR EX. Occup.ouTLETs RFSIOEA Temporary Service 20 ® 1.00 SAL .so 5.00 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE \ } ^ ` J j MECHANICAL PERMIT HeatinglZS.O� Hoo Hood Ventilation PERMIT FEt Filing Fee 20.00 2 0 Z �6 19 6.50 ,S() , 6b S , Mobile Home Installation Fee $ / \ Energy Inspection Fee $ , ° u CONST V g TO AL FEE$2 S i O OF P HO 6SUE � I This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date _ PERMIT EXPIRES ON � /Dera1 4 0 ! ` ' COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE CA 95965 TELEPHONE (916) 538-7541 SCHEDULE OF FEES DUE OWNER PRO OSED BUILDING USE `7 V1.BUILDING PERMIT FEES -- Balance Due ................ -- Additional Fees Due ........... -- Additional Fees Due ........... -- Revised Plan Checking Fee ....... $ 2. SCHOOL DISTRICT FEES paid at District Office) 3. SHERIFF FEES (paid at Building Division) Residential ........ x $360.00 = $3(�.�0 Units Commercial (sq.ft.)... x $0.03 = $ -)q.rt. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit) . x #Units Amt. Commercial (sq.ft.) .. x =$ Sq. Ft. Amt. ��5. RECREATION DISTRICT FEES (paid at District Office) 6. THERMALITO DRAINAGE DISTRICT FEES $5 0 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER A.P. # 04-4-'J t D -010 DATE RECEIPT # DATE REC -6 43 % 9 a9-�9 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 chan during the plan checking process. -Y_APPL.ICANT DATE r 2—q Pursuant to Government Code Sectio 6020, you are hereby notified that items 2,3,4,5,6,8,9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 2/97) 6 @Q INTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION. : /T ;. 7;COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 -TELEPHONE (530) 538-7541 ~ r"` PERMIT APPLICATION DATA SHEET OWNER: �9�3 ASSESSOR PARC ER y�-r d -I ^ UMTS Proposed Building Use: S - Building Inspector: At time of permit application, I was advised the following data musbe su6inked `norto permit processing and/or issuance: '' ' ' -- Date Received By ❑ 1. 1 items have been submitted .--------------------------------------------------------- -----'---'------------='-- ❑ of plans, 3/4 sets, signed by the preparer ofpl+-��--------------------- - -- - - --- ❑ 3 Complete plans, 3/4 sets, signed by the preparer of plans----- =--------- =:--------------- --------- 04: Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- -- ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ ❑ 6. Energy --d�esign Com ktcEe and supporting documentation. ---------------------------------------------------- ❑ 7. S j, (eT'ent€of Intent for Non -Heated and A/C Buildings.--------------------------------------------------------- azardous Material Form.----------------------------------------------------------------------------------- ------ Manufactured Home data and installation instructions including Tie Down Specifications.----�-------- 12) ------ < ❑. eJes of $ 1_ iJ.d-=- 2 -------------------------------------------------- Impact fees as shown on the attached schedule. =`-t--'=v-r'"---=------------------- t 1 : California Department of Forestry plan approvallfeds/'� _59—v -- --------- -------- El------- ❑ 13 . Flood elevation certificate.---------------;-------------;----------------------------------------------------------- r ti "Sanitation and plot plan approvald , =2_ Health Department. ------------------------------------------- Ell 5. ------------------------------------------❑15. City of Chico plumbing permit. -------------------------- =------------------------------------------------------- ❑ 16. Plot plan and business license'approvalfrorg, e Cityof Biggs. ---------------------------I------------------- "0 17. ------------- ."017. Planning approval for (A) Use: o J, (B) Parking: -------------------------- ❑ 18. Contact Land Development about O'Improvements, ❑ Drainage, ❑ Legal Parcel `,---------------------- + 9. Encroachment Permit for driveway (construction approval prior to occupancy). i9nf 41------- ❑ fe-inspection for required. Request to Building Inspec&ort (Date) ❑ I. Contractor's license information. (Number, Name Style, Classification). ------------------------------------ ❑22. Workers' Compensation carrier and policy number. -------------------' =--------------=----------------------- ❑ 2 . Owner -Builder Verification (Given to owner ❑, Mailed to owner �).------------ -=---- --------------- k O. etter of signature authorization. -----------------------------------------`--------------------------------------- 5. Recorded copy' Agricultural Acknowledgment Statement. -----------'--------------------------------------- , _- y ❑ 6t _` . / 77 : Letter of intent on building use.----------------------------------------------------------------------------------- / / 027. Manufactured Home utility clearance. -- ---------------------------- ,A ❑28. Existing violations and/or expired permits. --------------------. ❑29. 01433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ 03,0,AQt�h' er: w. n you issue the permit, process as follows ❑ Mail to owner, ❑Mail t contractor. Telephone _33- - —01 Mand hold for pickup at ❑ Deliver with inspector. j r ' • � � x � Applicants'� , �-Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution ate: ' `ti /` By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: r _ 1.Jndex permit application for the above items numbered: ❑ Plan Check List 2. Additional items required: d- CA&� 40 Contractor, designer, owner, was adv&J of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, -designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Br 'ion ounter, by Date: Plans reviewed by: Date: r Plans approved by: Date: 2 Sets of plans on hold in 0 Plan Cabinet, 0 A.P. folder. Note transfer by: Date: ij : •'�-'`^'' E.H. USE ONLY } Plot Ran Attached— _ Floor Ran Attached• Yr� i Sent to B.O. TO: Building Department FROM. Environmental Health SUBJECT: Sanitation Clearance Owner Location AP# Plan Approved for: Sewage Disposal X Water Supply: Public Private Well X Clearance for -dwe#k�%. Other 3 1011.77 �amP Hold final for: Final clearance O.K. for: NOTE: C ' //aL'r�rl',�/�✓� l IF- Z3 -�i 9 Environmental Health Specialist Date 8/96 a BUTTE COUNTY PARRS DEVELOPMENT FSE CERTIFICATION FORM CHICO AREA RECREATION AND PARK DISTRICT Assessor Parcel Number(s) M-7- 151U - oto Property Owner ru Ck-., leobe'b — v Project Location/Address , kOek_-' Crel k - f— CC Subdivision Lot Number(s) Residential Development: (check one) �( New Development Alteration/Addition Mobilehome(s) Total,l Numbejr�� of Dwelling mitis /✓�, x i lT Comment: Building Department Rep erg seniative Date c Chico Area Recreation and (Applicant Name Street Address) City _Non -Residential I to Residential k District(CARD) certifies that /31�_9 ��- 33_ 2 — 41<'i Cr (Phone Number) 5 2`_ Zip Code has complied with the requirements ofB Butte Co. Resolution No. 90-140 by payment for % dwelling units @ $1,189 for total payment of $ IN g �i � 4 0 � L# R �,,z � LA q!31 CARD Representative Date PAID BY CHECK N0. _ REMARKS: BANK NO.— q 0 --71 G--�2_ PAID BY CASH RECEIPT NO. Distribution: White --Applicant Pink --CARD Yellow --Butte Co. Building Dept. Goldenrod --City of Chico Building Dept. park.fee (form revised 11/90) _ A— r��aW'"`h."".'7�^p`f'RS.`�r+^.r.,••C'•'"'�.r�,,�-,.'.�,K,-:f`•'+r'.+'�..g.•v�irnr,y.,Y„�f-'�s�,r+�•r�v�,,.r•.n•v,.,,-^-...�.J�Y.....�ti�...•+irh.v—.�►�.,. v>.�;,.--....^.,nrH".. w�. _..�� � ....^•. - a ' aN � � � . BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District( �Q Building Department No. A.P. Number O J I V —L4)) d Jurisdiction: City County Property Owner UI { rLk tom, teQ 1—,, Property Location/Address Subdivision Residential Development No of Living A """*'"Y Units '�a to �:., t� �� •i Y . ^' Commercial/Industrial New Lot No. L Roofed Areas) to,, 9 � Date lmoor runs revieweo Dy scnooi uistnct rersonneo District Identification No. oO�' School District certifies tha woV) S �(Q 11 SfifU C fio'rt ( (Applicant) `? �Yl asset D (Street Address) .(Phone Number) /1 f1, ., n ` ICity) has complied with the requirements of Resolution No. representing )— '7 5 3 square feet. School District Representative Paid by Check # Remarks: (State) (Zip Code) 7 U �� by payment of $ AB 2926 S FULL MITIGATION $ Date' 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. 1 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 beingyreviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (sch"ooLdistrict),,. feeform.xls 110/981dmm " N APN 047-510-010 —Response to .Plancheck. Comments: Item 1. See page 30 of the calculations for.all related surface loads. hem 2. Plans were revised to reflect shear wall..nailing.with.8d common nails. Item 3. Beam 4 loading was modified to 90'plf dead load and 99 plf live load. Item 4. All beams.were recalculated for 1124.0*flection4imit. Item 5. All beams were recalculated for lateral support along bottom of beam at ends only. Item 6. The spread sheet was modified to provide only UBC allowable soil pressures and to include analysis for wide beam shear, two way shear, and bending. All .footings were recalculated. Item 7. Wall lines. 2, 3a, 10; and 11 -were conventionally framed: Wall- line 7 was modified to reflect the plans. Item 8. The lateral spread sheet started with a tabulated. list- of dead loads and live loads in addition to a wind load analysis applied case by case and.a seismic lateral force analysis applied at the various building levels (seepages 3.0 32 of the calculations). Next in the calculations; wall. line tributary loads were calculated separately and placed in tabular form for superpositioning and obtaining resultant wall- line forces. Each wall -line analysis is divided-into-three_parts 1).the first page summarizes the tributary dead loads, live loads (if required), horizontal component of wind loads, vertical component of wind loads, and seismic loads.: 2) The second page includes an analysis of the required unit shear resistance of the wall for each case along with the overturning couple due to the lateral loads. The overturn ing- moment. couple is -combined by superposition. with- all other- vertical loads acting on the wall line including uplift wind 'load case 3 as required by Method 1, 1621.2, UBC. The basic.load combination_ 16-12.3.2' is. calculatedfor the -most criticaleffect to. allow for a 1/3 increase specified in Simpson Strong -Tie Catalog C-99. 3) The third page evaluates the same wall line for the reverse lateral -loading. and -all respective calculations found on the second page. The base overturning moment may be calculated for wall lines having large overturning moments- such. as..wall line -9-1. Generally, the- large -perimeter footings of two. story_ structures provide significant dead load to meet the 2/3 safety factor for base overturning required by section 1.621,.UBC. Wall line 9-Lcalculations. are..pro_vided_on_page 73. Item 9. Revised plans to reflect the installation of S9TB28 anchors with PHD 6 holdowris. APN: 047-510-010 Aancheck Comments • Roberts Residence The above referenced building plans were reviewed by this office. Please respond in writing to each comment by creating a response letter. Indicate which detail, specification, or calculations shows the requested information. Your complete and clear response will expedite the re -check and approval of this project. Please be sure to include on the re -submittal the engineer's "wet" stamp, signature, registration number and expiration date on all sheets of the plans depicting the designed elements and cover sheets of the calculations. Provide additional information and/or make revisions on plans, specifications and calculations as follows: 1. Ok. 2. Ok. 3. Ok. 4. Ok. 5. Ok. 6. Ok. 7. Ok. 8. Ok. 9. Ok. L :� '> :':November1.7,. Virginia Roberts 54 Rock Bluff Dr. Chico, Ca. 95973 Parcel Number047-5 10-0 10 Building Permit Number: 99-2248 Count utte L A N D O F N A T U R A L W E A L T H A N D BEAUTY BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 The above referenced building plans were reviewed by this office. Please respond in writing to each comment by creating a response letter. Indicate which detail, specification, or calculation shows the requested information. Your complete and clear responses will expedite the re -check and approval of this project. Please be sure to include on the resubmittal the engineer's "wet" stamp, signature, registration number and expiration date on all sheets of plans depicting the designed elements and cover sheets of calculations. Provide additional information and/or make revisions to plans, specifications and calculations as follows: 1. Enclosed is your structural review letter. It has been faxed to your architect. Plans are in Chico office to be picked up for revisions. [will arrive in Chico Thursday, November 18, 8:00 AM]. Please return with items from both plan check letters addressed. Thank You Plan check will continue upon receipt of all of the above items. Additional items may be required when plan check is resumed. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between 1:00 P.M. and 4:00 P.M., Monday through Fridays. Sincerely, Martha Whitney Plans Examiner 1 APN: 047-510-010 alancheck Comments • Roberts Residence The above referenced building plans were reviewed by this office. Please respond in writing to each comment by creating a response letter. Indicate which detail, specification, or calculations shows the requested information. Your complete and clear response will expedite the re -check and approval of this project. Please be sure to include on the re -submittal the engineer's "wet" stamp, signature, registration number and expiration date on all sheets of the plans depicting the designed elements and cover sheets of the calculations. Provide additional information and/or make revisions on plans, specifications and calculations as follows: 1. Please provide a tabulated list of all dead loads (roof, floor,. etc.). 2. Adjust shear wall capacities found in the lateral calculation to agree with the NER-272 report dated September 1, 1997 for the use of 8d box nails. 3. Page 2 of the calculations shows that Beam B4 had 96 plf of dead load and 122 plf of live load. However on the page that this beam is analyzed, page 8, applied loads are less than the 96/122 plf mentioned above. Please clarify. 4. Verify that the default deflection limits used in the WoodWorks Sizes analysis program are appropriate for the application. All beams were analyzed using a Total Load deflection limit of 1/180. A deflection limit of 1/240 should be used if the member is supporting walls or ceilings made from plaster or gypsum board. Beams B8, BBa, 139a would exceed this 1/240 limit. 5. Calculations show that Beams BSa, 136a, B7, B7a, B8, B9, 139a were all designed using "Full" lateral support along the bottom of the beam, please clarify. 6. The foundation design spread sheet references soils information that is typically found during a soil investigation that is used to compute allowed bearing for strength. The information does not seem to be used in the footing sizing. Other design considerations such as punching shear, beam shear and reinforcing requirements are also not addressed analytically or otherwise by the spreadsheet. Please clarify. 7. Shear wall lengths found in the calculations differ from those show on plan. Wall lines that differ are: 2, 3a, 7, 10, 11. Please coordinate calculations and plans. Please clarify how the lateral spreadsheet is assembled. Provide a written explanation and/or a sample hand calculation showing the equations and engineering fundamentals used. 9. Wall line 1 on the foundation plan, at the garage, calls for PHD6's w/ SSTB20's. For a mono pour condition, Simpson states that a SSTB28 shall be used with a PHD6. 'Refer to page 17 of the Simpson Strong -Tie Catalog C-99 Virginia Roberts 54 Rock Bluff Dr. Chico, Ca. 95973 Parcel Number047-5 10-0 10 Building Permit Number: 99-2248 - utte county L A N D O F N A T U R A L W E A L T H A N D B E A U T Y BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA. 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 The above referenced building plans were reviewed by this office. Please respond in writing to each comment by creating a response letter. Indicate which detail, specification, or calculation shows the requested information. Your complete and clear responses will expedite the re -check and approval of this project. Please be sure to include on the resubmittal the engineer's "wet" stamp, signature, registration number and expiration date on all sheets of plans depicting the designed elements and cover sheets of calculations. Provide additional information and/or make revisions to plans, specifications and calculations as follows: OlEnclosed are your school and park fee forms. Please pay any required fees at. district offices and return yellow copy to the building department. X' Enclosed also is your septic permit. This is your copy from the Health department. We have already received approval from Health department. Den doorway must be as approved by Health Department. X.Your plans have been sent out for structural review. I will contact you when this review has been completed. XEnergy calcs: Show location of sky light on the floor plan. Twelve [12] square feet of window area s Trussing from East elevation. Call out specific beam sizes to be installed. Remove optional beam sizes. �rovide footing under interior bearing wall which supports purlins from roof framing. Plan check will continue upon receipt of all of the above items. Additional items may be required 1 when plan check is resumed. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between 1:00 P.M. and 4:00 P.M., Monday through Fridays. Sincerely, Martha Whitney Plans Examiner 2 PRC . -,ECT PROCESSING RECORD APPLICANT: Vi r. OWNER: `� V. PERMT A. P. WORK DESCRIPTION: PATE DESCRIPTION OF STEP_ �0 • Z)6 •9i . /,�� pta"� cj--a-� kLtt�i e,f -wrred — e-d- �- &W7LIAL- - &WrJA cam 1 � . I. RESIDENTIAL PLAN CHECKING GUIDE - SINGLE FAMILY, DUPLEX AND MISCELLANEOUS ONLY �y OWNER:�Ober-t) BUILDINGPERNETNUMBER. PLAN CHECKER: A P. NUMBER: O 4 7, S/ O Zoning requirements: (side yards and number of permitted living units). Valuation. Plans signed by designer. Proper description of work on application. Existing violations on property. Items on data sheet, (Impact Fees, Environmental Health, Developer Fees, etc.). Recorded notice of violation. PLOT PLAN:' ,Y Complete parcel size and dimensions. Setbacks, side yards, easements, etc. ,,' Other buildings or structures. ,4," Grading, fills and/or drainage. t,� Flood hazard. (� 6. Special conditions on creation map (NoiseS.R , Fire Sprinklers, Water Tender, Trees, etc.). (jyj/ 1✓ lrovito hA-� F.A.U. & F.A.S. road setback. Building or utilities across lot lines (Record form). ' FLOOR PLAN: Complete to scale plan with dimensions. Required windows for light and ventilation (Section 1203). Required windows for second exit (Section 310.4). .� Skylights (Section 2409 & 2603.7). Glazing in Hazardous Locations (Section 2406). Required room sizes, ceiling heights (Section 310.6). G.F.C.I. in baths, garage, kitchen, wet bar and exterior outlets (N.E.C. 210). Lights, switches, receptacles, and exterior receptacles for maintenance of mechanical equipment. Location of water heaters, heating and cooling equipment, other electrical or gas equipment. _W0 Garage firewall, door size and closer (Section 302.4). Minimum of one 3'0" exterior door (Section 1004.6). Fireplace and wood stove location, alcoves and clearance. 13' Smoke detectors (Section 310.9.1). ,JA' Plumbing fixtures, water closet clearances and shower size. DETAILS: Conventional Construction - Unusually Shaped Buildings (Section 2326.5.4). 2. Standard bracing or engineered design (Section 2326.11.3). Clerestory requiring balloon framing and/or engineering. Three story building requiring engineered calculations and plans. /' I Foundation plan complete enough to construct building. Rennde- Do=Oy- Elevations Floor construction details complete enough to construct building. ww err and wall construction details complete enough to construct building. Roof construction details complete enough to construct building. 9. Rafter ties or bearing ridge beam. 10. Fireplace construction details and ca1c. if necessary. 11. Garage door and/or porch header sizes. G� Stud heights. 13 Adobe soils -special foundation design. 14. Retaining walls requiring design. 1 Special Inspection requirements. 1 Header size. Sheetrock nailing inspection required? July 1996 3,2 USCELLANEOUS TEEMS TO LOOK OUT FOR* 1. Stairway details: landings, rise and run, head clearance, handrails (Section 1006). 2. Guardrail details (Section 509). 3. Brick or stone veneer (Section 1403). 4. Exterior plaster - weep screeds (Section 2506). 5. Proper roof pitch for roof covering (Section 1501). 6. Roof covering type - (fire hazard). 7. Foam insulation - protection. . 8. 36- halls and stairways. 9. Living area over garage - complete 1 -hour separation required on garage side including supporting walls and posts. 10. Two exits on three - story dwellings (Section 1003). 11. Underfloor access and ventilation (Section 2317.7). 12. Attic access and ventilation (Section 1505). 13. Combustion air for fuel burning appliances - L.P.G. requirements. Noise requirements on duplexes. 5 Energy design. 16. Flashing at all exterior openings. 17. C.D.F. responsible area requirements.] F July 1996 3.3 "ERT C lqF COMPLRNGFkTSR29&§AntiME CASE) MET 690 _2�_NDy_99 e - ress:----ter-i--ROCK-CREEK-RD-----------------------S ----- CHICO, CA. 95973 ROBERT(BASE CAS Building Title: 'ROBERTS 2753n (BASE CASE) Building Permit ## g8jemp nt Author: gpB -3ETZGGR O.D.S.one: 4-88 or 865-9688 Plan Check / Date compliance Method: CALRES2 1.34.03 �limate Zone: it Field Check / Date ;ENERAL INFORMATION :onditioned F1oor'Area: 2753 ft2 Average Ceiling Height: 1012" ft -in Wilding Type: SFD Single Family Detached Wilding Front Orientation: 26 deg (North) ;lazing Area, % of Floor Area: 17.40 Average Fenestration U-Value:0.71 Average Fenestration SHGC: 0.39 lumber of Stories: 2 'umber of Dwelling Units: 1.00 'loor Construction Type:' Slab on grade UILDING SHELL INSULATION Cavity Sheathing omponent Insul Insul Total Assembly yPe R -value R -value R -value U -value Location -----------------___-- /Comments ------0- -------- ------------------ oor --------- 0 ---- all -- 3.03 0.330 Unconditioned 19 15.38 0.065 Outside all 19 0 15.38 0.065 Outside all 19 0 15.38 0.065 Outside all 19 0 15.38 0.065 Outside 311 19 0 15.38. 0065 Outside 311 19 .0 15.38 0.065 Outside 311 13 0 11.36 0.088 Unconditioned loor door 0 0 1.38 0.722 Grade door 0 0 3.38 0.295 Grade 19 0 27.03 0.037 Unconditioned riling 38 .0 41.67 0.024 Attic lab Perimeter 0 0 0 0.507 Unconditioned .ab Perimeter 0 0 0 0.756 Outside ,OOR TYPES AND AREAS instruction Type Area (ft2) Conditioned Exterior Con'---------------- -ditions/De scripti ab 424 ----------------- ------- ab Yes Grade 192 Yes Grade n -Slab 221 Yes Unconditioned TE COUNIT AR WEP CERTIFICATE OF COMPLIANCE: Residential Page 2 CF-lA Project- Title: -----_ROBERTS 2753n (BASE CASE) --------------------------- Run: 090 23 -Nov -99 FENESTRATION Orientation------ Area (ft2) U_ value Panes Window North 96.0 0.750 2 Window North 65.4 0.730 ' 2 Window North 20.0 0.500 2 Window East 69.0 0.750 2 Window South 145.0 0.750 2 Window South 60.0 0.500 2 Window West 15.0 0.750 2 Skylight 8.0 0.870 2 Interior Shading _ -- Standard Standard None Standard Standard None Standard Standard Exterior Shading-_- -BugScrn None None BugScrn BugScrn None BugScrn BugScrn Overhang and Fins Overhang Overhang Overhang Overhang Overhang Overhang Overhang None THERMAL MASS Area Thick Type Exposed? (ft2) (in)Location/Comments _ None ------------- HVAC SYSTEMS Type I Duct Location Efficiency and R -value -------------- _____________ Furnace 0.80 AFUE Attic Air cond. -- central split 10.00 SEER Attic WATER HEATING SYSTEMS . Distrib Water Water System Name Type---- ype Heater Name Heater T # of Energy Volume ----------- Type Htrs Factor (gal.) ------------ ____ _ ___ ----------- ___ Std_Gas.50g Standard 50g.W/H Storage g gas 1 0.60 _ ---50- WATER HEATING SYSTEMS MISC System Name 3td_t,as.50g Solar savings Solar system Wood stovboiler pump? e Wood stove fraction type boiler? --____--_____ - No No MATER HEATER/BOILER DETAILS eater [eater Name ------------ 1Og.W/H mated Recovery Input Standby Tank PilotLi Efficiency A ht g (kBtuh) Lbs-�i�lue _ _ (Btuh)- 76% -- 'SiiO0---__i---i�j-- ------ a3`kM E GD Jfq1'1, ;�.31LUING DIEPARTMEN,. kpPROVEP CERTIFICATE OF COMPLIANCE: Residential ---Page 3 CF -1R Project Title: ROBERTS 2753n (BASE CASE) Run: 090 23 -Nov -99 c 9YDRONIC DISTRIBUTION AND TERMINALS System/Name -------------- None Pipe Pipe Insul Insul Type Number run (ft) diam (in) thck (in) R -value ------------- ------ -------- --------- --------- ------- SPECIAL FEATURES, REMARKS, AND NOTES 1. Standard interior shades are assumed to be drapes which need not be installed at the time of inspection. All other interior shading devices must be installed for inspection. 2. Heating duct register location: Ceiling. 3. Cooling duct register location: Ceiling. COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with the Energy Standards in Title 24, Parts 1 and 6, of the California Code of Regulations, and the Administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features, Remarks, and Notes section. C!1 V `_ PRO, F_ , CERTIFICATE OF COMPLIANCE: Residential Page 4 CF -1R Project Title: ROBERTS 2753n (BASE CASE) Run: 090 23 -Nov -99 } 4 j a. DESIGNER OR OWNER DO K. ROBERTS CHICO, CA. 95973 332-9584 Certification #: Signed ENFORCEMENT AGENCY Name: Title: Agency: Telephone: Signed Date Date CUMENTATION AUTHOR BOB METZGER O.D.S. BOB METZGER O.D.S. 2231 St. GEORGE LN. #70 CHICO, CA. 95926 530-342-9688 or 865-9688 �-z igned Date allTTE COUNT 1 EK VE"') COMPUTER METHOD SUMMARY Page 2 C -2R Project Title: ROBERTS 2753n (BASE CASE) Run: 090 23 -Nov -99 OPAQUE SURFACES continued �. Surface Area U- Insl Total Tru Slr Construction Wind Type ---------- (ft2) value ------ ----- Rval ---- Rval ----- Azm --- Tlt Gns --- Type Location/Comments Wall 29.0 0.065 19 15 251 --- 90 Yes ------------ W19.EQ3 -------------------- Outside Wall 558.0 0.065 19 15 296 90 Yes W19.EQ3 Outside Wall 406.7 0.088 13 11 296 90 No W13.2x4.16 Unconditioned Floor 424.0 -- 0 -- -- 180 No Slabl40E Grade Floor 1192.0 -- 0 -- -- 180 No Slabl40C Grade Floor 221.0 0.037 19 27 -- 180 No FC19.2x8.16 Unconditioned Ceiling 1829.0 0.024 38 42 -- 0 Yes R38.2x4.24 Attic PERIMETER LOSSES Slider Metal STD.OPER Wind 15.0 116 90 Slider Metal STD.OPER Wind Insul 116 90 Perimeter Length F2 Insul Depth 116 90 Type ------ (ft) -------- Factor ------ R-val ----- (in) Location/Comments Zone = HOUSE 90 Slider ------ ---------------------------------- Wind 15.0 Exposed 4510" 0.507 -- STD.OPER -- Unconditioned 15.0 Exposed 14910" 0.756 Metal 0 16 Outside 20.0 FENESTRATION SURFACES Fenestration Name -------------- Zone = HOUSE F11 F12 F13 F14 F15 F21 F22FRTDR F23 F31 F32 F33 F41 F42 L11 L12 L13 L21 L22 Bll B12 B13 B2IFRCH B22FRCH B23 Wind 17.0 26 90 Fixed Metal Glazing Wind Area Tru 90 Open Frame Charactr Type ---- (ft2) ----- Azm --- Tlt --- Type ------- Type -------- Name ------------ Wind 15.0 26 90 Slider Metal STD.OPER -Wind 15.0 26 90 Slider Metal STD.OPER Wind 15.0 26 90 Slider Metal STD.OPER Wind 15.0 26 90 Slider Metal STD.OPER Wind 17.0 26 90 Fixed Metal STD.FIXED Wind 10.0 26 90 Fixed Metal STD.FIXED Wind 20.0 26 90 Hinged Wood/Div STD.DOOR Wind 17.0 26 90 Fixed Metal STD.FIXED Wind 15-.0 26 90 Slider Metal STD.OPER Wind 15.0 26 90 Slider Metal STD.OPER Wind 7.3 26 90 Fixed Metal STD.FIXED Wind 14.1 26 90 Fixed Metal STD.FIXED Wind 6.0 26 90 Slider Metal STD.OPER Wind 15.0 116 90 Slider Metal STD.OPER Wind 15.0 116 90 Slider Metal STD.OPER Wind 15.0 116 90 Slider Metal STD.OPER Wind 12.0 116 90 Slider Metal STD.OPER Wind 12.0 116 90 Slider Metal STD.OPER Wind 12.0 206 90 Slider Metal STD.OPER Wind 15.0 206 90 Slider Metal STD.OPER Wind 15.0 206 90 Slider Metal STD.OPER Wind 20.0 206 90 Hinged Wood/Div STD.DOOR Wind 20.0 206 90 Hinged Wood/Div STD.DOOR Wind 10.0 206 90 Slider Metal STD.OPER Comments ---------------- i-kP VT COMPUTER METHOD SUMMARY Project Title: ROBERTS 2753n (BASE CASE) Run: Oyu _. FENESTRATION SURFACES continued Fenestration Name -------------- B24 B25 B31 B32 B33 B34FRCH B35 Rll SL11 Area Tru Open Type (ft2) Azm Tlt Type ---- ----- --- --- ------- Wind 15.0 206. 90 Slider Wind 10.0 206 90 Slider Wind 20.0 206 90 Slider Wind 8.0 206 90 Slider Wind 25.0 206 90 Slider Wind 20.0 206 90 Hinged Wind 15.0 206 90 Slider Wind 15.0 296 90 Slider Skyl 8.0 -- 0 Fixed GLAZING CHARACTERISTICS Glazing Charactr Glazing Name ------------ Type STD.OPER --------- Clear STD.FIXED Clear STD.DOOR Clear Double Clear OVERHANGS Fenestration Name Height Width Fll Glazing Frame Charactr Type -------- Name Comments ------------ Metal ---------------- STD.OPER Metal STD.OPER Metal STD.OPER Metal STD.OPER Metal STD.OPER Wood/Div STD.DOOR Metal STD.OPER Metal STD.OPER Metal Double Name Height Width Fll 510" 310" Interior SHGC 310" SHGC # of U- F14 Shade Type Int Exterior Ext Panes ----- value ----- SHGC ------ See notes ---------- Shade Shade Type Shade 2 0.750 0.400 Standard ------ 0.680 ---------- BugScrn ------ 0.757 2 0.730 0.400 Standard 0.680 None 1.000 2 0.500 0.400 None 1.000 None 1.000 2 0.870 0.765 Standard 0.680 BugScrn 0.757 Name Height Width Fll 510" 310" F12 5'0" 310" F13 510" 310" F14 510" 310" F15 2'10" 610" F21 6'8" L'6" F22FRTDR 618" 310" F23 2'10" 6'0" F31 510" 3'0" F32 510" 310" F33 1110" 410" F41 3'9" 3'9" F42 310" 2'0" Lll 510" 310" L12 510" 310" Lia 510" 310" L21 410" 3'0" L22 410" 310" B11 410" 3'0" B12 510" 00" B13 510" 310" COMPUTER METHOD SUMMARY Page 4��'tP-r C -2R Vwwipct_Titl.o_------ POPFPT�_�7�2r_1Pn�r_rt�F1_ __ _ n. non All. Above Left Right Depth ------ Glazing --------- Extension Extension 210" 1214" --------- 910" --------- 61011 210" 1214" 600" 9 101, 210" 2'4" 910" 61011 210" 2'4" 610" 900" 210" 110" 610" 610" 1110" 4110" 710" 716" 1110" 4110" 410" 910" 1110" 1110" 410" 610" 210" 300" 1.010" 1010" 210" 390" 710" 170" 210" 110" 810" 1110" 210" 4" 1610" 50" 200" 4" 11'6" 1116" 210" 114" 1210" 19'0" 210" 114" 910" 2200" 210" 114" 610" 2510" 210" 1014" 2'6" 24'6" 210" 4" 216" 2416" 2'0" 114" 2510" 1810" 210" 114" 1310" 3010 _ " 210" 114n 1010" 33' 0" COMPUTER METHOD SUMMARY Page 4��'tP-r C -2R Vwwipct_Titl.o_------ POPFPT�_�7�2r_1Pn�r_rt�F1_ __ _ n. non All. COMPUTER METHOD SUMMARY Page 1 C -2R Project Title: ROBERTS 2753n (BASE CASE) Run: 090 23 -Nov -99 Project Address: LOT 1, ROCK CREEK RD. ROBERTS 2753n (BASE CAS CHICO, CA. 95973 Building Title: ROBERTS 2753n (BASE CASE) Building Permit # Document Author: BOB METZGER O.D.S. Telephone: 530-342-9688 or 865-9688 Plan Check / Date Compliance Method: CALRES2 1.34.03 Field Check / Date Climate Zone: 11 ENERGY USE SUMMARY (kBtu/ft2-yr) Energy Use Standard Design Space Heating 21.70 Space Cooling 13.15 Water Heating 10.35 Total 45.20 GENERAL INFORMATION Conditioned Floor Area: Average Ceiling Height: Building Type: Building Front Orientation: Glazing Area, % of Floor Area: Average Fenestration U -Value: Average Fenestration SHGC: Number of Dwelling Units: Number of Stories: Floor Construction Type: Number of Conditioned Zones: Total Conditioned Volume: Conditioned Footprint Area: Ground Floor Area: BUILDING ZONE INFORMATION Proposed Design --------------- 24.04 9.43 9.11 -------- Complies 42.59 Yes 2753 ft2 1012" ft -in SFD Single Family Detached 26 deg (North) 17.40 0.71 0.39 1.00 2 Slab on grade 1 27989 ft3 1837 ft2 1616 ft2 Floor Vent Zone Area Volume Thermostat Height 'Name (ft2) - (ft3) Type Type (ft) ROUSE 2753 27989 Conditioned CEC_Standard 8'0" OPAQUE SURFACES ' Surface Area U- Insl Total Tru Slr Construction Type (ft2) value - Rval ---- Rval ----- Azm --- Tlt --- Gns --- Type Location/Comments Zone = HOUSE ------------ -------------------- Door 21.3 0.330 0 3 296 90 No 28 -Wood Unconditioned Wall 642.6 0.065 19 15 26 90 Yes W19.EQ3 Outside,,;., Wall 694.0 0.065 19 15 116 90 Yes W19.EQ3 Outsi'd'e Wall 29.0 0.065 19 15 161 90 Yes W19.EQ3 Outside . Wall 637.0 0.065 19 15 206 90 Yes W19.EQ3 Outs�id -14— OVERHANGS continued Fenestration -------------------------- Above Left Right Name Height Width Depth ------- Glazing Extension Extension ------------ B2IFRCH ------ 6'8" ------ 310" 8'0" --------- 214" --------- 2210" --------- 310" B22FRCH 6'8" 3'0" 810" 214" 19'0" 610" B23 510" 2'0" 810" 2'4" 13'0" 13'0" B 2 4 51011 31011 '0" 81011 21411 101011 0'0" 15'0" ' B25 510" 2'0" 8'0" 214" $1 0" 18'0" B 3 1 41011 510" 21011 4" 351011 3' 0" B32 410" 2'0" 210" 4" 24'0" 1710" B33 510" 5'0" 210" 4" 13'0" 2510" B34FRCH 698" 390" 210" 4" *9'0" 31'0" B35 510" 310" 210" 4" 310" 3710" Rll 510" 310" 2'0" 4" 30'0" 210" FINS Fenestration -------------------------- Name Height Width ------------ ------ ------ None THERMAL MASS Left Fin Right Fin -------------------------- -------------------------- Exten Dist Exten Dist Fin Fin above to Fin Fin above to Depth Height glzng glzing*Depth Height glzng glzing ------ ------ ----- ------ ------ ------ ----- ------ Vol Cond- Area Thck Heat duct- Construction Insd Mass Name (ft2) (in) Cap ivity Type Rval Location/Comments -------------- ----- ---- ---- ----------------- ---- ------------------------- None SOLAR GAIN DISTRIBUTION Fenestration Winter - Summer Name Fraction Fraction ------------ -------- -------- None HVAC SYSTEMS System Name -------------- Zone = HOUSE GasFurn.80 ACsplit10 Targetted Thermal Mass Comments ------------ ----------------------------- Duct Location System Type Efficiency and R -value -------------------------- ---------- ------------- Furnace 0.80 AFUE Attic Air cond. -- central split 10.00 SEER Attic &J T C -0c rm-OVERD COMPUTER METHOD SUMMARY Page 5 C -2R Project, Title: ROBERTS 2753n (BASE CASE) ------------Run: Name Heater Type ----------------- -090------23_Nov_99 ------------ Std_Gas.50g WATER'HEATING SYSTEMS °+ SPECIAL FEATURES, REMARKS, AND NOTES 1. Standard interior shades are assumed to be drapes which need not be installed at the time of inspection. All other interior shading devices must be installed for inspection. 2. Heating duct register location: Ceiling. 3. Cooling duct register location: Ceiling. -------------------------------------------------------------------------------- vr-'D, Distrib Water Water # of Energy Volume System Name Type Heater Name Heater Type ----------------- Htrs Factor (gal) ---- ------ ------ ------------ Std_Gas.50g -------- ------------ Standard 50g.W/H Storage gas 1 0.60 50 WATER HEATING SYSTEMS MISC Solar savings Solar system Wood stove Wood stove System Name fraction type boiler? boiler pump? - Std_Gas.50g ---- -- -- No No WATER HEATER/BOILER DETAILS Rated Pilot Water Recovery Input Standby Tank Light Heater Name Efficiency AFUE (kBtuh) ------------------ Loss R -value (Btuh) ------- ------ ------------ 50g.W/H ---------- 760 -- 36.00 -- -- --. HYDRONIC DISTRIBUTION AND TERMINALS Pipe Pipe Insul Insul System/Name -------------- Type ------------- Number run ------ -------- (ft) diam (in) thck (in) R -value --------- --------- ------- None SPECIAL FEATURES, REMARKS, AND NOTES 1. Standard interior shades are assumed to be drapes which need not be installed at the time of inspection. All other interior shading devices must be installed for inspection. 2. Heating duct register location: Ceiling. 3. Cooling duct register location: Ceiling. -------------------------------------------------------------------------------- vr-'D, Ii ' AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 Z`�� q q.Z 1 X399-0043720 Recorded Official Records CountyBUTTE f CANDACE J. GRUBBS Recorder ROSEMARY DICKSON Assistant 09:36AM 13 -Oct -1999 I REC FEE 7.00 1 CONFORM .00 I I I I . I Myles I Page 1 of 1 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. 1 All that real property situate in the County of Butte, State of California, described as follows: P�q�cEC ► �4S 54®W,_o' oV /74:J P4ReEt Mme' � r /N /l e-' 0i%C6 mF fk;�F R�oRD6P pF 7,1PESuT�e- s-1 1 e- o1V 0*1f0FN�,t pti . rOB6ft- (7 . (q go -7 qm MAP- A -i �s', 301 A-SS'ESFDI- PARea I -JO 0q7 — 5-1D-- o(o Date fU PROPERTY OWNERS: State of California ) County of 3a'7''C ) On DeLOa4_ 915 before me, 11�1�4/2A I SIM Ir 14 personally appeared E qG 6)Vl # 166 _k -r Personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) 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 an and (o' ial al. -- Signature Seal; A.P. # RICHARD L. SMITH 1 r tU COMM. #1178418 9 tU NOTARY PUBLIC -CALIFORNIA m BUTTE COUNTY. 1 GREGORY A.' PEITZ ARCHITECT 383 RIO UNDO AVE., CHICO CA 95926 (916) 894-5719 Structural Calculations For: 0 s AR \v�, d°Ar .4, �r �No. C 29488 ��� REN." Roberts Residence November, I aaa 610 2'0 m � 5 BM2 � O � - r I a 12'2 1510 5'g 3' 6'6 d) V - 2nd - Leve I 56 . . d)�''O _ _ 5'4 5'0 164 CONVEWIONAL m BM I O BRAGIN6 5Q p ,� 26,10 O _ Tt d1 O m - . 3 � 11/5 I 4'0 22'6 BM5 p �X . _..._�. 4 © E3— d) �n 4e' fQ O Gem iH 2 r 6'6 m BM�7 51 0 51 0 3'0 1605'4 . 6'6 Ist Level s s -� r oohl z:m 002 / ✓ Z�! /9 -77p%yt , $. , o l L g W�V.l All jai -I gy coo m m m 4 MM 4 U H tA kik W W W W YI VI VI coo Inco N aa� M CI M rNr (�v S WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beamtwbc WoodWorks® Sizer 97b Nov. 21, 1999 08:41:32 COMPANY I PROJECT DESIGN CHECK - NDS -1997 Joist DESIGN DATA: material: Lumber -soft @ 0.0 [in] spacing lateral support: Top= Full Bottom= @Supports total length: 13.00 [ft] Temperature: 100F<T<=125F Load Combinations: ICBO-UBC INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) »Self -weight of members has NOT been included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full UDL 126.00 No 2 Constr. Full UDL 112.00 Yes MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) 13.0 ft I I F ----------I------------------I Dead I 0.82 0.82 Live I 0.73 0.73 Total I 1.55 1.55 B.Length ( 1.0 1.0 ################################################## ######################### DESIGN SECTION: D.Fir-L, N0.2, 4x12 This section PASSES the design code check. #####################################################•###################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I----------------I------------------I Shear fv @d = 50 Fv' - 95 fv/Fv' = 0.53 Bending(+) fb = 817 Fb' = 990 fb/Fb' = 0.83 Live Defl'n 0.12 = <L/999 0.43 = L/360 0.28 Total Defl'n 0.32 = L/482 0.65 = L/240 0.50 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.25 1.00 0.80 1.000 1.10 1.000 1.00 1.00 2 Fv' = 95 1.25 1.00 0.80 (CH '= 1.000) 2 Fcp'= 625 1.00 0.80 - E' = 1.6 million 1.00 0.90 2 Custom'duration factor for Wind load = 1.33 ADDITIONAL DATA Bending(+): LC# 2 = D+C, M = 5.03 kip -ft .Shear : LC# 2 = D+C, V = 1.55, V@d = 1.32 kips r Deflection: LC# 2 = D+C Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (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. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I -G F� I WOOdWOrkS® Sizer SOFTWARE FOR WOOD DESIGN Beam2.wbc WoodWorks® Sizer 97b Nov. 21,1999 08:82:62 COMPANY I PROJECT MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length -in) I 8.5 ft I - ----------1------------------t Dead ► 1.30 1.30 Live I 1.16 1.16 Total I 2.96 2.96 B.Length I 1.9 1.9 ########################################################################### DESIGN SECTION: D.Fir-L, No:2, 9x12 This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection=in) ------------ --------------------------------------------------------------------------- Criterion I Analysis Value 1 Design Value I.Analysis/Design I --------------I----------------I----------------I------------------1 Shear fv @d = 73 Fv' = 95 fv/Fv' = 0.77 Bending(+) fb = 898 Fb' = 990 fb/Fb' = 0.86 Live Defl'n 0.05 - <L/999 0.28 = L/360 0.19 Total Defl'n 0.19 = L/710 0.93 = L/290 0.39 FACTORS: F CD CM Ct CL CF CV Cfu Cr == LC# Fb'+= 900 1.25 1.00 0.80 1.000 1.10 .1.000 1.00 1.00 2 Fv' = 95 1.25 1.00 0.80 (CH = 1.000) 2 Fcp'= 625 1.00 0.80 - E' = 1.6 million 1.00 0.90 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Bending(+): LC# 2 = D+C, M = 5.22 kip -ft Shear : LC# 2 = D+C, V = 2.96, V@d = 1.91 kips Deflection: LC# 2 = D+C ' Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (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. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 9.9.1. DESIGN CHECK - NDS -1997 Joist DESIGN DATA: material: Lumber -soft @ 0.0 (in) spacing lateral support: Top= Full Bottom.=.@Supports total length: 8.50 [ft] Temperature: 100F<T<=125F Load Combinations: ICBO-UBC INPUT LOADS= (force=kips, pressure=psf, udl=plf, location=ft) »Self -weight of members has NOT been included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full UDL 306.00 No 2 Constr. Full UDL 272.00 Yes MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length -in) I 8.5 ft I - ----------1------------------t Dead ► 1.30 1.30 Live I 1.16 1.16 Total I 2.96 2.96 B.Length I 1.9 1.9 ########################################################################### DESIGN SECTION: D.Fir-L, No:2, 9x12 This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection=in) ------------ --------------------------------------------------------------------------- Criterion I Analysis Value 1 Design Value I.Analysis/Design I --------------I----------------I----------------I------------------1 Shear fv @d = 73 Fv' = 95 fv/Fv' = 0.77 Bending(+) fb = 898 Fb' = 990 fb/Fb' = 0.86 Live Defl'n 0.05 - <L/999 0.28 = L/360 0.19 Total Defl'n 0.19 = L/710 0.93 = L/290 0.39 FACTORS: F CD CM Ct CL CF CV Cfu Cr == LC# Fb'+= 900 1.25 1.00 0.80 1.000 1.10 .1.000 1.00 1.00 2 Fv' = 95 1.25 1.00 0.80 (CH = 1.000) 2 Fcp'= 625 1.00 0.80 - E' = 1.6 million 1.00 0.90 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Bending(+): LC# 2 = D+C, M = 5.22 kip -ft Shear : LC# 2 = D+C, V = 2.96, V@d = 1.91 kips Deflection: LC# 2 = D+C ' Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (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. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 9.9.1. 7 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam3.vrbc WoodWorks® Sizer 97b Nov. 21,1999 08:64:32 COMPANY I PROJECT DESIGN CHECK - NDS -1997 Joist DESIGN DATA: material: Lumber -soft @ 0.0 [in) spacing lateral support: Top= Full Bottom= @Supports total length: 12.00 [ft) Temperature: 100F<T<=125F Load Combinations: ICBO-UBC INPUT LOADS (force=kips, pressure=psf, udl=plf, location=ft), »Self -weight of members has NOT been included<< Load I Type I Distribution I Magnitude I Location I Pattern I { I Start End I Start End I Load -----I--------I--------------I-----------------1-----------------I-------- 1 Dead Full UDL 40.00 No 2 Constr. Full UDL 80.00 Yes MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) I 12.0 ft I 1 I ----------{------------------I Dead { 0.24 0.24 Live I 0.48 0.48 Total I 0.72 0.72 B.Length { 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No.2, 4x10 This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design Shear fv @d = 29 FV, = 95 fv/Fv' = 0.31 Bending(+) fb = 519 Fb' = 1080 fb/Fb' = 0.48 Live Defl'n 0.11 = <L/999 0.40 = L/360 0.28 Total Defl'n 0.20 = L/732 0.60 = L/240 0.33 FACTORS: F CD CM Ct CL''"' ' CF CV '. Cfu Cr LC# Fb'+= 900 1.25 1.00 0.80 1.000 1.20 1.000 1.00 1.00 2 Fv' = 95 1.25 1.00 0.80 (CH = 1.000) 2 Fcp'= 625 1.00 0.80 - E' = 1.6 million 1.00 0.90 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Bending(+): LC# 2 = D+C, M = 2.16 kip -ft Shear LC# 2 = D+C, V = 0.72, V@d = 0.63 kips .Deflection: LC# 2 = D+C Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (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. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. [-] I WOOdWOrkS® SIZef SOFTWARE FOR WOOD DESIGN :1 Beam4a.wbc Woodworks® Sizer 97b Nov. 21,1999 09:24:18 COMPANY I PROJECT DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: PSL total length: 21.00 [ft) Load Combinations: ICBO-UBC INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) »Self -weight of members has NOT been included<< Load 1 Type I Distribution I Magnitude I Location I Pattern I ) 1 Start End f Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full UDL 90.00 No 2 Constr. Full UDL 32.00 Yes 3 Live Full UDL 67.00 Yes MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) ----_--=-=i-====----------- - - - - - - - - -__ _ 21.0 ft I I ---------- I ------------------I Dead 1 0.94 0.94 Live 1 1.04 1.04 Total 1 1.98 1.98 ########################################################################### DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 This section PASSES the design code check. #####################################################(###################### SECTION vs. DESIGN CODE (force=kips, moment=kip-ft, deflection=in) ------------ --------------------------------------------------------------------------- Criterion I Analysis Value I Design Value 1 Analysis/Design I --------------I---------------- I----------------I----------------=-I Shear V @d = 1.49 Vr = 7.90 V/Vr = 0.19 Bending(+) M = 8.65 Mr =19.90 M/Mr = 0.43 Live Defl'n 0.44 = L/568 0.70 = L/360 0.63 Total Defl'n 1.05 - L/240 1.05 = L/240: 1.00 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 0.80 1.000 1.00 1.d00 1.00 1.00 2 Fv' = 285 1.00 1.00 0.80 (CH 1.000) 2 Fcp'= 0 1.00 0.80 - E' = 2.0 million 1.00 0.90 3 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA -------------------- Bending(+): LC# 2 = D+L, M = 8.65 kip -ft Shear : LC# 2 = D+L, V = 1.65, V@d = 1.49 kips Deflection: LC# 3 = D+L+C EI= 976.83 million lb -int Total Deflection = 1.50(Defln dead) + Defln Live.. (D=dead L=live S=snow W=wind I=impact C=constructkon) (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. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. F1 I WOOdWOrks® SIZ@1' SOFTWARE FOR WOOD DESIGN Beam6.wbc Woodworks® Sizer 97b Nov. 21;1999 09:30:28 COMPANY I PROJECT DESIGN CHECK - NDS -1997' Beam DESIGN DATA: material: PSL total length: 23.00 (ft) Load Combinations: ICBO-UBC INPUT LOADS: (force=kips, pressure=psf, udl=plf; location=ft) »Self -weight of members has NOT been included<< Load =I Type I Distribution i Magnitude I Location I Pattern I I I Start End I_ Start End I Load -----I--------I--------------I-----------------I------------------I-------- 1 Dead Full UDL 36.00 No 2 Constr. Full UDL 32.00 Yes 3 Dead Partial UDL 240.00 240.00 0.00 18.00 No 4 Live Partial UDL 440.00 440.00 0.00 18.00 Yes 5 Dead Point 0.94 18.00 No 6 Live Point 1.04 .18.00 Yes MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) I 9.0 14.0 ft I ----------1---------------------------I Uplift 1 0.14 Dead 1 0.62 9.32 1.15 Live 1 1.92 7.00 1.68 Total 1 2.54 11.32 2.83 ########################################################################### DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (force=kips, moment=kip-ft, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I-------------=--I------------------I Shear V @d = 5.38 Vr = 7.90 V/Vr = 0.68 Bending(+) M =12.89 Mr =19.90 M/Mr = 0.65 Bending(-).. M =13.72 Mr =19.90 M/Mr = 0.69 Live D'efl'n 0.25 = L/662' 0.47--,L/360 0.54 Total Defl'n 0.48 = L/353 0.70 = L/240 0.68 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 ._1.00 0.80 1.000 1.00 1.000 1.00 1.00 6 Fb'-= 2900 1.00 1.00 0.80 1.000 1.00. 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 0.80 (CH 1.000) 2 Fcp'= 0 1.00 0.80 - E' = 2.0 million 1.00 0.90 12 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Bending(+): LC# 6 = D+L (pattern: L), M = 12.89 kip -ft Bending(-): LC# 2 = D+L, M = 13.72 kip -ft Shear' : LC# 2 = D+L, V = 6.09, V@d = 5.387kips Deflection: LC#12 - D+L+C (pattern: X) EI= 976.83 million lb-in2 Total Deflection = 1.50(Defln dead)+ Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (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. SCL-BEAMS (Structural Composite Lumber): the 'attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Beam6a.wbc Woodworks® Sizer 97b Nov. 21,1999 10:15:42 COMPANY I PROJECT DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material Glulam=Simple T 'lateral support: Top= Full Bottoiri @Supports .total length: 23.00 [ft] Temperature: 100F<T<=125F Load Combinations: ICBO-UBC INPUT LOADS: (force=kips, pressure=psf, udl=plf,'•location=ft) »Self -weight of members has NOT been included<< Load I Type I Distribution I Magnitude I Location I Pattern i 1 I Start End I Start End I Load - ----I--------I-------------- I -----------------I=----------------- -------- 1 ---;-----------I-------- 1 Dead Full UDL 36.00 No 2 Constr. Full UDL 32.00 Yes 3 Dead Partial UDL 240.00 240.00 0.00 18.00 No 4 Live Partial UDL 450.00 450.00 0.00 18.00 Yes 5 Dead Point 1.05 18.00 No 6 Live Point 0.44 18.00 No MAXIMUM REACTIONS and BEARING LENGTHS (force=kips,'length=in) 9.0 14.0 ft' I I I ---------- I ---•------------------------I Uplift I 0.08 Dead I 0.60 4.38 1.21 Live I 1.89 6.77 1.37 Total I 2.50 11.16 2.58 B.Length I 1.0 4.2 1.0 ################################################k########################## DESIGN SECTION: VG West.DF, 24F-V4,'5.125x15. This section PASSES the design code check. ########################################################################### SECTION vs.=DESIGN CODE= =(stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I .. . Shear fv @d = 98 Fv' = 152 fv/Fv' = 0.65 Bending(+) fb = 740 Fb' = 1920 fb/Fb' = 0.39 Bending(-) fb = 826 Fb' = 957 fb/Fb' = 0.86 Live Defl'n 0.09 = <L/999 0.47 = L/360 0.20 Total Defl'n 0.19 = L/887 0.93 - L/180 0.20 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 0.80 1.000 1.00 1.000 1.00 1.00 6 Fb'-= 1200 1.00 1.00 0.80 0.997 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 0.80 2 Fcp'= 650 1.00 0.80 E' = 1.8 million 1.00 0.90 12" Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Bending(+): LC# 6 = D+L (pattern: _L), M = 11.85 kip -ft Bending( -):.LC# 2 = D+L, M = 13.22 kip -ft Shear : LC# 2 = D+L, V = 5.94, V@d = 5.04 kips Deflection:. LC#12 = D+L+C (pattern: X) Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (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. WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN BeamBa.wbc WoodWorks® Sizer 97b .. Nov. 21,1999 10:18:30 COMPANY ► PROJECT DESIGN CHECK - NDS -1997 , Beam DESIGN DATA: material = Glulam Simple lateral support: Top= Full Bottom='@Supports total length: 18.00 (ft) Temperature: 100F<T<=125F Load Combinations: ICBG -UBC INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) »Self -weight of members has NOT been included<< Load I Type I Distribution ► Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------)--------------I-----------------1=----------------I-------- 1 Dead Full UDL 190.00 No 2 Constr. Full UDL 80.00 Yes 3 Live Full UDL 80.00 Yes 4 -Dead Trapezoidal 36.00.,._3_06.00 0.00 18.00 No 5 Dead Point 0:'62 10:"00 No 6 Live Point 2.00 10.00 No 7 Constr. Trapezoidal 32.00 272.00 0.00' 18.00 Yes MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) -------------- ------------------------------------------------------- I 18.0 ft ) --__- - 1 I ----------I------------------I Dead I 3.12 4.00 Live ► 3.34 4.28 Total I 6.46 8.28 B.Length 1' 2.4 3.1 ###############################################t########################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x16.5 This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 125 Fv' = 190 fv/Fv' = 0.66 Bending(+) fb = 2007 Fb' = 2361 fb/Fb' = 0.85 Live Defl'n 0.37 = L/584 0.60 - L/360 0.62 Total Defl'n 0.84 = L/256 0.90 = L/240 0.94 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 0.80 1.000 1.00 0.984 1.00 1.00 3 Fv' = 190 1.25 1.00 0.80 3 Fcp'= 650 1.00 0.80 - E' 1.8 million 1.00 0.90 3 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Bending(+): LC# 3 = D+L+C, M = 38.89 kip -ft Shear : LC# 3 = D+L+C, V = 8.28, V@d = 7.03 kips Deflection: LC# 3 = D+L+C Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (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.l}mits 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). Fl. I WoodWorks@ Sizer. SOFTWARE FOR WOOD DESIGN Beam7a.wbc WoodWorks® Sizer 97b .. Nov. 21,1999 10:19:14 COMPANY I PROJECT DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Simple _ lateral support: Top= Full Bottom= @Supports total length: 22.50 [ft] Temperature: 100F<T<=125F Load Combinations: ICBO-UBC INPUT LOADS: (force=kips, pressure=psf, udl=plf,.location=ft) »Self -weight of members has NOT been included<< Load -1 Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------i--------------I-----------------I-----------------I-------- 1 Dead Full UDL 36.00 No 2 Constr. Full UDL 32.00 Yes 3 Dead Partial UDL 170.00 170.00 0.00 13.00 No 4 Live Partial UDL 350.00 350.00 0..00 13.00 Yes 5 Dead Point 3.12 13.00 No 6 Live Point 3.34 .13.00 Yes 7 Dead Trapezoidal 234.00 36.00 0:00 13.00 No 8 Constr. Trapezoidal 208.00 32.00 0.00 13.00 Yes MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) 1 22.5 ft I I I ----------l------------------I Dead I 4.67 3.23 Live 1 6.23 3.94 ' Total 1 10.89 7.17 B.Length 1 4.1 2.7 #.########################################################################## DESIGN SECTION: VG West.DF, 24F -V4, 5.125x22.5 This section.PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis value I Design value I Analysis/Design I --------------I----------------1----------------1=-----------------I Shear fv @d = 102 Fv' = 152 fv/Fv' = 0.67 Bending(+) fb = 1663 Fb' = 1791 fb/Fb' = 0.93 Live Defl'n 0.40 = L/683 0..75 = L/360 0.53 Total Defl'n 0.86 = L/313 1.13 = L/240 0.77 FACTORS:' F CD CM Ct CL- CF CV'.. Cfu Cr LC# Fb'+= 2400 1.00 1.00 0.80 1.000 1.00 .0:933 .1.00 1.00 2 Fv' = 190 1.00 1.00 0.80 2 Fcp'= 650 1.00 0.80 - E' = 1.8 million 1.00 0.90 3 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 59.93 kip -ft Shear : LC# 2 = D+L, V = 9.31, V@d = 7.86 kips Deflection: LC# 3 = D+L+C Total Deflection = 1.50(Defln dead) +•Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (Load Pattern: s=S•/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is' conservative except where point loads occur at 1/3 points of a.span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(•tension), Fcp(comp'n). F] WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam&wbc WoodWoiks® Sizer 97b Nov. 21,1999 " 10:20:10 COMPANY I PROJECT DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 16.00 [ft] Temperature: 100F<T<=125F Load Combinations: ICBG -UBC INPUT LOADS: (force=kips, pressure=psf, udl=plf,,.location=ft) »Self -weight of members has NOT been included<< Load I Type I Distribution I Magnitude I Location I Pattern ( I I Start End I Start End I Load -----I--------I-------------- I ----------------- I ------------------ I-------- 1 Dead Full UDL 120.00 No 2 Constr. Full UDL 32.00 Yes, 3 Dead ' Trapezoidal 36.00 153.00. 0.00 16.00 No 4 Constr. Trapezoidal 32.00 136.00 0.00 16.00 Yes 5 Dead Point 1.89 12.00 No 6 Constr. Point 1.68 •12,00 Yes MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) I 16.0 ft I • I � � i ----------I------------------I Dead I 2.03 3.29 Live i 1.21 2.33 Total [ 3.24 5.62 B.Length I 1.2 2.1 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x13.5 This section PASSES the design code check. #######.#################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I----------------1------------------I Shear fv @d = 111 Fv' = 190 fv/Fv' = 0.59 Bending(+) fb = 1485 Fb' = 2400 fb/Fb' = 0.62 Live Defl'n 0.20 = L/957 0.53 = L/360. 0.38 Total Defl'n 0.65 = L/296 0.80 = L/240 0.81 FACTORS: F CD CM Ct CL CF CV ". Cfu Cr LC# Fb'+= 2400 1.25 1.00 0.80 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 0.80 2 Fcp'= 650 1.00 0.80 - E' = 1.8 million 1.00 0.90 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Bending(+): LC# 2 = D+C, M = 19.26 kip -ft Shear : LC# 2 = D+C, V = 5.62, V@d = 5.13 kips Deflection: LC# 2 = D+C Total Deflection = 1.50(Defln dead) + Defln Live..:. (D=dead L=live S=snow W --wind I=impact C=construction) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) ------------ DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span.(NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). F] L WOOdWorks8 SIZer SOFTWARE FOR WOOD DESIGN Beam9.wbc Wood Works® Sizer 97b Nov. 21,1999 10:21:26 COMPANY 1 PROJECT CHECK - NDS -19 Joist DESIGN DATA: material: Lumber -soft @ 0.0 (in) spacing lateral support: Top= Full Bottom=.@Supports total length: 16.50 Ift) Temperature: 100F<T<=125F Load Combinations: ICBG -UBC INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) »Self -weight of members has NOT bedn'included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----1--------I--------------I-----------------I-----------------1-------- 1 Dead Full UDL 72.00 No 2 Constr. Full UDL 64.00 Yes MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) I 16.5 ft I ----------I------------------I Dead 1.. 0..59 0.59 Live I 0.53 0.53 Total 1 1.12 1.12 B.Length ( 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No.2, 4x12 This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I - -------------t---------------- I----------------I-=----------------i Shear fv @d = 38 Fv' _ '95 fv/Fv' = 0.40 Bending(+) fb = 752 Fb' = 990 fb/Fb' = 0.76 Live Defl'n 0.18 = <L/999 0.55 = L/36Q._... 0.32 Total Defl'n 0.48 = L/412 0.83 L/240 0.58. FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.25 1.00 0.80 1.000 1.10 •1.000 1.00 1.00 2 Fv' = 95 1.25 1.00 0.80 (CH = 1.000) 2 Fcp'= 625 1.00 0.80 - E' = 1.6 million 1.00 0.90 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Bending(+): LC# 2 = D+C, M = 4.63 kip -ft Shear : LC# 2 = D+C, V = 1.12, V@d = 0.99 kips Deflection: LC# 2 = D+C Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (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. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. l� Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Beam9a.wbc Woodworks® Sizer 97b Nov. 21,1999 10:21:64 COMPANY I PROJECT DESIGN CHECK NDS -1997 Beam DESIGN DATA: material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 16.50 [ft] Temperature: 100F<T<=125F Load Combinations: ICBO-UBC INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) »Self -weight of members has NOT been included<< Load I Type I Distribution I Magnitude I Location I Pattern I. I I Start End I Start End I Load -----I--------I-------------- i------------------ 1-----------------I------.-- 1 Dead Full UDL 72.00 No 2 Constr. Full UDL 64.00 Yes MAXIMUM REACTIONS and BEARING LENGTHS (force=kips; length=in) --------__I=- _ -16.5 ft ----------I------------------I Dead I 0.59 0.59 Live I 0.53 0.53 Total 1 1.12 1.12 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 3.125x10.5 This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN.CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------i----------------I-----------------1=-----------------I Shear fv @d = 46 Fv' = 190 fv/Fv' 0.24 Bending(+) fb = 967 Fb' = 2400' fb/Fb' 0.40 Live Defl'n 0.22 = L/905 0.55 = L/360 0.40 Total Defl'n 0.59 = L/337 0.83 - L/240 0.71 FACTORS: F CD CM Ct CL CF cV Cfu Cr LC# Fb'+= 2400 1.25 1.00 0.80 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190- 1.25 1.00 0.80 2 Fcp'= 650 1.00 0.80 - E' = 1.8 million 1.00 0.90 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Bending(+): LC# 2 - D+C, M = 4.63 -kip -ft Shear : LC# 2 = D+C, V = 1.12, V@d = 1.00 kips Deflection- LC# 2 = D+C Total Deflection = 1.50(Defln dead) +-Deflri Live. (D=dead L=live S=snow W=wind I=impact C=construction) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam.Beams shall be laterally supported according to the provisions 1. of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). /ta F-1 I WoodWOPkS® SIZ@C SOFTWARE FOR WOOD DESIGN BeamlOa.wbc WoodWorks® Sizer 97b Nov. 21,1999 10:22:68 COMPANY I PROJECT DESIGN CHECK - NDS -1997 Beam DESIGN DATA: - = material: PSL total length: 10.50 [ft] Load Combinations: ICBO-UBC INPUT LOADS =(force=kips, pressure=psf, udl=plf, location=ft) »Self -weight of members has NOT been included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full UDL 85:00 No 2 Live Full UDL 340.00 Yes 3 Dead... ..Point 1.30 6.80 No 4 Constr. Point 1.20- 6.80 No 5 Wind Point 1.40 6.80 No MAXIMUM REACTIONS and BEARING LENGTHS (force=kips,•length=in) 1065 ft i I ^ I Dead I 0.90 1.29 Live I 2.21 2.60 Total I 3.11 3.89 ########################################################################### DESIGN SECTION: 2.OE, 290OFb, 3.5x11.875 This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (force -kips, moment=kip-ft, deflection=in) Criterion I Analysis Value I Design Value 1 Analysis/Design I -------------- I ---------------- I ---------- =----- 1------------------I Shear V @d = 3.43 Vr = 9.87 V/Vr = 0.35 Bending(+) M =11.34 Mr =24.88 M/Mr = 0.46 Live Defl'n 0.14 = L/870 0.35 = L/360 0.41 Total Defl'n 0.25 = L/496 0.52 = L/240 0.48 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.25 1.00 0.80 1.000 1.00 .1.000 1.00 1.00 3 Fv' = 285 1.25 1.00 0.80 ..(CH.= 1.000) 3 Fcp'- 0 1.00 0.80 - E' = 2.0 million 1.00 0.90 4 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA =Bending(+): LC#=3 = D+L+C, M = 11.34 kip -ft Shear : LC# 3 = D+L+C, V = 3.85, V@d = 3.43 kips. Deflection: LC# 4 = D+.75(L+C+W) EI= 976.83 million lbK-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D -dead L=live S=snow W=wind I=impact C=construction) (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. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 510, 2 Z o Q O 7Z-7 (LIS) I D Z, vov� 0Cov M2 �b Y V -^ 1 `z- M2 �b Y Concrete Footing Design Footing for Beam 5, end support Soil Classification: per UBC Table 18-1-A = 5 1000 psf Allow for depth increase, y or n: y 50 Allow for width increase, y or n: y No Increase allowed UBC Allowable bearing, ga9w = 1050 psf P 2 Foundation geometry (square footings only): Base width, B = 1.75 ft Applied foundation pressure, gappl;ed = 829 psf O.K. Base length, L = 1.75 ft Depth, D = 1.25 ft Load, P DL= 0.62 kips LL = 1.92 kips Footing Properties: Section Design Strength Factored/ Design fc' = 2000 psi fy = 40000 psi Total As = 0.40 in` Numer of rebar 2 - #4 bars d = 8.50 in in horiwntal direction each way C = 3.50 in h = 12.00 in Factored Loads Section Design Strength Factored/ Design Wide beam shear: Vu = 0.0 (kips) O V„ = 13.6 (kips) 0.00 Punching shear: Vu = 2.8 (kips) O V„ = 62.0 (kips) 0.04 Bending moment: Mu = 0.4 (kip -ft) O M„ = 5.7 (kip -ft) 0.06 /= �b 0.09 < 0.75 Page 1 Concrete Footing Design Footing for Beam 5, middle support Soil Classification: per UBC Table 18-1-A = 5 1000 psf Allow for depth increase, y or n: y 50 Allow for width increase, y or n: y No increase allowed UBC Allowable bearing, gajjw = 1050 psf Foundation geometry (square footings only): Base width, B = 3.50 ft Applied foundation pressure, ga,Iw.= . 924 psf O.K. Base length, L = 3.50 ft Depth, D = 1.25 ft Load, P DL= 4.32 kips LL = . 7.00 kips Pagel P Footing Properties: fc, = 2000 psi fy = 40000 psi /\ Total As = 0.40. in` Numer of rebar 2 - #4 bars d= 8.50 in in horizontal diiectian each way c c C = 3.50 in p ^ h = 12.00 in T T T T: � B Factored Loads Section Design Strength Factored/ Design Wide beam shear. Vu = 4.6 (kips) On = 27.1 (kips) 0.17 Punching shear: Vu = 16.5 (kips) 0 V„ = 62.0 (kips) 0.27 Bending moment: MU = 1.9 (kip -ft) 0 Mn = 2.9 (kip -ft) 0.66 = 0.05 < 0.75 Pagel Concrete Footing Design Footing for Beam 6, end support Soil Classification: per UBC Table 18-1-A = 5 1000 psf Allow for depth increase, y or n: y 50 Allow for width increase, y or n: y No increase allowed UBC Allowable bearing, qalt , = 1050 psf / Foundation geometry (square footings only): Base width, B = 3.50 ft Applied foundation pressure, gappnea = 924 psf O.K. Base length, L = 3.50 ft Depth, D = 1.25 ft Load, P DL= 4.32 kips LL = 7.00 kips Footing Properties: P fc, = 2000 psi fy = 40000 psi Total As = 0.40 in` Numer of rebar 2 - #4 bars d = C = 8.50 in 3.50 in in hcrianntoJ direction each way p c c h h = 12.00 in I a IL T T T T T L B Factored Loads Section Design Strength Factored/ Design Wide beam shear: VU = 4.6 (kips) ¢ V„ = 27.1 (kips) 0.17 Punching shear: Vu = 16.5 (kips) V„ = 62.0 (kips) 0.27 Bending moment: MU = 1.9 (kip -ft) Mn _ 2.9 (kip -ft) 0.66 / = 0.05 < 0.75 Page 1 Concrete Footing Design Footing for Beam 7, end support Soil Classification:. per UBC Table 18-1-A = 5 1000 psi Allow, for depth increase, y or n: y 50 Allow for width increase, y or n: y No increase allowed UBC Allowable bearing, %it, = 1050 psi Foundation geometry (square footings only): Base width, B = 3.25 it Applied foundation pressure, gapplied = 1035 psi O.K. .Base length, L = 3.25 ft Depth, D = 1.25 ft Load, P DL= 4.70 kips LL= 6.23 kips Footing Properties: fc, = 2000 psi fy = 40000 psi Total As = 0.40 in` Numer of rebar 2 - #4 bars d = C = 8.50 in 3.50 in in horimntal direction each way p c — h h = 12.00 in TTT T T B —+{ Factored Loads -Section Design Strength Factored/ Design Wide beam shear: Vu = 4.1 (kips) O V„ = 25.2 (kips) 0.16 Punching shear: VU = 15.5 (kips) ¢ V„ _ 62.0 (kips) 0.25 Bending moment: Mu = 1.8 (kip -ft) Mn = 3.1 (kip -ft) 0.57 / = 0.05 < 0.75 Page t Concrete Footing Design Footing for Beam 8, end support Soil Classification: per UBC Table 18-1-A = 5 1000 psf Allow for depth increase, y or n: y • 50 Allow for width increase, y or n: y No increase allowed UBC Allowable bearing, q,lh,, = 1050 psf z Foundation geometry (square footings only): Base width, B = 2.75 ft Applied foundation pressure, gapolee = 754 psf O.K. Base length, L = 2.75 It Depth, D = - 1.25 ft Load, P DL= 3.30 kips LL = 2.40 kips Footing Properties: P fc' = 2000 psi fy = 40000 psi Total As = 0.40 in` Numer of rebar 2 - #4 bars d = C = 8.50 in 3.50 in in horiwntal direction each way p c h h - 12.00 in TTTT 0 TL IIS_ B ,_11 Factored Loads Section Design Strength Factored/ Design Wide beam shear: Vu = 1.6 (kips) V„ = 21.3 (kips) 0.08 Punching shear: VU = 7.5 (kips) O V„ = 62.0 (kips) 0.12 Bending moment: Mu = 0.9 (kip -ft) M„ = 3.6 (kip -ft) 0.24 nO j = 0.06 < 0.75 Page 1 • Concrete Footing Design Footing for Beam 10, end support Soil Classification: per UBC Table 18-1-A = 5 1000 psf Allow for depth increase, y or n: y 50 Allow for width increase, y or n: y No increase allowed UBC Allowable bearing, gaItw = 1050 psf Foundation geometry (square footings only): Base width, B = 2.00 ft Applied foundation pressure, gapplied = 975 psf O.K. Base length, L = 2.00 ft Depth, D = 1.25 It Load, P DL= 1.30 kips LL = 2.60 kips .e Page 1 P Footing Properties: fc, = 2000 psi fy = 40000 psi . ���; Total As = 0.40 in` Numer of rebar 2 - #4 bars d = 8.50 in in horiwntal direction each way c c C = 3.50 in p h h = 12.00 in Ir 1 : : —0 L Factored Loads Section Design Strength Factored/ Design Wide beam shear: VU = 0.5 (kips) O V„ = 15.5 (kips) 0.03 Punching shear: VU = 4.7 (kips) On = 62.0 (kips) . 6.08 Bending moment: MU = 0.6 (kip -ft) 0 Mn = 5.0 (kip -ft) 0.11 / = 0.08 < 0.75 .e Page 1 60 Vehicle Loads Dead Loads: Roof Tile 10.0 psf Sheathing 1.5" psf Pitch = 7 to 12 Framing 1.5 psf Total 13.0 psf Ceiling Framing 1.1 psf Gyp board 1.2 psf Total 2.3 psf Floor (2nd story) .. Sheathing 2.3 psf Gyp board 1.2 psf Framing 4.0 psf Misc 2.5 psf Total 10.0 psf Floor (1st story) Slab on grade Walls (exterior) Framing 1.5 psf Gyp board 2.2 psf Stucco 6.0 psf Misc 0.3 psf Total 10.0 psf Walls (interior) Framing 1.5 psf Gyp board 4.4 psf Misc 0.3 psf Total 6.2 psf Live Loads: Roof (construction load) 16.0 psf Floor 40.0 psf Ceiling (with exceptions) 10.0 psf • 31 Wind load analysis on structures with roof slopes of 2: 12.to.less than 9: 12. Roof slopes may be different. The wind pressures shall be assumed to act simultaneously normal to all exterior surfaces as shown (Normal Force Method, 1621, UBC, 1997). Height above Values for Intermediate P = Ce Cq q9 IW where: ground Coefficient Ce Heights Basic wind speed (mph) = 75.0 0-15 1.06 No Interpolation Pressure, qg (pso = 14.5 15-20 1.13 Ce=0.014z+0.85 Exposure (B, C or D): C 20-25 1.19 Ce=0.012z+0.89 Occupancy (1 to 5): 4 25-30 1.23 Ce=0.008z+0.99 Importance Factor, h = 1.00 ... 30-40 1.31 Ce=0.008z+0.99 Standard occupancy 40-60 1.43 Ce=0.006z+1.07 WIND DIRECTION PERPENDICULAR V TO RIDGE C9--0 C �O RIS a RUN Case 1 H Cq=Q.8 Cq=0.5 II L II i f �` SIC 9 C9 V C FC—as—e2--1 Cq=0.8 Cq=0.5 WIND DIRECTION 1 cq�0 PARALLEL TO RIDGE Cq�p LAVE LAVE Seismic Loads Seismic load analysis by the static lateral force procedure (1630.2, UBC, 1997). 0.19 Ct = 0.020 for other buildings h„ = 20.0 (ft) height of uppermost level 4.5 see Table 16-N — Structural Systems 4 1.00 Standard occupancy NB = 1..0 N„ = 1.0 Soil profile type = So Design base shear for seismic zone 3 where: T = Ct (h,J314 = V = Rv T W = 0.634 W R= Total Interior _ Interior Total Exterior Occupancy (1 to 5): V = 2.5RCo I W = 0.200 W Importance Factor, I = V = 0.11 Cal W = 0.040 W Ce = 0.36 Floor Area Weight Wall Length C,, = 0.54 V = 0.8 N„ I W = 0.000 W Z = 0.300 'Force, F„ RZ (ft) (kips) Vertical distribution of force, F,,: (ft?) . (kips) (ft) (V — Ft ) wx h X (ft) (kips) F — (kips) where V = 14.72 (kips) ; 1920 w ; hi 1450 Ft = 0.07 T V = 0 (kips) 0.19 Ct = 0.020 for other buildings h„ = 20.0 (ft) height of uppermost level 4.5 see Table 16-N — Structural Systems 4 1.00 Standard occupancy NB = 1..0 N„ = 1.0 Soil profile type = So Roof Ceiling Ceiling Floor Total Interior _ Interior Total Exterior Exterior Wall Total Weight Lateral Building Roof Area. Weight Area Weight Floor Area Weight Wall Length Wall Weight Wall Length Weight of Level Height of 'Force, F„ Level (ft) (kips) (ft) (kips) (ft?) . (kips) (ft) (kips) (ft) (kips) (kips) Level (ft) (kips) 2 ; 1920 24.96 1450 3.34 0.00 0.00 100 0.31 165 ' 0.83 IF29.43 18.5 8.31 1 1380 17.94 2540 5.84 ' 1760 17.60 130 0.71 245 2.05 44.15 9.5 6.40 Wall Line 1-2 Distributed Loads Structures and all portions thereof shall resist the most critical effects nDutary Story resulting frim load combinations using allowable stress design where a Distributed.Loads. Point Loads one-third increase in allowable stresses is used (1612;3.2, UBC). Beginning Ending Wall Line 1 (2nd story): Resultant Force (lb) Dead Load Tributary Load Load Beginning Ending Tributary Location Distributed Loads Width (ft) Point La (Ib/Lft) Beginning Ending Beginning Ending. Area (ft2) Load (lb) (ft) Roof 2.5 Tributary Tributary Load Load Beginning Ending Tributary 30.0 -480.0 6.9 Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ft 2) Load (II Roof 2.5 2.5 -55.7 -55.7 0.0 13.8 30.0 -390.( Ceiling 1.0 1.0 -3.9 -3.9 0.0 13.8 30.0 -69.0 Wall n/a n/a 0.0 -35.0 0.0 6.9 18.5 Wall n/a n/a -35.0.. Q.0 6.9 13.8 17.0 Wall n%a n/a -80.0 -80.0' 0.0 3.7 22.5 Wall I n/a n/a -80.0 -80.0 •10.2 13.8 -523.2 Location 6.9 Live Load Distributed Loads Windward nDutary Story Leeward Distributed.Loads. Point Loads Shear Beginning Ending Beginning Ending Resultant Force (lb) Tributary Tributary Load Load Beginning Ending Tributary Location Tributary Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ft2) Load (lb) (ft) Roof 2.5 2.5 40.0 -40.0. 0.0 13.8 30.0 -480.0 6.9 Wind Load_ horiiontal (pso Force (lb) Case 1 Roof Wind Load, vertical Distributed Loads Windward nDutary Story Leeward Resultant Flbor Area Area Shear -Mean Area. Beginning Ending Resultant Force (lb) 1760 59 Resultant 0.033 Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal Height (ft) Height (ft) Area (ft) (pso Force (lb) Area (ft) (pso Force (lb) Case 1 Roof 22.5 22.5 68.6 -5.05 174.4 68.6 11.77 406.9 Wall 22.5 18.5 12.4 13.11 161.9 17.0 8.41 143.0 Case 2 Roof 22.5 22.5 68.6 15.14 -523.2 68.6 11.77 406.9 Wall 22.5 18.5 12.4 13.11 161.9 17.0 8.41 143.0 Wind Load, vertical Seismic Load, horizontal Distributed Loads nDutary Story Point Loads Resultant Flbor Area Area Shear Beginning Ending Beginning Ending Wall Line Force (lb) 1760 59 8.31 0.033 V8: Tributary Tributary Load Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ft2) Load (lb) . (ft) . Case 1 Windward 2.5 2.5 -12.6 -12.6 0.0 6.9 15 -75.7 6.9 Leeward 2.5 2.5 29.4 29.4 0.0 6.9 15 176.6 6.9 Case 2 '+ Windward 2.5 2.5 37.8 37.8 0.0 6.9 15 227.1 6.9 Leeward 2.5 2.5 29.4 29.4 0.0 6.9 15 176.6 6.9 Seismic Load, horizontal nDutary Story Pecent Resultant Flbor Area Area Shear Shear at Horizontal (ft2) (ft) (kips) Wall Line Force (lb) 1760 59 8.31 0.033 V8: 3� Wall Line 1-2 Governing load conbination for lateral load is Vertical Resultant Resultant Resultant D + L + or E/1.4 12-13, UBC at 18 at IC 1. T = C = unit shear x wail height Mean Lateral D+W at (lb) (lb) D+W at IA -1B D+W at _.. Total Shearwall Shearwall Wall Unit Wall OTM 1B (lb) Lateral Length Length Shear Height Couple' -179 Load (lb) (ft) (ft) (Ib/Lft) (ft) (lb) Wind Case 1 886 3.7 3.7 121 8.1 979 Wind Case 2 189 3.7 3.7 . 26 8.1 208 Seismic 198 3.7 3.7 27 8.1 219 1A 1B 1C 1D Wind 1_oad horimntal Vertical Resultant Resultant Resultant at IA at 18 at IC D+W at Mean (lb) D+W at (lb) (lb) D+W at IA -1B D+W at _.. D+W at 1 C-1 D D+W at 22 1A (lb) (lb) 1B (lb) 1C (lb) (lb) 1D (lb) Wind Case 1 0 =558 -179 -179 -468 0 Wind Case 2 0 -373 -179 . ' -179 -468 0 Seismic 0 -512 -230 .. -230 -576 0 13.11 222.8 12.4 8.41 104.3 Case 2 Roof 22.5 22.5 68.6 15.14 -523.2 66.6 11.77 406.9 Vertical 22.5 18.5 17.0 1A 1B 1C 1D Wind 1_oad horimntal Resultant Resultant Resultant Resultant at IA at 18 at IC at 1D Mean (lb) (lb) (lb) (lb) Wind Case 1 700 -1437 566 -121,3 Wind Case 2 22 -574 -205 -443 Seismic -37 -705 -299 -507 1A 1B 1C 1D Wind 1_oad horimntal _.., Windward . Leeward Mean Area Resultant Resultant Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal Height (ft) Height (ft) Area (ft) (psf) Force (Ib) Area (ft) (psf) Force (Ib) Case 1 Roof 22.5 22.5 68.6 -5.05 174.4 68.6 11.77 406.9 Wall 22.5 18.5 17.0 13.11 222.8 12.4 8.41 104.3 Case 2 Roof 22.5 22.5 68.6 15.14 -523.2 66.6 11.77 406.9 Wall 22.5 18.5 17.0 13.11 222.8 12.4 8.41 104.3 Wind Load, vertical Distributed Loads Point Loads Beginning Ending Beginning Ending Tributary Tributary Load toad Beginning Ending Tributary Location Roof Width (ft) Width (ft) (Ib/Lft) (lb/Lft) Point (ft) Point (ft) Area (ft) Load (Ib) (ft) Case 1 Windward 2.5 2.5 -12.6. -12.6 0.0 6.9 15 -75.7 6.9 Leeward 2.5 2.5 29.4 .29.4 0.0 6.9 15 176.6 6.9 Case 2 Windward 2.5 2.5 37.8 37.8 0.0 6.9 15 227.1 6.9 Leeward 2.5 2.5 29.4 29.4 0.0 6.9 15 176.6 6.9 D+W at 1A-18 D+W at, D+W at 35 D+W at (lb) Wall Line .1-2 1B (lb) 1C (ib) Seismic Load, horizontal 1D (lb) Wind Case.1 0 -558 -179 Tributary Story Pecent Resultant Wind Case 2 0 -373 Floor Area Area Shear Shear at Horizontal 0 Seismic 0 (ft2) (ft) (kips) Wall Line Force'(1b) -576 0 1760 59 8.31 0.033 278 Goveming load conbination for,laterai load is D + L + or E/1.4 12-13, UBC 1. T = C = unit shear x wall height Lateral Total Shearwall Shearwall Wall Unit Wall OTM Lateral Length Length Shear Height Couple' Load (lb) (ft) (ft) (Ib/Lft) (ft) (lb) Wind Case 1 908 3.7 3.7 124 8.1 1003 Wind Case 2 211 3.7 3.7 29 8.1 '233 Seismic 198 3.7 '3.7 27 8.1 219 D+W at 1A-18 D+W at, D+W at 1CAD D+W at (lb) 1A (lb) (lb) 1B (lb) 1C (ib) (lb) 1D (lb) Wind Case.1 0 -558 -179 -179 -468 0 Wind Case 2 0 -373 -179, -179 -468 0 Seismic 0 -512 -230 -230 -576 0 at 1A at 1B at 1C at 1D (lb) (lb) (Ib) - (lb) Wind Case -1283 545 -1417 769 Wind Case 2 -420 -133 -646 -1 Seismic -475 -266 -7.37 -69 'Sb Wall Line la -2 Structures and all portions thereof shall resist the most critical effects resulting from load combinations using allowable stress design where a one-third increase in allowable stresses is used (1612,3.2, UBC). t Wall Linea (2nd story): Dead Load Live Load Tributary Story Distributed Loads Point Loads Distributed Loads Point Loads Ending Beginning Ending Beginning Ending Tributary Tributary Load Load 'Beginning Ending Tributary Tributary Load Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (lb/Lft) (lb/Lft) Point (ft) Point (ft) Area (fe) Load (lb) (ft) Roof 2.3 7.0 -51.3 -156.0 0.0 12.0 22.5 Ceiling 7.5 7.5 -29.6 -29.6 0.0 12.0 25.0 Wall n/a n/a -80.0 -80.0 0.0 12.0 Case 2 Roof Live Load Wind Load. horizontal Tributary Story Distributed Loads Point Loads Distributed Loads Beginning Ending Beginning. Ending Mean Area Tributary Tributary Load Load 'Beginning Ending Tributary Location Resultant Width (ft) Width (ft) (lb/Lft) (lb/Lft) Point (ft) Point (ft) Area (ft) .Load (lb) (ft) Roof 1 2.3 7.0 -36.8 -112.0 0.0 12.0 Height (ft) Wind Load. horizontal Wind Load, vertical Tributary Story Windward Resultant Distributed Loads Leeward Shear Point Loads Horizontal Mean Area Beginning Ending Resultant 1760 Tributary Resultant Load Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal Case 71 Height (ft) Height (ft) Area (if) (psf) Force (lb) Area (ft) (psfl Force (lb) Case 1 Roof 25.0 22.5 253.8 -5.18 662.0 253.8 12.08 1544.4 Wall 25.0 17.5 46.6 13.11 611.4 103.5 8.63 892.9 Case 2 Roof 25.0 22.5 253.8 15.53 -1986.0.. 253.8 12.08 1544.4 Wall 25.0 17.5 46.6 13.11 611.4 103.5 8.63 892.9 Wind Load, vertical Tributary Story Pecent Resultant Distributed Loads Area Shear Point Loads Horizontal Beginning Ending Beginning Ending Force (lb) 1760 Tributary Tributary Load Load' Beginning Ending Tributary Location Roof Width (ft) Width (ft) (lb/Lft) (lb/Lft) Point (ft) Point (ft) Area (ft) Load (lb) (ft) Case 71 2.3 7.0 27.78 84.55 a.0 12.0 Seismic Load, horizontal Page 1 Tributary Story Pecent Resultant Floor Area Area Shear Shear at Horizontal _(tf) (fe) (kips) Wall Line Force (lb) 1760 654 8.31 0.371 3087 Page 1 Roof D+W Wall DL at D+W at at 1 A-1 B 1 A-'1 B D+W at 11A (lb) (lb) (lb). 1B (lb Wind Case 1 0 -710 -1315 0 Wind Case 2 0 -710 -1315, 0 Seismic 1 0 -1551 -1316 0 Resultant Resultant Wall Line 1 a-2 at 2A at 2B Governing load conbination for lateral load is (Ib) Wind Case 1 1611 -3636 D + L + W or E/1.4 12-13, UBC) -1848 Seismic 1. T = C = unit shear x wall height -3180 Lateral Mean Area Resultant Total Shearwall Shearwall ', Wall Unit Wall OTM Tributary Lateral Length Leng1.th Shear ,Height Couple' Height (ft) Load (lb) (ft) (ft) (Ib/Lft) (ft) (lb) Wind Case 1 3711 12.0 0.0 309 8.1 2505 Wind Case 2 1063 12.0 0.0 89 8.1 717 Seismic 2205 12.0 0.0 184 8.1 1488 22.5 253.8 15.53 -1986.0 253.8 Roof D+W Wall DL at D+W at at 1 A-1 B 1 A-'1 B D+W at 11A (lb) (lb) (lb). 1B (lb Wind Case 1 0 -710 -1315 0 Wind Case 2 0 -710 -1315, 0 Seismic 1 0 -1551 -1316 0 Wind Load: horizontal in oagosite direction_ ... . Resultant Resultant Windward at 2A at 2B Leeward (lb) (Ib) Wind Case 1 1611 -3636 Wind Case 2 -177 -1848 Seismic 314 -3180 Wind Load: horizontal in oagosite direction_ ... . Wind Load, vertical Point Loads it fijP11 . yr. Page 2 31 Windward Leeward ,y Mean Area Resultant Resultant Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal Height (ft) Height (ft) Area, (fe) (psf) Force (lb) Area (ft) (psf) Force (lb) Case 1 Roof 25.0 22.5 253:8 -5.18 662.0 253.8 12.08 1544.4 Wall 25.0 17.5 103.5 13.11 1356.7 46.6 8:63 402.0 Case 2 Roof 25.0 22.5 253.8 15.53 -1986.0 253.8 12.08 1544.4 Wall 25.0 17.5. • 1015 13. 1.1 . 1356.7 46.6 8:63 402.0 Wind Load, vertical Point Loads it fijP11 . yr. Page 2 31 Wall Line 1a-2 Wind Load- horizontal in 0000site direction Wind Load, vertical Distributed Loads Kesuitant Windward at 2A at 2B Leeward (lb) Beginning Ending Beginning Mean Area Wind Case 2 -1783 1 Resultant Tributary Tributary Load Resultant Beginning Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal Area (ft) Load (lb) (ft) Height (ft) Height (ft) Area (ft) (psf) Force (Ib) Area (ft) (psf) Force (lb) Case 1 Roof 25.0 - 22.5 253.8 -5.18 662.0 253.8 12.08 1544.4 Wall 25.0 17.5 ..103.5. • 13.11 1356.7 46.6 8.63 402.0 Case 2 Roof 25.0 22.5 253.8 15.53 -1986.0 253.8 12.08 1544.4 Wall 25.0 17.5 103.5 13.11 1356.7 46.6 8.63 402.0 Wind Load, vertical vertical Roof D+W Wall DL at D+W at at 1A -1B 1A-16 D+W at 1A (lb) (lb) (lb) 1B (lb).� Wind Case 1 0 -710 -1315 0 Wind Case 2 0 -710 -1315 0 Seismic 1 0 -1551 -1315 0 Distributed Loads Kesuitant at 2A at 2B Point Loads (lb) Beginning Ending Beginning Ending ... . Wind Case 2 -1783 1 -242 Tributary Tributary Load Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) ' Point (ft) Point (ft) Area (ft) Load (lb) (ft) Case 3 2.3 7.0 27.78 84.55 0.0. 12.0 Seismic Load, horizontal Tributary Story Pecent Resultant Floor Area Area Shear Shear at Horizontal (ft) (ft) (kips) Wall Line Force (lb) 1760 654 8.31 0.371 3087 Governing load conbination for lateral load is D + L + or E/1.4 12-13, UBC I.. T. = C = unit shear x wall height Lateral Total Shearwall Shearwall Wall Unit Wall OTM Lateral Length Length Shear Height Couple' Load (Ib) (ft) (ft) (Ib/Lft) (ft) (lb) Wind Case 1 3965 12.0 0.0 330 8.1 2676 Wind Case 2 1317 12.0 0.0 110 8.1 889 Seismic 2205 12.0 0.0 184 8.1 1488 vertical Roof D+W Wall DL at D+W at at 1A -1B 1A-16 D+W at 1A (lb) (lb) (lb) 1B (lb).� Wind Case 1 0 -710 -1315 0 Wind Case 2 0 -710 -1315 0 Seismic 1 0 -1551 -1315 0 Page 3 Kesunant Kesuitant at 2A at 2B (lb) (lb) Wind Case 1 -3571 1545 Wind Case 2 -1783 1 -242 Seismic -2663 -203 Page 3 Wall Line 4-2 Structures and all portions thereof shall resist the most critical effects resulting from load combinations using allowable*stress design where a one-third increase in allowable stresses is used (1612,3.2, UBC). Wall Line 4 (2nd story): Dead Load Live Load Distributed Loads Pecent Distributed Loads Floor Area Area Shear Point Loads Horizontal Beginning Ending Beginning Ending 1760 595 8.31 Resultant 2809 Tributary Tributary Load Load Beginning Ending Tributary Location Horizontal Width (ft) Width (ft) (Ib/Lft) (lb/Lft) Point (ft) Point (ft) Area (ft) Load (lb) (ft) Roof 2.3 7.0 -51.3 -156.0 0.0 15.0 22.5 Roof 7.0 7.0 -156.0 -156.0 • 15.0 24.0 25.0 Roof 7.0 2.3 -156.0 -51.3 24.0 39.0 Case 2 Roof Ceiling 7.5 7.5 -29.6 -29.6 0.0 39.0 1083.3 . Wall n/a n/a -80.0 -80.0: 6.0 15.3 8.63 Wall n/a n/a -80.0 -80.0., 17.3 20.5 Wall n/a n/a -80.0 -80.0 31.3 35.3 Live Load Wind Load. horizontal Distributed Loads Pecent Distributed Loads Floor Area Area Shear Point Loads Horizontal Beginning Ending Beginning Ending 1760 595 8.31 Resultant 2809 Tributary Tributary Load Load Beginning Ending Tributary Location Horizontal Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ft) Load (lb) (ft) Roof 2.3 7.0 -36.8 -112.0 0.0 15.0 22.5 Roof 7.0 7.0 -112.0 -112.0 15.0 24.0 25.0 Roof. 7.0 2.3 -112.0., _.. -36.8 24.0 39.0 Case 2 Roof 25.0 22.5 173.0: 15.53 -1353.7 178.0 12.08 1083.3 . Wind Load. horizontal Wind Load, vertical Distributed Loads Pecent Windward Floor Area Area Shear Leeward Horizontal Beginning Ending Mean Area 1760 595 8.31 Resultant 2809 Tributary Resultant Load Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal (Ib/Lft) Height (ft) Height (ft) Area (ft) (psf) Force (lb) Area (ft) (psf) Force (Ib) Case 1 Roof 25.0 22.5 173.0 -5.18 451.2 178.0 12.08 1083.3 Wall 25.0 17.5 89.0 13'.11 1166.6 103.5 8.63 892.9 Case 2 Roof 25.0 22.5 173.0: 15.53 -1353.7 178.0 12.08 1083.3 . Wall 25.0 17.5 89.0 13.11 1166.6 103.5 8.63 892.9 Wind Load, vertical Seismic Load, horizontal Tributary. Distributed Loads Pecent Resultant Floor Area Area Shear Point Loads Horizontal Beginning Ending Beginning Ending: 1760 595 8.31 0.338 2809 Tributary Tributary Load Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ft2) Load (lb) (ft) Case 3 2.3 7.0 27.78 84.55 0.0 0 15.0 7.0 7.0 84.55 84.55 15.0 24.0 7.0 2.3 84.55 27.78 24.0 39.0 Seismic Load, horizontal Tributary. Story Pecent Resultant Floor Area Area Shear Shear at Horizontal (ft) (ft) (kips) Wali Line Force (Ib) 1760 595 8.31 0.338 2809 Page 1 IS Wall Line 42 Governing load conbination for lateral load is D + L + or E/1.4) 12-13, UBC Roof D+W Wall DL•.at D+W 1. T = C = unit shear x wall height Roof D+W Wali DL at D+W Lateral Resultant at 1A at 1A-113 1A -1B at 1B at 1C at 1C -1D Total Shearwall Shearwall Shearwall Wall Unit Wall OTM (Ib) Lateral Length Length Length Shear Height Couple' -533 Load (lb) (ft) (ft) (ft) (Ib/Lft) (ft) (lb) Wind Case 1 3594 9.0 3.3 4.0 221 8.1 1792 Wind Case 2 1789 1 9.0 3.3 4.0 110 8.1 892 Seismic 2006 9.0 3.3 4.0 123 8.1 1000 4A 4B 4C 44D 4E "4F Wind Load horiiontal in n000site direction D+ W Roof D+W Wall DL•.at D+W D+W Roof D+W Wali DL at D+W D+W Resultant at 1A at 1A-113 1A -1B at 1B at 1C at 1C -1D 1C -1D at 1D at 1E at 4D (lb) (lb) (lb) (Ib) (lb) (lb) (lb) (lb) (lb) Wind Case 1 -343 -533 -986 -101 -101 -232 -356 -546 -133 Wind Case 2 -343 1 -533 -986 -101 -101 -232 -356 -546 -133 Seismic -492 -1163 -986 -186 -186 -507 -356 -1002 -238 4A 4B 4C 44D 4E "4F Wind Load horiiontal in n000site direction Vertical Windward, Leeward Distributed Loads Resultant Resultant Resultant Resultant Resultant Resultant Resultant at 4A at 4B at 4C at 4D at 4E at 4F Tributary (lb) (lb) (lb) (lb) (ib) (lb) Wind Case 1 689 -1784 1396 -2631 1321 -2261 Wind Case 2 -211 1 -884 497 -1732 421 -1361 Seismic -567 -989 383 -2434 284 -1700 4A 4B 4C 44D 4E "4F Wind Load horiiontal in n000site direction Wind Load, vertical Windward, Leeward Distributed Loads - Mean Area Point Loads Resultant Ending Beginning Resultant Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal Ending Height (ft) Height (ft) Area (ft?) (psf) Force (Ib) Area (ftZ) (psf) Force (lb) Case 1 Roof 25.0 22.5 178.0 -5.18 464.3 175.0 12.08 1065.1 Wall 25.0 17.5 103.5 13.11$ 1356.7 89.0 8.63 767.8 Case 2 Roof 25.0 22.5 178.0 •15.53 -1392.8 175.0 12.08 1065.1 Wall 25.0 17.5 103.5 13.11 1356.7 89.0 8.63 767.8 Wind Load, vertical Distributed Loads - Point Loads Beginning Ending Beginning Ending Tributary Tributary Load Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ft) Load (Ib) (ft) Case 3 2.3 7.0 27.78 84.55 0.0 15.0 7.0 7.0 84.55 84.55' 15.0 24.0 7.0 2.3 • 84.55 27.78- . 24.0 39.0 Page 2 • Vertical ' at 4B 41 at 4D at 4E D'+ L + Wall Line 4-2 Seismic Load, horizontal (lb) 1. T = C = unit shear x wall height . D+W Tributary Story Pecent Resultant Floor Area Area Shear Shear at Horizontal (ft) (ft2) (kips) Wall Line Force (Ib) 1760 595 8.31 0.338 2809 Governing toad conbination for lateral load is Vertical ' at 4B at 4C at 4D at 4E D'+ L + or E/1.4 12-13, UBC (lb) (lb) 1. T = C = unit shear x wall height . D+W D+W Lateral D+W D+W 982 at 1A at 1A-16 1A -1B at 1B at 1C Total Shearwall Shearwall Shearwall Wall Unit Wall OTM (lb) (lb) Lateral Length Length' Length Shear Height Couple' -533 -986 Load (lb) - (ft) (ft) (ft) (lb/Lft) (ft) (lb) Wind Case 1 3654 9.0 3.3 4.0 225 8.1 1821 Wind Case 2 1 1797 9.0 3.3 4.0 111 8.1 896 Seismic 2006 9.0 3.3 4,0 123 8.1 1000 Resultant Resultant Resultant Resultant Resultant Resultant Vertical ' at 4B at 4C at 4D at 4E at 4F (lb) (lb) (lb) D+ W Roof D+W Wall DL, at D+W D+W Roof D+W Wali DL at D+W D+W 982 at 1A at 1A-16 1A -1B at 1B at 1C at 1CAD 1CAD at 1D at 1E Seismic (lb) (lb) (lb) (lb) (lb) (lb) (lb) (lb) (ib) Wind Case -343 -533 -986 -101 -101 -232 -356 -546 -133 Wind Case 2 -343 -533, -986 -101 -101 -232 -356 -546 -133 Seismic -492 -1163 -986 -186 -186 -507 -356 -1002 -238 Resultant Resultant Resultant Resultant Resultant Resultant i Page 3 at 4A ' at 4B at 4C at 4D at 4E at 4F (lb) (lb) (lb) (lb) (Ib) (lb) Wind Case 1 -2924 -562 -2216. 982 -2292 1352 Wind Case 2 -1998 1 903 -1291 .56 -1366 426 Seismic -2567 1012 -1617 -434 -1716 300 i Page 3 Wall Line 6-2 Structures and all portions thereof shall resist the most criticaf effects resulting from load combinations using allowable stress design where a one-third increase in allowable stresses is used (1612,3.2; UBC). Wall Line 6 (2nd story): Dead Load Location Live Load Distributed Loads Point Loads Beginning Ending Beginning Ending Tributary Tributary Load Load' Beginning Ending Tributary Location Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ft) Load (lb) (ft) Roof 2.3 7.0 -36.8 -112.0 0.0 15.3 Roof 7.0 2.3 -112.0 -36.8 - 15.3 30.5 Wind Load. horizontal Distributed Loads Story Distributed Loads Resultant Floor Area Point L Shear Beginning Ending Beginning Ending . Wall Line Resultant 1760 Tributary Tributary Load Load ' - Beginning Ending Tributary Horizontal Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ft) Load Roof 2.3 7.0 -51.3 -156.0 ' 0.0 15.3 22.5 Roof 7.0 2.3 -156.0 -51.3 - 15.3 30.5 25.0 Wall n/a n/a -80.0 -80.0. 3.5 30.5 Case 2 Roof Location Live Load Distributed Loads Point Loads Beginning Ending Beginning Ending Tributary Tributary Load Load' Beginning Ending Tributary Location Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ft) Load (lb) (ft) Roof 2.3 7.0 -36.8 -112.0 0.0 15.3 Roof 7.0 2.3 -112.0 -36.8 - 15.3 30.5 Wind Load. horizontal Wind Load, vertical Distributed Loads Story Windward Resultant Floor Area Leeward Shear Beginning Ending Mean Area . Wall Line Resultant 1760 Tributary Resultant Load � Roof Centroid Tributary -Pressure Horizontal Tributary Pressure Horizontal (Ib/Lft) Height (ft) Height (ft) Area (fl?) (pso. Force (lb) Area (ft) (psf) Force (lb) Case 1 Roof 25.0 22.5 116.0. -5.18 302.6 116.0 12.08 706.0 Wall 25.0 17.5 34.0 13.11 445.7 24:0 8.63 207.1 Case 2 Roof 25.0 22.5 116.0 15.53 -907.7 116.0 12.08 706.0 Wall 25.0 17.5 34.0 13.11 445.7 24.0 8.63 207.1 Wind Load, vertical Seismic Load, horizontal Distributed Loads Story Pecent Resultant Floor Area Point Loads Shear Beginning Ending Beginning Ending. . Wall Line Force (lb) 1760 Tributary Tributary Load � Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ft2) .Load.(lb) (ft) Case 3 2.3 7.0 27.78 84.55 0.0 15.3. 7.0 2.3 84.55 27.78 15.3 30.5 Seismic Load, horizontal Page 1 y -Z Tributary Story Pecent Resultant Floor Area Area Shear Shear at Horizontal of) (ft) (kips) Wall Line Force (lb) 1760 370 8.31 0.210 1747 Page 1 y -Z Wall Line 6-2 Governing load conbination for lateral load is D + L + W or E/1.4 12-13, UBC 1. T= C =unit shear x wall height 6A 6B Wind Load. horizontal in oDvosite direction Lateral Vertical D + W Roof D+W Wall DL at Total Shearwall Wall Unit Wall OTM (lb) Lateral Length Shear . Height Couple' =1598 -2160 Load (lb) (ft) (lblL.ft) (ft) (lb) Wind Case 1 1661 27.0 62 8.1 498 Wind Case 2 451 27.0 17 8.1 135 Seismic 1248 27.0 46 8.1 374 6A 6B Wind Load. horizontal in oDvosite direction Vertical Vertical D + W Roof D+W Wall DL at D+W at 1A at 1A-16 1A-113 at 1B (lb) (lb) (lb) (lb) (lb) Wind Case 1 0 =1598 -2160 0 Wind Case 2 0 1 -1598 -2160 0 Seismic 0 -3490 -2160 , 0 6A 6B Wind Load. horizontal in oDvosite direction Vertical Resultant Resultant at 4A at 4B (lb) (lb) Wind Case 1 -1381 -2378 Wind Case 2 -1744 -2015 Seismic -2451 -3199 6A 6B Wind Load. horizontal in oDvosite direction Wind toad, vertical Page 2 Point Loads 43 Windward Leeward Mean Area Resultant Resultant Roof Centroid Tributary .Pressure Horizontal Tributary Pressure Horizontal Height (ft) Height (ft) Area (ftp) (psf) Force (lb) Area (ft) (psf) Force (lb) Case 1 Roof 25.0 22.5 116.0 -5.18 302.6 116.0 12.08 706.0 Wall 25.0 17.5 24.0 13.11 314.6 34.0 8.63 293.3 Case 2 Roof 25.0 22.5 116.0 15.53 -907.7 116.0 12.08 706.0 Wall 25.0 17.5 24.0 13.11 314.6 34.0 8.63 293.3 Wind toad, vertical Page 2 Point Loads 43 Wall Line 6-2 Beginning Ending Beginning Ending Tributary Story Tributary Tributary Load Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ft 2) Load (lb) (ft) Case 3 2.3 7.0 27.78 84.55. 0.0 15.3 7.0 2.3 84.55 27.78 15.3 30.5 Seismic Load, horizontal Lateral Tributary Story Pecent Resultant Floor Area Area Shear Shear at Horizontal (ft) (fe) (kips) Wall Line Force (lb) 1760 370 8.31 0.210 1747 Governing load conbination for lateral load is D + L + W or E/1.4 12-13, UBC 1. T = C = unit shear x wall height Page 3 F Lateral Resultant Resultant D + W Total Shearwall Wall Unit Wall OTM 1A -1B Lateral Length Shear Height Couple' (lb) Load (lb) (ft) (Ib/Lft). (ft) (lb) Wind Case 1 1616 27.0 60 8.1 485 Wind Case 2 406 1 27.0 15 8.1 122 Seismic . 1248 27.0 46 • 8.1 374 Page 3 F Vertical Resultant Resultant D + W Roof D+W Wall DL at D+W at 1A at 1A -1B 1A -1B at 18 -1394 (lb) (lb) (lb) (lb) Wind Case 1 0 A598 -2160. 0 Wind Case 2 0 -1598 -2160 0 Seismic 0 -3490 -2160 0 Page 3 F Vertical Resultant Resultant at 4A at 4B (lb) (lb) Wind Case 1 -2364 -1394 Wind Case 2 -2001 -1757 Seismic -3199 -2451 Page 3 F Wall Line 7-2 Structures and all portions thereof shall resist the most critical.effects resulting from load combinations using allowable stress design where a one-third increase in allowable stresses is used (1612,12, UBC). Wall Line 7 (2nd story): Dead Load Live Load Distributed Loads Point Loads Beginning Ending Beginning Ending . Ending Resultant Ending Tributary Tributary Load Load Beginning Ending Tributary Location Horizontal Width (ft) Width (ft) (Ib/Lft) (lb/Lft) . Point (ft) Point (ft) Area (ft2) Load (lb) (ft) Roof 5.0 5.0 -111.4 -.111.4 30.5 39.0 22.5 Wall n/a n/a -80.0 -80.0 30.5 39.0 25.0 17.5 82.5 13.11 1081.4 28.0 8.63 Live Load Wind Load. horizontal Distributed Loads Point Loads Beginning Ending Beginning Ending . Ending Resultant Ending Tributary Tributary Load Load Beginning Ending Tributary Location Horizontal Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ft) Load (lb) (ft) Roof 5.0 5.0 -80.0 -80.0 0.0 15.3 22.5 Roof 5.0 5.0 -80.0 -80.0 15.3 30.5 25.0 Wind Load. horizontal Wind. Load, vertical Windward Leeward Mean Area Beginning Ending Resultant Ending Resultant Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal Width (ft) Height (ft) Height (ft) Area (ft).. (psf) Force (lb) Area (ft) (psfl Force (lb) Case 1 Roof 25.0 22.5 90.0 -5.18 234.7 134.0 12.08 815.5 Wall 25.0 17.5 82.5 13.11 1081.4 28.0 8.63 241.6 Case 2 Roof 25.0 22.5 90.0 15.53 -704.2 134.0 12.08 815.5 Wall 25.0 17.5 82.5 13.11 1081.4 28.0 8.63 241.6 Wind. Load, vertical Distributed Loads Point Loads Beginning Ending Beginning Ending Tributary Tributary Load Load Beginning Ending Tributary Location Roof Width (ft). Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ft2) Load (lb) (ft) Case 3 5.0 5.0 60.39 60.39 30.5 39.0 r Seismic Load, horizontal Tributary Story Pecent Resultant Floor Area Area Shear Shear at Horizontal (ft?) (fie) (kips) Wall Line Force (lb) 1760 546 8.31 0.310 2579 Page 1 Vertical Resultant Resultant at 4A at 4B (lb) (lb) Wind Case 1 1596 -2927 Wind Case 2 701 -2032 Seismic 1 705 -2806 7A 7B Wind Load. horizontal in 0000site direction (r� D + W Roof D+W Wall DL at Wall .Line 7-2 Governing load conbination for lateral load is at 1B (lb) D + L + W or E/1.4) 12-13, UBC Wind Case 1 0 .1. T = C = unit shear x wall height 0 Lateral 0 -651 -680. 0 Seismic 0 Total Shearwall Wall Unit Wall OTM Lateral Length Shear Height Couple' Area (fe) Load (lb) (ft) (lb/Lft) (ft) (lb) Wind Case 1 2373 8.5 279 8.1 2262 Wind Case 2 1434 8.5 169 8.1 1367 Seismic 1842 8.5 217 8.1 1755 134.0 15.53 -1048.5 90.0 Vertical Resultant Resultant at 4A at 4B (lb) (lb) Wind Case 1 1596 -2927 Wind Case 2 701 -2032 Seismic 1 705 -2806 7A 7B Wind Load. horizontal in 0000site direction (r� D + W Roof D+W Wall DL at D+W at 1A at 1A-113 - 1A-113 at 1B (lb) (lb) (lb) (lb) Wind Case 1 0 -651 -680 0 Wind Case 2 0 -651 -680. 0 Seismic 0 -1421 -680 0 Vertical Resultant Resultant at 4A at 4B (lb) (lb) Wind Case 1 1596 -2927 Wind Case 2 701 -2032 Seismic 1 705 -2806 7A 7B Wind Load. horizontal in 0000site direction (r� Page 2 Windward Leeward Mean Area Resultant Resultant Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal Height (ft) Height (ft) Area (ftz) (psf) Force (Ib) Area (fe) (psf) Force (lb) Case 1 Roof 25.0 22.5 134.0 -5.18 349.5 90.0 12.08 547.7 Wall 25.0 17.5 28.0 13.11 367.0 82.0 8.63 707.5 Case 2 Roof 25.0 22.5 134.0 15.53 -1048.5 90.0 12.08 .547.7 Wall 1 25.0 17.5 28.0 13.11 367.0 82.0 8.63 707.5 Page 2 Wall Line 7-2 Wind Load, vertical Seismic Load, horizontal . . Distributed Loads 1A-16 at 1B Point Loads (lb) Beginning Ending Beginning. Ending Pecent Resultant Tributary Tributary Load Load , Beginning Ending Tributary Location Roof Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (fl?) Load (lb) (ft) Case 3 5.0 5.0 60.39 60.39 30.5 39.0 0.310 Seismic Load, horizontal . . at 1A -1B 1A-16 at 1B (lb) (lb) (lb) (lb) Tributary Story Pecent Resultant 0 -651 Floor Area Area Shear Shear at Horizontal -680 0 (ft) (ft) (kips) Wall Line Force (lb) 1760 546 8.31 0.310 2579 Governing load conbination for lateral load is D + L + W or E/1.4 (12-13, UBC)A. T = C.= unit shear x wall height Lateral . Total Shearwall Wall Unit- Wali OTM Lateral Length Shear Height Couple' Load (lb) (ft) (Ib/Lft) (ft) (lb) Wind Case 1 1972 8.5 232 8.1 1879 Wind Case 2 574 8.5 67 8.1 547 Seismic 1842 - 8.5 217 8.1 1755 Wind Case 1 Wind Case 2 Seismic D + W Roof D+W Wall DL at D+W at 1A at 1A -1B 1A-16 at 1B (lb) (lb) (lb) (lb) 0 -651 -680 0 0 -651 -680 0 0 -1421 -680 0 Page 3 Resultant Resultant at 4A at 4B (lb) (lb) Wind Case 1 -2544 1214 Wind Case 2 -1212 -119 Seismic -2806 705 Page 3 Wall Line 8-2 Structures and all portions thereof shall resist the most critical effects resulting from load combinations using allowable stress design'where a one-third increase in allowable stresses is used (1612,3.2, UBC). Wall Line 8 (2nd story): Dead Load Live Load Distributed Loads Distributed Loads Point Loads Beginning Ending Beginning Ending, Beginning Ending Resultant Shear at Tributary Tributary Load Load 'Beginning Ending Tributary Location Horizontal Width (ft) Width (ft) (ib/Lft) (Ib%Lft) Point (ft) Point (ft) Area (ft2) Load (lb) (ft) Roof 5.0 5.0 -111.4 -111:4 0.0 8.5 22.5 Wall n/a n/a -80.0 -80.0 30.5 39.0 25.0 Live Load Wind Load. horizontal Distributed Loads Distributed Loads Point Loads Beginning Ending Beginning Ending Beginning Ending Resultant Shear at Tributary Tributary Load Load Beginning Ending Tributary Location Horizontal Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft). Area (ft2) Load (lb) (ft) Roof 5.0 5.0 -80.0 -80.0 0.0 15.3 22.5 Roof 5.0 5.0 -80.0 -80.0. _ -.1.5.3 30.5 25.0 17.5 82.5 13.11 1081.4 28.0 8.63 Wind Load. horizontal Wind Load, vertical Windward' Distributed Loads Leeward Point Loads Story Mean Area Beginning Ending Resultant Shear at Tributary Resultant Load Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal Case 3 Height (ft) Height (ft) Area -(ft) (psf) Force (lb) Area (ft) (psf) Force (lb) Case 1 Roof 25.0 22.5 90.0 -5.18 234.7 134.0 12.08 815.5 Wall 25.0 17.5 82.5 13.11 1081.4 28.0 8.63 241.6 Case 2 Roof 25.0 22.5 90.0 15.53 -704.2 134.0 12.08 815.5 Wall 25.0 17.5 82.5 ' 13.11 1081.4 28.0 8.63 241.6 Wind Load, vertical Distributed Loads Point Loads Story Beginning Ending Beginning Ending Shear Shear at Tributary Tributary Load Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (Ib/Lft) (ib/Lft) Point (ft) Point (ft) Area (ft2) Load (lb) (ft) Case 3 5.0 1 5.0 60.39 60.39 30.5 39.0 Seismic Load, horizontal Tributary . Story Pecent Resultant Floor Area Area Shear Shear at Horizontal (ft) (ft) (kips) -Wall Line Force (lb) 1760 546 8.31 0.310 2579 Governing load conbination for lateral load is Page 1 W, Wind Load, vertical Distributed Loads Windward Wall Line 8-2 D + L + W or E/1.4 12-13, UBC Beginning Ending I. T = C = unit shear x wall height Area Tributary Lateral Resultant Load. Beginning Ending Tributary Location Resultant Width (ft) Roof Total Shearwall Wall Unit Wall OTM Pressure Horizontal Lateral Length Shear Height Couple' Force (lb) Area (ft) Load (lb) (ft) (lb/Lft) (ft) (lb) Wind Case 1 2373 8.5 279 8.1 2262 Wind Case 2 1434 8.5 169 8.1 1367 Seismic Case 2 Roof 1842 8.5 217 8.1 1755 90.0 12.08 Vertical Wall 25.0 17.5 28.0 13.11 367.0 D + W Roof D+W Wall DL at D+W at 1A at 1A -1B 1A-16 at 1B (lb) (lb) . (lb) .. (lb) . Wind Case 1 -240 -434 -680 0 Wind Case 2 -240 -434 -680 0 Seismic -240 -947 -680 0 Vertical Resultant Resultant at 4A at 4B (lb) (lb) Wind Case 1 1465 -2818 Wind Case 2 570 -1924 Seismic 702 -2569 8A 8B Wind Load, horizontal Wind Load, vertical Distributed Loads Windward Point Loads Leeward Ending Beginning Ending Mean Area Tributary Tributary Resultant Load. Beginning Ending Tributary Location Resultant Width (ft) Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal 60.39 30.5 39.0 Height (ft) Height (ft) Area (fe) (ftf) Force (lb) Area (ft) '(psf) Force (lb) Case 1 Roof 25.0 22.5 134.0 =5.18 349.5 90.0 12.08 547.7 Wall 25.0 17.5 28.0 13.11 367.0 82.0 8.63 707.5 Case 2 Roof 25.0 22.5 134.0 15.53 -1048.5 90.0 12.08 547.7 Wall 25.0 17.5 28.0 13.11 367.0 82.0 8.63 707.5 Wind Load, vertical Page 2 Distributed Loads Point Loads Beginning Ending Beginning Ending Tributary Tributary Load Load. Beginning Ending Tributary Location Roof Width (ft) Width (ft) (lb/Lft) (lb/Lft) Point (ft) Point (ft) Area (fe)' Load (lb) (ft) Case 3 5.0 5.0 60.39 60.39 30.5 39.0 Page 2 Wall Line 8-2 Seismic Load, horizontal Vertical Resultant D + W . Roof D+W Wall DL at D+W at 4B at 1A at 1A-113 1A -1B Tributary Story Pecent Resultant (lb) Wind Case 1 Floor Area Area Shear Shear at Horizontal -240 -434 -680 (ft) (fe) (kips) Wall Line Force (lb) . 0 1760 546 8.31 0.310 2579 Governing load conbination for lateral load is D + L + W or E/1.4 (12-13, UBC) 1. T = C = unit shear x wall height Lateral Total Shearwall Wall Unit Wall OTM Lateral Length Shear Height Couple' Load (ib) (ft) (Ib/Lft) (ft) (lb) Wind - Case 1 1972 8.5 232 8.1 1879 Wind Case 2 574 8.5 67 8.1 547' Seismic 1842 8.5 217 8.1 1755 . Y Page 3 Vertical Resultant D + W . Roof D+W Wall DL at D+W at 4B at 1A at 1A-113 1A -1B at 1B Wind Case 1 (lb) (lb). _...... (lb)' (lb) Wind Case 1 -240 434 -680. 0 Wind Case 2 -240 -434 -680 0 Seismic -240 -947 -680 0 Y Page 3 Vertical Resultant Resultant at 4A at 4B (lb) (lb) Wind Case 1 -2676 1322 Wind Case 2 -1344 -10 Y Page 3 bI Wall Line 9-2 Structures and all portions thereof shall resist the most critical effects resulting from load combinations using allowable stress design where a one-third increase in allowable stresses is used (1612,3.2, UBC). Wall Line 9 (2nd story): Dead Load Wind Load. horizontal Distributed Loads Tributary Leeward Point Loads Floor Areae Area Beginning Ending Beginning Ending Wall Line Force (lb) Resultant Ending Beginning Resultant Tributary Tributary Load Load Beginning Ending Tributary Location Horizontal Width (ft) Width (ft) (Ib/Lft) (lb/Lft) Point (ft) Point (ft) Area (ft2) Load (lb) (ft) Roof 2.3 7.0 -51.3 -156:0 0.0 15.3 116.0 12.08 Roof 7.0 2.3 -156.0 -51:3 15.3 32.5 26.0 8.63 Wall n/a n/a -80.0 -80.0 3.5 32.5 116.0 12.08 706.0 Wall 25.0 17.5 34:0 13.11 445.7 26.0 8.63 Live Load Distributed Loads Point Loads Beginning Ending Beginning Ending Tributary Tributary Load Load' Beginning Ending Tributary Location Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ft2)- Load (lb) (ft) Roof 2.3 7.0 -36.8 -112.0 0.0 15.3 .Roof 7.0 2.3 -112.0 -36.8 15.3 32.5 Wind Load. horizontal Wind Load, vertical Windward Tributary Leeward Distributed Loads Floor Areae Area Shear' Mean Area Point Loads Wall Line Force (lb) Resultant Ending Beginning Resultant Roof Centroid Tributary . Pressure Horizontal Tributary Pressure Horizontal Ending Height (ft) Height (ft) Area (fe) - (psf) Force (lb) Area (fe) (psf) . Force (lb) Case 1 Roof 25.0 22.5 116.0 • -5.18 302.6 116.0 12.08 706.0 Wall 25.0 17.5 34.0 13.11 445.7 26.0 8.63 224.3 Case 2 Roof 25.0 22.5 116.0 15.53 -907.7 116.0 12.08 706.0 Wall 25.0 17.5 34:0 13.11 445.7 26.0 8.63 224.3 Wind Load, vertical Tributary Story Distributed Loads Floor Areae Area Shear' Shear at Horizontal (ft) (ft) Point Loads Wall Line Force (lb) Beginning Ending Beginning Ending Tributary Tributary Load Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ft2) Load (lb) (ft) Case 3 2.3 7.0 27.78 84.55 0.0 15.3 7.0 2.3 84.55' 27.78 15.3 32.5 Seismic Load, horizontal Tributary Story Pecent Resultant Floor Areae Area Shear' Shear at Horizontal (ft) (ft) (kips) Wall Line Force (lb) 1760 397 8.31 0.225 1873 Page 1 Resultant Resultant at 4A at 4B (Ib) SZ Leeward Wall Line 9-2 Area Governing load combination for lateral load is Resultant D + L + W or E/1.4) (12-13, UBC) Roof 1. T = C = unit shear x wall height Tributary Lateral Horizontal Tributary Pressure Horizontal Total Shearwall Wall Unit Wall OTM Area (fiz) Lateral Length Shear Height Couple' „ 116.0 Load (lb) (ft) (Ib/Lft) (ft) (lb) Wind Case 1 1679 28.5 59 8.1 477 Wind Case 2 468 28.5 16 8.1 , 133 Seismic 1338 28.5 47 8.1 380 Wall Vertical 17.5 26.0 13.11 340.8 34.0 D + W Roof D+W Wall DL at . D+W at 1A at 1A -1B 1A -1B at 113 (lb) (lb) (lb) (lb) Wind Case 1 0 -1687 -2280 0 Wind Case 2 0 -1687 -2280 0 Seismic 0 -3684 -2280 0 Resultant Resultant at 4A at 4B (Ib) (lb) Wind Case 1 -1288 -1437 Wind Case 2-1632 -3574 Seismic -2124 -2191 9A 9B Wind Load. horizontal 0000site direction Wind Load, vertical Distributed Loads Point Loads Beginning Ending Beginning Ending Tributary Tributary Load Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (Ib/Lft) (lb/Lft) Point (ft) Point (ft) Area (ft) Load,,(Ib), (ft) Page 2 i Windward Leeward Mean Area Resultant Resultant Roof Centroid Tributary Pretsure Horizontal Tributary Pressure Horizontal Height (ft) Height (ft) Area .(ft2) (psf) Force (Ib) Area (fiz) (psf) Force (lb) Case 1 Roof 25.0 22.5 116.0 -5.18 302.6 116.0 12.08 706.0 Wall 25.0 17.5 26.0 13.11 340.8 34.0 8.63 293.3 Case 2 Roof 25.0 22.5 116.0 15.53 -907.7 116.0 12.08 706.0 Wall 1 25.0 17.5 26.0 13.11 340.8 34.0 8.63 293.3 Wind Load, vertical Distributed Loads Point Loads Beginning Ending Beginning Ending Tributary Tributary Load Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (Ib/Lft) (lb/Lft) Point (ft) Point (ft) Area (ft) Load,,(Ib), (ft) Page 2 i Vertical D + W Roof D+W Wall DL at Wall.Line 9-2 at 4A at 1A Wind Load, vertical at IB Wind Case 1 -2232 (lb) (lb) (lb) (lb) Wind Case 1 0 Distributed Loads 0 Wind Case 2 0 -1687 -2280 Point Loads Seismic Beginning Ending Beginning Ending Tributary Tributary Load Load Beginning Ending Tributary Roof Width (ft) Width (ft) (lb/Lft) (lb/Lft) Point (ft) Point (ft) Area (ft') Load Case 3 2.3 7.0 27.78 84.55 0.0 15.3 7.0 2.3 84.55 27.78 ' 15.3 32.5 Seismic Load, horizontal Tributary Story Pecent Resultant Floor Area Area Shear Shear at Horizontal , (f2) (ft2) (kips) Wall Line Force (lb) 1760 397 8.31 0.225 1873 Governing load conbination for lateral load is D + L + W or E/1.4 12-13, UBC 1.' T = C = unit shear x wall height Lateral Total Shearwall WallVnit Wall OTM Lateral Length Shear Height Couple' Load (lb) (ft) (Ib/Lft) (ft) (lb) Wind Case 1 1643 28.5 58 8.1 467 Wind Case 2 432 28.5 15 8.1 123 Seismic 1338 28.5 47 8.1 380 Vertical D + W Roof D+W Wall DL at D+W at 4A at 1A at 1 A -.1.B_ . 1 A-1 B at IB Wind Case 1 -2232 (lb) (lb) (lb) (lb) Wind Case 1 0 -1687 -2280 0 Wind Case 2 0 -1687 -2280 0 Seismic 0 -3684 -2280 0 Vertical Resultant Resultant at 4A at 4B (lb) (lb) Wind Case 1 -2232 -1517 Wind 'Case 2 -1888 1 -1861 Seismic -2885 -2602 Page 3 Location Wall Line 1-1 Structures and all portions thereof shall resist the most critical effects resulting from load combinations using allowable stress design where a one-third increase in allowable stresses is used (1612,3.2, UBC). Wall Line 1 (1st story): Dead Load Live Load Distributed Loads Distributed Loads Distributed Loads Tributary . Beginning Point Loads Beginning Ending Beginning Ending Beginning Ending Load Load Beginning Ending Tributary Location Resultant Width (ft) Tributary Tributary Load Load Beginning Ending Tributary Location -283.5 -283.5 0.0 13.8 Width (ft) Width (ft) (Ib/Lft) ..(Ib/Lft) Point (ft) Point (ft) Area (ft2) Load (lb) (ft) Roof Case 1 Roof 4 4 -61.2 -61.2 13.8 36.0 11.77 Floor Wall 6.3 6.3 -62.5 -62.5 0.0 13.8 8.41 Wall Case 2 Roof n/a n/a -90.0 -90.0 0.0 3.7 11.77 Wall Wall n/a n/a -90.0 -90.0. 10.2 13.8 8.41 Wall n/a n/a -90.0 -90.0 13.8 16.8 Wall n/a n/a -90.0 -90.6. 32.8 36.0 Live Load Wind Load. horizontal Distributed Loads Distributed Loads Point Loads Tributary . Beginning Ending Beginning Ending Mean Area Tributary Tributary Load Load Beginning Ending Tributary Location Resultant Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ft2) Load (Ib) (ft) Floor 6.3 6.3 -283.5 -283.5 0.0 13.8 1 30.0 -480.0 6.9 Wind Load. horizontal Wind Load, vertical Distributed Loads Windward Point Loads Tributary . Leeward Ending Beginning Ending Mean Area Tributary Tributary Resultant Load Beginning Ending Tributary Location Resultant Width (ft) Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal 43.04: 14 36 Height (ft) Height (ft) 1 Area (ft) (psf) Force (lb) Area (ft) (psf) Force (lb) Case 1 Roof 22.5 15 74.0 -4.61 171.9 85.5 11.77 507.2 Wall 22.5 5 48.9 12.30 601.0 75.9 8.41 638.1 Case 2 Roof 22.5 15 74.0 -13.83 -515.8 74.0 11.77 439.0 Wall 22.5 5 48.9 •12.30 601.0 75.9 8.41 638.1 Wind Load, vertical Seismic Load, horizontal Distributed Loads Point Loads Tributary . Beginning Ending Beginning Ending Area Shear Tributary Tributary Load Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (jt) I Point (ft) Area (ft2) Load (lb) (ft) Case 3 4 4 43.04 43.04: 14 36 Seismic Load, horizontal Tributary . Story Pecent Resultant Floor Area Area Shear Shear at Horizontal (ft) (ft) (kips) Wall Line Force (lb) 2540 166 6.40 0.065 418 Page 1 5S Wall Line 1-1 Governing load conbination for lateral load is Vertical Windward Distributed Loads Leeward D + L + W or E/1.4) (12-13, UBC) Resultant 1. T = C = unit shear x wall height Resultant Resultant Resultant Resultant Lateral Resultant Load at 1A at 16 .. at1C.:. at 1D at 1E at 1F at 1G Total Shearwall Shearwall. Shearwall Shearwall Wall Unit Wall OTM (lb) (lb) Lateral Length Length , Length Length Shear Height Couple' -5686 Wind Case 2 Load (lb) (ft) (ft) (ft) (ft) (Ib/Lft) . (ft) (lb) Wind Case 1 6515 3.7 3.7 3.0 3.3 478 9.1 5328 Wind Case 2 2414 3.7 3.7 -3.0 3.3 177 9.1 1819 Seismic 2702 3.7 3.7.. 3.0 3.3.. 198 9.11 2023 Vertical D+W at D+W at D+W at D+W at 1A -1B D+W at D+W at 1C-113 D+W at D+W at 1E -1F 1A (lb) (Ib) 1B (lb) IC (lb) (lb) ID (lb) 1E (lb) (Ib) Wind Case 1 -340 -1117 -397 -397 -1027 -340 -180 -324 Wind Case 2 -340 -932 -397 • -397 -1027 -340 •-180 -324 Seismic -340 -1071 -447 -447. -1135 -340 -180 -324 1A 1B 1C 1D1E 1F Wind Load. horizontal in 0000site direction 1G 1H Vertical Windward Distributed Loads Leeward Point Loads Resultant Resultant Resultant Resultant Resultant Resultant Resultant Resultant Load at 1A at 16 .. at1C.:. at 1D at 1E at 1F at 1G at 1H Case 3 (lb) (lb) (lb) (lb) (lb) (lb) (lb) (lb) Wind Case 1 4429 -6283 4417 -6181 4985 -5635 4969 -5686 Wind Case 2 1013 -2682 909 -2673 1477 -2127 1461 -2178 Seismic 1147 -3005 '1008..- -2930 1680 -2330 1664 -2381 Wall 22.5 5 75.9 12.30 933.3 48.9 8.41 1A 1B 1C 1D1E 1F Wind Load. horizontal in 0000site direction 1G 1H Wind Load, vertical Windward Distributed Loads Leeward Point Loads Mean Area Beginning Ending Resultant Tributary Resultant Load Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal Case 3 Height (ft) Height (ft) Area (ft) . (psf) Force (lb) Area (ft) (psf) Force (lb) Case 1 Roof 22.5 15 85.5' -4.6V 198.6 74.0 11.77 439.0 Wall 22.5 5 75.9 .12.30 933.3 48.9 8.41 411.2 Case 2 Roof 22.5 15 85.5 13.83 -595.9 74.0 11.77 439.0 Wall 22.5 5 75.9 12.30 933.3 48.9 8.41 411.2 Wind Load, vertical Distributed Loads Point Loads Beginning - Ending Beginning Ending Tributary Tributary Load Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (Ib/Lft) (Ib/Lft)' Point (ft) Point (ft) Area (ft2) Load (lb) (ft) Case 3 4 4 43.04 . 43.04 14 36 Page 2 Wall Line 1-1 Seismic Load, horizontal r Page 3 Tributary Story Pecent Resultant Resultant Resultant D+W at Resultant D+W at Floor Area Area Shear Shear at Horizontal 1E -1F at 1G 1A (lb) (lb) 113 (lb) 1C (lb) - (ft) (ft) (kips) Wall Line Force (lb) . -1117 -39 -397 -1027 -340 2540 166 6.40 0.065 418 -397. , -397 -1027 -340 -180 -324 Seismic -340 -1071 -447 -447 -1135 Go veming load conbination for lateral load is -324 1008 -2930 -2365 1715 .-2381 D + L + (W or E/1.4) (12-13, UBC) 1. T = C = unit shear x wall height Lateral Total Shearwall Shearwall Shearwall Shearwall Wall Unit Wall OTM Lateral Length Length 'Leng'th - Length Shear Height Couple' Load (lb) (ft) (ft) (ft) (ft) (lb/Lft) (ft) (lb) Wind Case 1 6856 3.7 3.7 .3.0 3.3 503 9.1 5579 Wind Case 2 2716 1 3.7 3.7 .3.0 3.3 199 9.1 2045 Seismic 2702 3.7 3.7 3.0 3.3 198 .9.1 2023 r Page 3 Resultant D+W at Resultant D+W at Resultant Resultant D+W at Resultant D+W at 1A-113 D+W at D+W at 1C -1D D+W at D+W at 1E -1F at 1G 1A (lb) (lb) 113 (lb) 1C (lb) - (lb) 1D (lb) 1E (lb) (lb) Wind Case 1 -340 -1117 -39 -397 -1027 -340 -180 -324 Wind Case 2 -340 1 -932 -397. , -397 -1027 -340 -180 -324 Seismic -340 -1071 -447 -447 -1135 -340 -180 -324 r Page 3 Resultant Resultant Resultant Resultant Resultant Resultant Resultant Resultant at 1A at 16 -at 1C at 1D at lit' at 1F at 1G at 1 H (lb) (lb) (Ib) (Ib) (lb) (lb) (lb) (lb) Wind Case 1-6478 4624 -6490 4726 -5922 5272 -5938 5221 Wind Case 2 1239 -2908 1135 -2899 -2388 1738 -2404 1687 Seismic 1147 -3005 1008 -2930 -2365 1715 .-2381 1664 r Page 3 Wall Line 3-1 Beginning Structures and all portions thereof shall resist the most critical effects Beginning resulting from load combinations using allowable stress design where a Distributed Loads one-third increase in allowable stresses is used (1612,3.2, UBC). Horizontal Wall Line 3 (1st story): Tributary Dead Load Load Load Distributed Loads' Ending Point Loads Tributary Beginning Ending Beginning Ending Width (ft) (Ib/Lft) (Ib/Lft) . Tributary Tributary Load .. .Load Beginning Ending Tributary Location Floor Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ft) Load (lb) (ft) Floor.. 7.5 7.5 -75.0 45.0.-0.0 12.0 (psf) Floor 13.5 13.5 -135.0 -135.0 12.0 26.0 -607.5 Floor 15.5 15.5 -155.0 -155.0 26.0 39.0 75.0 ' Wall n/a n/a -55.8 -55.8 0.0 15.0 -697.5 Wall n/a n/a -415.4 "=415.4 • 15.0 24.0 5 Wall n/a n/a -55.8 -55.8 24.0 39.0 99.0 Live Load Wind Load. horizontal Beginning Ending Beginning Ending Distributed Loads Leeward Horizontal Point Loads Tributary Tributary Load Load Beginning Ending Tributary Location Tributary Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) . Point (ft) Point (ft) Area (ft2) Load (lb) (ft) Floor 7.5 7.5 -337.5 -337.5 0.0 12.0 (psf) Floor 13.5 13.5 -607.5 -607.5 12.0 24.0 75.0 ' Floor 15.5 15.5 -697.5 ,-697.5 24.0 39.0 5 14.0 12.30 172.1 99.0 8.41 832.6 Wind Load. horizontal Wind Load, vertical Story Pecent Windward Floor Area Area Distributed Loads Leeward Horizontal Point Loads (kips) Mean Area Beginning Ending Resultant 2848' Tributary Resultant Load Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal Case 3 Height (ft) Height (ft) Area (ft), (psf) Force (lb) Area (ft) (psf) Force (Ib) Case 1 Roof 22.5 15 75.0 ' 4.61 174.3 157.7 11.77 935.4 Wall 22.5 5 14.0 12.30 172.1 99.0 8.41 832.6 Case 2 Roof 22.5 15' 75.0 13.83 -522.8 157.7 11:77 935.4 Wall 22.5 5 14.0 -12,30 172.1 99.0 8.41 832.6 Wind Load, vertical Story Pecent Resultant Floor Area Area Distributed Loads Shear at Horizontal Point Loads (kips) Beginning Ending Beginning Ending 0.445 2848' Tributary Tributary Load Load Beginnipg • Ending Tributary Location Roof Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ft2) Load (lb) (ft) Case 3 1 12 12 129.11 129.11 12 24 Seismic Load, horizontal Tributary Story Pecent Resultant Floor Area Area Shear Shear at Horizontal (ft) (ft) (kips) Wall Line Force (Ib) 2540 1130 6.40 0.445 2848' Page 1 s7 56 Wall. Line 3-1 Governing load conbination for lateral load is D +. L + (W or E/1.4) 12-13, UBC) 1. T = C = unit shear x wall 3A 3B X 3D Wind Load. horizontal in 0000site direction Lateral Distributed Loads Beginning - Ending Beginning.. Ending . Tributary Tributary Load Load Beginning Ending Width (ft) Width (ft) (Ib/Lft) (Ib/Lft)' Point (ft) Point (ft) Windward Case 3 12 12 129.11 129.11 12 24 Resultant Resultant Total Shearwall Shearwall Wall Unit Wall OTM at 1D Lateral Length Length ' Shear Height Couple' -1107 Load (lb) (ft) (ft) (Ib/Lft) (ft) (lb) Wind Case 1 2114 11.8 22.5• 62 9.1 562 Wind Case 2 1417 11.8 22.5' 41 9.1 377 Seismic 2035 11.8 22.5 .59 9.1 541 3A 3B X 3D Wind Load. horizontal in 0000site direction Vertical Distributed Loads Beginning - Ending Beginning.. Ending . Tributary Tributary Load Load Beginning Ending Width (ft) Width (ft) (Ib/Lft) (Ib/Lft)' Point (ft) Point (ft) Windward Case 3 12 12 129.11 129.11 12 24 Resultant Resultant Resultant D+W at Mean D+W at D+W at at 1C at 1D D+W at 3A -3B D+W at D+W at 3C -3D 3C -3D D+W at -1107 3A (lb) (lb) 3B (lb) 3C (lb) (lb) (lb) 3D (lb) Wind Case 1 -900 -1537 -270 -270 -4213 -2530 -900 Wind Case 2 -900 -1537 -270 -270 -4213 -2530 -900 Seismic -900 -1537 -270 -270 -5504 -2530 -900 1.2.30 1217.3 0.0 8.41 0.0 Case 2 Roof 3A 3B X 3D Wind Load. horizontal in 0000site direction Vertical Distributed Loads Beginning - Ending Beginning.. Ending . Tributary Tributary Load Load Beginning Ending Width (ft) Width (ft) (Ib/Lft) (Ib/Lft)' Point (ft) Point (ft) Windward Case 3 12 12 129.11 129.11 12 24 Resultant Resultant Resultant Resultant Mean at 1A at 1B at 1C at 1D (lb) (lb) (lb) (lb) Wind Case 1 -1107 -1600 -3566 -2727 Wind Case 2 -1292 -1415 -3751 -2541 Seismic 1 -1128 -1579 -4563 -2705 3A 3B X 3D Wind Load. horizontal in 0000site direction Wind Load, vertical Roof Distributed Loads Beginning - Ending Beginning.. Ending . Tributary Tributary Load Load Beginning Ending Width (ft) Width (ft) (Ib/Lft) (Ib/Lft)' Point (ft) Point (ft) Windward Case 3 12 12 129.11 129.11 12 24 Leeward Mean Area Resultant Resultant Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal Height (ft) Height (ft) Area (ft) (psf) Force (lb) Area (ft) (psf) Force (lb) Case 1 Roof 22.5 15 157.7 -4.61P 366.4 0.0 11.77 0.0 Wall 22.5 5 99.0 1.2.30 1217.3 0.0 8.41 0.0 Case 2 Roof 22.5 15 157.7 13:83 -1099.2 0.0. 11.77 0.0 Wall 22.5 5 99.0 12.30 1217.3 0.0 8.41 0.0 Wind Load, vertical Roof Distributed Loads Beginning - Ending Beginning.. Ending . Tributary Tributary Load Load Beginning Ending Width (ft) Width (ft) (Ib/Lft) (Ib/Lft)' Point (ft) Point (ft) Point Loads Tributary Location Area (ftZ) Load (lb) (ft) Case 3 12 12 129.11 129.11 12 24 Page 2 Page 3 Vertical -.. Wall Line 3-1 Seismic Load, horizontal Resultant Resultant Resultant D+W at Tributary Story Pecent Resultant at 1D D+W at 3A=3B Floor Area Area Shear Shear at Horizontal D+W at -2089 3A (lb) (ft) (ft2) (kips) Wall Line Force (lb) (lb) 3D (lb) Wind Case 1 2540 1130 6.40 0.445 2848 -4213 -2530 -900 Governing load conbination for lateral load is -900 -1537 -270 -270 -4213 D + L + (W or E/1.4) (12-13, UBC -900 Seismic 1. T = C = unit shear x wall height Lateral -270 -270 -5504 -2530 -900 Total Shearwall Shearwall Wall. Unit Wall OTM Lateral Length Length Shear Height Couple, Load (lb) (ft) (ft) • ..(Ib/Lft) (ft) (lb) Wind Case 1 1584 11.8 22.5 46 9.1 421 Wind Case 2 118 11.8 22.5 3 9.1 31 Seismic 2035 11.8 22.5 59 9.1 541 Page 3 Vertical Resultant Resultant Resultant D+W at D+W at D+W at at 1C. at 1D D+W at 3A=3B D+W . at D+W at 3C -3D 3C -3D D+W at -2089 3A (lb) (lb) 3B (lb) .3C (lb) (lb) (lb) 3D (lb) Wind Case 1 -900 -1537 -270 • -270 -4213 -2530 -900 Wind Case 2 -900 -1537 -270 -270 -4213 -2530 -900 Seismic -900 -1537 -270 -270 -5504 -2530 -900 Page 3 Vertical Resultant Resultant Resultant Resultant at 1A at 1B at 1C. at 1D (lb) (lb) (lb) .. (lb) Wind Case 1 -2089 -618 -4548 -3214 Wind Case 2 -1700 -1007 -4159': -3604 Seismic -2209 -498 -564.4 -3381 Page 3 i0U Wall Line 4-1 Structures and all portions thereof shall resist the most critical effects resulting from load combinations using allowable stress design where a one-third increase in allowable stresses is used (1612,3.2, UBC). Wall Line 4 (1st story): Dead Load Floor Floor Wall Live Load Location iei .. . Story Distributed Loads Distributed Loads. Floor Area Area Point L Beginning Ending • Beginning Ending Beginning . Ending 2540 512 Tributary Tributary Load_...... Load Beginning Ending Tributary Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ft) Load 7.5 7.5 -75.0 -75.0 0.0 39.0 7.5 10.0 10.0 -100.0 -100.0 39.0 60.0 10.0 n/a n/a -90.0 -90.0 0.0 64.0 5 33.3 12.30 408.8 36.0 8.41 302.8 Live Load Location iei .. . Wind Load. horizontal Story Pecent Distributed Loads. Floor Area Area Shear Point Loads Horizontal Beginning Ending Beginning . Ending 2540 512 6.40 Resultant 1291 Tributary Tributary , Load Load Beginning. Ending Tributary Location Horizontal Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ftZ) Load (lb) (ft) Floor 7.5 7.5 -337.5 -337.5 0.0 39.0 15 Floor 10.0 10.0 -450.0 -450.0 39.0 60.0 22.5 Wind Load. horizontal Wind Load, vertical Distributed Loads Point Loads Beginning Ending Beginning Ending Tributary Tributary Load Load Beginning Ending TributaryLocation Roof Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ftZ) Load (lb) (ft) Seismic Load, horizontal Tributary. Story Pecent Windward Floor Area Area Shear Leeward Horizontal (if) (ft) (kips) Mean Area 2540 512 6.40 Resultant 1291 Resultant Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal Height (ft) Height (ft) Area (ft) • (psf) Force (lb) Area (ft) (psf) Force (lb) Case 1 Roof 22.5 15 0.0 -4.61 0.0 45.3 11.77 268.9 Wall 22.5 5 33.3 12.30 408.8 36.0 8.41 302.8 Case 2 Roof 22.5 15 0.0 13.83 0.0 45.3 11.77 268.9 Wall 22.5 5 33.3. 12.30 408.8 36.0 8.41 302.8 Wind Load, vertical Distributed Loads Point Loads Beginning Ending Beginning Ending Tributary Tributary Load Load Beginning Ending TributaryLocation Roof Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ftZ) Load (lb) (ft) Seismic Load, horizontal Tributary. Story Pecent Resultant Floor Area Area Shear Shear at Horizontal (if) (ft) (kips) Wall Line Force (lb) 2540 512 6.40 0.202 1291 Page 1 Wall Line 4-1 Governing load conbination for lateral load is D + L + W or E/1.4 12-13, UBC at 4C at 4D 1. T = C = unit shear x wall height at 4F (lb) Lateral (lb) (lb) (lb) (lb) D+W at -2427 891 Total Shearwall Shearwall Shearwall Wall Unit Wall OTM 4A413 Lateral Length Length Length Shear Height Couple' Area (fe) Load (lb) (ft) (ft) (ft) (Ib/Lft) (ft) (lb) Wind Case 1 4575 7.0 5:3 16.3 160 9.1 1456 Wind Case 2 2770 7.0 5.3 16.3 97 9.1 881 Seismic 2928 7.0 5.3 16.3 102 9.1 932 -1155 -394 -300 -530 -150 -150 -2000 0 Wind Case 1 Wind . Case 2 Seismic 4A 4B Resultant Resultant Resultant Resultant Resultant Resultant at 4A Vertical at 4C at 4D at 4E at 4F (lb) (lb) (lb) (lb) (lb) (lb) D+W at -2427 891 D+W at D+W-at -2456 D+W at D+W at 316 D+W at 4A413 D+W . at. D+W at 4C4D 4D D+W at 4E -4F 4F Area (fe) 4A (Ib) (lb) 4B (lb) 4C (lb) (lb) (lb) 4E (lb) (lb) (lb) Wind Case 1 -131 -1155 -394 -300 -530 -150 -150 -2000 0 Wind Case 2 -131 -1155 -394 -300 -530 -150 -150 -2000 0 Seismic -131 -1155 -394 -300 -530 -150 -150 -2000 0 Wind Case 1 Wind . Case 2 Seismic 4A 4B Resultant Resultant Resultant Resultant Resultant Resultant at 4A at 4B at 4C at 4D at 4E at 4F (lb) (lb) (lb) (lb) (lb) (lb) 747 -2427 891 -1871 306 -2456 173 -1853 316 ".".'1296 -269 -1881 223 -1903 367 -1347 -218 -1932 Wind Load.. horizontal in 0000site direction I 1 '1 •4C 4D 4E 4F Windward F - Wind Load, vertical Page 2 Point Loads Windward Leeward Mean Area Resultant Resultant Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal Height (ft) Height (ft) Area (fe) (psf) Force (Ib) Area (ft) (psf) Force (lb) Case 1 Roof 22.5 15 45.3 -4.61 105.2 0.0. 11.77 0.0 Wall 22.5 5 36.0 12.30 442.7 33.3 8.41 280.1 Case 2 Roof 22.5 15 - 45.3 13.83 -315.7 0.0 11.77 0.0 Wall 22.5 5 36.0 12.30 442.7 33.3 8.41 280.1 Wind Load, vertical Page 2 Point Loads Wall Line 4-1 Beginning Ending. Beginning Ending Tributary I Tributary Load Load, . Beginning Ending Tributary Roof Width (ft) Width (ft) (Ib/Lft) (Ib/Lft). Point (ft) Point (ft).1 Area (ft). Load Seismic Load, horizontal Governing load conbination for lateral load is Location 6 z. D + L + W or E/1.4 Tributary Story Pecent Resultant Floor Area Area Shear Shear at Horizontal . ye) (ft) (kips) Wall Line Force (lb) 2540 512 6.40 0.202 1291 Governing load conbination for lateral load is Location 6 z. D + L + W or E/1.4 12-13, UBC 1. T = C = unit shear x wall height Resultant Resultant Lateral Resultant Resultant Resultant at 4A at 4B at 4C at 4D at 4E at 4F Total Shearwall' 'Shearwall . thearwall Wall Unit Wall OTM Wind Case 1 -2135 455 -1991 Lateral Length Length. Length Shear Height Couple' 286 -1851 -299 Seismic Load (lb) (ft) (ft) (ft) (Ib/Lft) (ft) (lb) Wind Case 1 4482 7.0 5.3 16.3 157 9.1 1426 Wind Case 2 2204 7.0 5.3 16.3 77 9.1 701 Seismic 2928 7.0. 5.3. .16.3 102 9.1 932 Vertical D+W at D+W at D+W at D+W at D+W at D+W at 4A -4B D+W. ' at D+W at 4C41D 4D D+W at 4E -4F 4F 4A (lb) (lb) 4B .._..(Ib) 4C (lb) (lb) (lb) 4E (lb) (lb) (ib) Wind Case 1 -131 -1155 -394 -300 -530. -150 -150 -2000 0 Wind Case 2 -131 -1155 -394 -300 -530 -150 -150 -2000 0 Seismic -131 -1155 -394 -300 -530 -150 -150 -2000 0 Page 3 Vertical Resultant Resultant Resultant Resultant Resultant Resultant at 4A at 4B at 4C at 4D at 4E at 4F (lb) (lb) (lb) (lb) (lb) (lb) Wind Case 1 -2135 455 -1991 1011 -2576 426 Wind Case 2 -1410 -270 -1266 286 -1851 -299 Seismic -1640 -40 -1497 517 -2082 -68 Page 3 (43 Wall Line 6-1 Structures and all portions thereof shall resist the most critical effects resulting from load combinations using allowable stress design where a one-third increase in allowable stresses is used (1612,3.2,.UBC). Wall Line 6 (1st story): Dead Load Leeward Distributed Loads Point Loads Horizontal Beginning Ending Beginning Ending Area ; Tributary Tributary Load Load Beginning Ending Tributary Location 2540 Width (ft) Width (ft) (lb/Lft) (lb/Lft) Point (ft) Point (ft) Area (fe) Load (lb) (ft) Ra 0= n/a n/a -90.0 -90.0 0.0 30.5 Centroid Live Load Pressure Distributed Loads Point Loads Pressure Beginning Ending Beginning Ending Height (ft) Tributary Tributary Load Load . Beginning Ending Tributary Location (psf) Width (ft) Width (ft) (lb/Lft) (lb/Lft) Point (ft) Point (ft) Area (ft) Load (lb) (ft) Floor 0.0 0.0 0.0 0.0 0.0 0.0 Case 1 Roof Floor 0.0 0.0 0.0 0.0 0.0 0.0 180.5 Wind Load. horizontal Wind Load, vertical Distributed Loads Point Loads Beginning Ending Beginning Ending Tributary Tributary Load Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (lb/Lft) (lb/Lft) -Point (ft) Point (ft) Area (ft) Load (lb) (ft) Seismic Load, horizontal Tributary Story Windward Resultant Floor Area Leeward Shear Shear at Horizontal Mean Area ; Wall Line Resultant 2540 450 Resultant 0.177 Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal Height (ft) Height (ft) Area (ft) (psf) Force (lb) Area (ft) (psf) Force (lb) Case 1 Roof 22.5 15 180.5 4.61 419.4 113.3 11.77 672.4 Wall 22.5 5 133.0 12.30 1635.4 57.0 8.41 479.4 Case 2 Roof 22.5 15 180.5 13.83 -1258.1 113.3 11.77 672.4 Wall 22.5 5 133.0 12.30 1635.4 36.0 8.41 302.8 Wind Load, vertical Distributed Loads Point Loads Beginning Ending Beginning Ending Tributary Tributary Load Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (lb/Lft) (lb/Lft) -Point (ft) Point (ft) Area (ft) Load (lb) (ft) Seismic Load, horizontal Page 1 Tributary Story Pecent Resultant Floor Area Area Shear Shear at Horizontal (ft) (ft2) (kips) Wall Line Force,(lb) 2540 450 6.40 0.177 1134. Page 1 (ot . Wall Line 6-1 Governing load conbination for lateral load is D + L + W or E/1.4 12-13, UBC Vertical Windward 1. T = C = unit shear x wall height' Leeward Lateral Mean Area D+W at Total Shearwall Shearwall Shearwall Wall Unit Wall OTM pressure Lateral Length Length Length Shear Height Couple' D+W at Load (lb) (ft) (ft) (ft) (lb/Lft) (ft) (lb) Wind Case 1 4868 3.0 2.8 5.3 441 9.1 4009 Wind Case 2 1803 3.0 2.8 5.3 163 9.1 1485 Seismic 2058 3.0 2.8 5.3 186 9.1 1695 .0 0 -477 1 Seismic -180 -270 6C 6D 6E Wind Load. horizontal in opposite direction 6E Vertical Windward Leeward Mean Area D+W at D+W at D+W at Roof D+W at D+W at pressure Horizontal D+W at 6A-613 D+W - . at..D+W at 6C -61D 6D D+W at 6E -6F 6F Area (ft 2) (psf) 6A (lb) (lb) 68 (lb) '6C (lb) (lb) (lb) 6E (lb) (lb) (lb) Wind Case 1 -180 -270 -900 -900 -248 0 0 -477 0 Wind Case 2 -180 -270 -900 -900 -248 .0 0 -477 1 Seismic -180 -270 -900 -900 -248 0 0 477 2 Vertical Resultant Resultant Resultant Resultant Resultant Resultant at 6A at 6B at 6C at 6D at 6E at 6F (lb) (lb) (lb) (lb), (lb) (lb) Wind Case 1 3694 -5044 2985 4132 3770 4247 Wind Case 2 1170 -2520 461 -1609 1247 -1723 Seismic 1380 -2730 671' -1819 1457 -1932 6C 6D 6E Wind Load. horizontal in opposite direction 6E Page 2 Windward Leeward Mean Area Resultant Resultant Roof Centroid Tributary pressure Horizontal Tributary pressure Horizontal Height (ft) Height (ft) Area(ft) (psf) Force (lb) Area (ft 2) (psf) Force (lb) Case 1 Roof 22.5 15 113.3 -4.61 263.2 180.5 11:77 1070.8 Wall 22.5 5 57.0 12.30 700.9 133.0 8.41 1118.5 Case 2 Roof 22.5 15 113.3 13.83 -789.7 180.5 11.77 1070.8 Page 2 b5 Wall, Line 6-1 Wall 1 22.5 5 57.0 12.30 700.9 133.0 8.41 1118.5 Horizontal (ft') (ftp) (kips) . Wall Line . Force (lb) 2540 450 6.40 Wind Load, vertical 1134 at 6B Lateral Length , Length Length Shear. Distributed Loads . Couple' D+W at Load (lb) (ft) Point Loads (ft) Beginning Ending Beginning Ending 4770 3.0 2.8 5.3 Tributary Tributary Load Load, Beginning Ending Tributary Location Roof Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (fe) Load (lb) (ft) Case 3 1 0 0 0 0 0 0 0 Seismic Load, horizontal Tributary . Story Pecent Resultant Floor Area Area Shear Shear at Horizontal (ft') (ftp) (kips) . Wall Line . Force (lb) 2540 450 6.40 0.177 1134 Page 3 Lateral Resultant Total Shearwall Shearwall Shearwall Wall Unit Wall OTM at 6B Lateral Length , Length Length Shear. Height . Couple' D+W at Load (lb) (ft) (ft) (ft) (Ib/Lft) (ft) (lb) Wind Case 1 4770 3.0 2.8 5.3 432 9.1 3928 Wind Case 2 2507 3.0 2.8 5.3 227 9.1 2064 Seismic 2058 3.0 2.8 5.3 186 9.1 1695 Page 3 venicai Resultant Vertical Resultant ' Resultant Resultant Resultant at 6A at 6B afBC at 6D D+W at at 6F D+W at D+W at (lb) D+W at D+W at (lb) D+W at 6A -6B D+W at D+W at 6C -61D 6D D+W at 6E -6F 6F Wind Case 2 6A (lb) (lb) 6B (lb) -6C (lb) (lb) (lb) 6E (lb) (lb) (lb) Wind Case 1 -180 -270 -900 -900 -248 0 0 477 0 Wind Case 2 -180 -270 -900 -900 -248 0 0 477 1 Seismic -180 -270 -900 -900 -248 0 0 477 2 Page 3 venicai Resultant Resultant Resultant ' Resultant Resultant Resultant at 6A at 6B afBC at 6D at 6E at 6F (lb) (lb) (lb). (lb) (lb) (lb) Wind Case 1 4243 2893 -4952 3804 4167 3690 Wind Case 2 1749 -3099 1041 1941 1826 -2302 Seismic 1380 -2730 671 1571 1457 -1932 Page 3 'Wall -Line 7-1 Structures and all portions thereof shall resist the most critical effects resulting from load combinations using allowable stress design where a one-third increase in allowable stresses is used (1612,3.2, UBC). Wall Line 7 (1st story): Dead Load Live Load Beginning Ending Distributed Loads Ending Distributed Loads Point Loads Resultant .. Beginning Ending Beginning Ending Load Beginning Ending Tributary Location Tributary Tributary Load Load Beginning Ending Tributary Location Area (ft2) Load (lb) (ft) Width (ft) Width (ft) (lb/Lft) (lb/Lft) Point (ft) Point (ft) Area (ft2) Load (lb) (ft) Wall (ex) n/a n/a -90.0 -90.0 0.0 8.5 0.0 Wall (in) n/a n/a -55.8 -55.8 13.5 20.5 22.5 Live Load Wind Load. horizontal Beginning Ending Beginning Ending Distributed Loads Leeward Resultant .. Point Loads Tributary Tributary Load Load Beginning Ending Tributary Location Tributary Width (ft) Width (ft) (lb/Lft) (Iti/Lft) Point (ft) Point (ft) Area (ft2) Load (lb) (ft) Floor 0.0 0.0 0.0 0.0 0.0 0.0 (psf) Floor 0.0 0.0 0.0 0.0 0.0 0.0 24.5 4.61 56.9 20.0 11.77 118.7 Wall Wind Load. horizontal Wind Load, vertical Windward Tributary Distributed Loads Leeward Resultant .. Point Loads Shear Mean Area Beginning Ending Resultant Force (lb) Tributary Resultant Load Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal Case 3 Height (ft) Height (ft) Area. (ft2) . (psf) Force (lb) Area (ft2) (psf) Force (lb) Case 1 Roof 22.5 15 24.5 4.61 56.9 20.0 11.77 118.7 Wall 22.5 5 133.0 12.30 ' 1635.4 133.0 8.41 1118.5 Case 2 Roof 22.5 15 24.5- -13.83 -170.8 20.0 11.77 118.7 Wall 22.5 5 133.0 12.30 1635.4 133.0 8.41 1118.5 Wind Load, vertical Tributary Distributed Loads Pecent Resultant .. Point Loads Shear Beginning Ending Beginning Ending Wall Line Force (lb) Tributary Tributary Load Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (lb/Lft) (lb/Lft) Point (ft) Point (ft) Area (ft2) Load (lb) (ft) Case 3 0 0 0 0 0 0 Seismic Load, horizontal Tributary Story Pecent Resultant .. Floor Areae Area Shear Shear at Horizontal (ft) (f2) (kips) Wall Line Force (lb) 2540 590 6.40 0.232 1487 Page 1 (0/ Wall Line 7-1 Governing load conbination for lateral load is D + L + W or E/1.4 12-13, UBC Windward 1. T = C = unit shear x wall height Lateral Resultant D+W at Resultant D+W at D+W at at 7B Total Shearwall Shearwall Wall Unit Wall OTM 6A (lb) Lateral Length Length Shear. Height Couple' -765 Load (lb) (ft) (ft) (lb/Lft) (ft) (lb) Wind Case 1 4591 8.5 7.0 296 9.1 4957 Wind Case 2 4136 8.5 7.0 267 9.1 3795 Seismic 2904 8.5 7.0 187 9.1 3460 7A 7B 7C 7D Wind Load. horizontal in oDDosite direction Vertical Windward Resultant Resultant D+W at Resultant D+W at D+W at at 7B D+W at 6A -6B D+W at D+W at 6C-61) 6D (lb)' 6A (lb) (lb) 6B (lb) . 6C (lb) (lb) (lb) Wind Case 1 -180 -765 -180 0 -391 0 Wind Case 2 -180 -765 -180. 1 -391 1 Seismic -180 -765 -180 2 -391 2 7A 7B 7C 7D Wind Load. horizontal in oDDosite direction Vertical Windward Resultant Resultant Resultant Resultant Mean at 7A at 7B at 7C at 76 (lb) (lb) (lb)' (lb) Wind Case 1 4394 -5519 4761- -5152 Wind Case 2 3233 4358 3601 -4185 Seismic 2898 -4023 3267 -3850 7A 7B 7C 7D Wind Load. horizontal in oDDosite direction Wind Load, vertical Distributed Loads Point Loads Beginning Ending Beginning Ending Tributary Tributary Load Load •Beginning Ending Tributary Location Roof Width (ft) Width (ft) (lb/Lft) (lb/Lft) Point (ft) Point (ft) Area (fe) Load (lb) (ft) Page 2 Windward Leeward Mean Area Resultant Resultant Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal Height (ft) Height (ft) Area (fe) (psf) Force (lb) Area: (ft) (psf) Force (lb) Case 1 Roof 22.5 15 20.0 -4.61 46.5 24.5 11.77 145.3 Wall 22.5 5 77A 12.30 946.8 77.0 8.41 647.6 Case 2 Roof 22.5 15 20.0 13.83 -139.4 24.5 11.77 145.3 Wall 22.5 5 77.0 12.30 946.8 133.0 8.41 1118.5 Wind Load, vertical Distributed Loads Point Loads Beginning Ending Beginning Ending Tributary Tributary Load Load •Beginning Ending Tributary Location Roof Width (ft) Width (ft) (lb/Lft) (lb/Lft) Point (ft) Point (ft) Area (fe) Load (lb) (ft) Page 2 Wall Line 7-1 Case 3 0 0 0 0 0 Seismic Load, horizontal at 7B at 7C at 7D (lb) (lb) Vertical (lb) Tributary Story Pecent Resultant -3274 D+W at -2907 Floor Area Area Shear Shear at Horizontal 6A-66 D+W at ' D+W at 6C -6D (fe) (ft) (kips) Wall Line Force (Ib) 6B ' (lb) 6C (lb) (lb) (lby 2540 590 6.40 0.232 1487. -391 0 Wind Case 2 -180 -765 -180 0 Governing load conbination for lateral load is 0 Seismic -180 -765 D + L + W or E/1.4 12-13, UBC 0 1. T = C = unit shear x wall height Lateral Total Shearwall Shearwall Wall Unit Wall .. OTM Lateral Length Length Shear Height Couple' Load (lb) (ft) (ft) (Ib/Lft) (ft) (lb) Wind Case 1 3758 8.5 7.0 242 9.1 4085 Wind Case 2 3688 8.5 7.0 238 9.1 2712 Seismic 1469 8.5 7.0 95 9.1 2617 Wind Case 1 Wind Case 2 Seismic Resultant Resultant Resultant Resultant at 7A at 7B at 7C at 7D (lb) (lb) Vertical (lb) 4648 3523 4280 3890 -3274 D+W at -2907 D+W at D+W at 2055 D+W at 6A-66 D+W at ' D+W at 6C -6D 6D 6A (lb) (lb) 6B ' (lb) 6C (lb) (lb) (lby Wind Case 1 -180 -765 -180 0 -391 0 Wind Case 2 -180 -765 -180 0 -391 0 Seismic -180 -765 -180 0 -391 0 Wind Case 1 Wind Case 2 Seismic Resultant Resultant Resultant Resultant at 7A at 7B at 7C at 7D (lb) (lb) (lb) (lb) 4648 3523 4280 3890 -3274 2149 -2907 2516 . -3180 2055 -2813 2422 Page 3 6$ Structures and all portions thereof shall resist the most critical effects' resulting from load combinations using allowable stress design where a one: -third increase in allowable stresses is used (1612,3:2; UBC). Wall Une 8 (1st story): Dead Load Live Load Story Pecent Distributed Loads Floor Area Area Shear Point Loads Horizontal Beginning Ending Beginning Ending 2540 ... ..590 6.40 Resultant 1487 Tributary Tributary Load Load Beginning Ending Tributary Location Horizontal Width (ft) Width (ft) (lb/Lft) (lb/Lft) Point (ft) Point (ft) Area (ft2) Load (lb) (ft) Wall (ex) n/a n/a -90.0 -90.0 0.0 3.0 15 Wall (in) n/a n/a -55.8 -55.8 3.0 21.0 22.5 5 133.0 12.30 1635.4 133.0 8.41 1118.5 Case 2 Roof Live Load Wind Load. horizontal Story Pecent Distributed Loads Floor Area Area Shear Point Loads Horizontal Beginning Ending Beginning Eliding 2540 ... ..590 6.40 Resultant 1487 Tributary Tributary Load Load Beginning Ending Tributary Location Horizontal Width (ft) Width (ft) (lb/Lft) (lb/Lft) Point (ft) Point (ft) Area (ft) Load (lb) (ft) Floor 0.0 0.0 0.0 0.0 0.0 0.0 15 Floor 0.0 0.0 0.0 0.0 0.0 0.0 22.5 5 133.0 12.30 1635.4 133.0 8.41 1118.5 Case 2 Roof Wind Load. horizontal Wind Load, vertical Distributed Loads Point Loads Beginning Ending Beginning Ending. Tributary Tributary Load Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (lb/Lft) (lb/Lft) Point (ft) Point (ft) Area (ft) Load (lb) (ft) Seismic Load, horizontal Tributary Story Pecent Windward Floor Area Area Shear Leeward Horizontal (ft) (ft) (kips) Mean Area 2540 ... ..590 6.40 Resultant 1487 Resultant Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal Height (ft) Height (ft) Area (fi) (psf) Force (lb) Area (ft) (psf) Force (lb) Case 1 Roof 22.5 15 35.0 -4.61 81.3 20.0 11.77 118.7 Wall 22.5 5 133.0 12.30 1635.4 133.0 8.41 1118.5 Case 2 Roof 22.5 15 35.0 13.83 -244.0 20.0 11.77 118.7 Wall 22.5 5 133.0 12.30 1635.4 133.0 8.41 1118.5 Wind Load, vertical Distributed Loads Point Loads Beginning Ending Beginning Ending. Tributary Tributary Load Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (lb/Lft) (lb/Lft) Point (ft) Point (ft) Area (ft) Load (lb) (ft) Seismic Load, horizontal Tributary Story Pecent Resultant Floor Area Area Shear Shear at Horizontal (ft) (ft) (kips) Wall Line Force (lb) ., 2540 ... ..590 6.40 0.232 1487 6y Governing load conbination for lateral load is D + L.+ W.orE/1.4 12-13, UBC 1 T = C = unit shear x wall height 8A Wind Load. horizontal Lateral Windward Resultant Resultant D+W at Total Shearwall Wall Unit Wall OTM Wind Case 1 Lateral Length Shear Height Couple' -1172 Load (lb) (ft) (Ib/Lft) (ft) (lb) Wind Case 1 5327 21.0 254 9.1 4570 Wind Case 2 4063 21.0 193 9.1 3127 Seismic 2904 21.0 13.8 9.1 3014 8A Wind Load. horizontal Vertical Windward Resultant Resultant D+W at at 8A at 8B D+W at 8A -8B D+W. - at Wind Case 1 8A (lb) (lb) 8B (lb) Wind Case 1 -180 -1172 -180 Wind Case 2 -180 -1172 -180 Seismic -180 -1172 - -180 8A Wind Load. horizontal Vertical Windward Resultant Resultant Leeward at 8A at 8B (lb) (lb) Wind Case 1 3804 -5336 Wind Case 2 2361 -3893 Seismic 2248 -3780 8A Wind Load. horizontal Windward Leeward Mean Area Resultant Resultant Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal Height (ft) Height (ft) Area (ft) ' (psf) Force (lb) Area (ft) (psf) Force (lb) Case 1 Roof 22.5 15 20.0 -4.61 46.5 35.0 11.77 207.6 Wall 22.5 5 77.0 12.30 946.8 77.0 8.41 647.6 Case 2 Roof 22.5 15 20.0 13.83 -139.4 35.0 11.77 207.6 Wall 22.5 5 77.0 12.30 946.8 77.0 8.41 647.6 Wind Load, vertical Seismic Load, horizontal Distributed Loads Story Pecent Point Loads D+W at Beginning Ending Beginning Ending Shear at Horizontal Tributary Tributary Load Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (lb/Lft) (lb/Lft) Point (ft) Point (ft) Area (ft) Load (lb) (ft) Case 3 0 0 0 0. 0 0 Seismic Load, horizontal Tributary Story Pecent Resultant D+W at 8A -8B Floor Area Area Shear Shear at Horizontal Wind Case 1 -180 of) (ft) (kips) Wall Line Force (lb) -180 Seismic 2540 590 6.40 0.232 1487 Governing load conbination for lateral load is D + L + W or E/1.4) 12-13, UBC 1. T = C = unit shear x wall height Lateral Total Shearwall Wall Unit Wall OTM Lateral Length Shear Height Couple' Load (lb) (ft) (lb/Lft) (ft) (lb) Wind Case 1 3820 21.0 182 . 9.1 2202 Wind Case 2 2236 21.0 106 9.1 2724 Seismic 2904 21.0. 138 9.1 .1259 Vertical D+W at Resultant D+W at 8A -8B D+W at . at 8B 8A (lb) (lb) 8B (lb) Wind Case 1 -180 -1172 -180. Wind Case 2 -180 -1172 -180 Seismic -180 -1172 -180 Vertical Resultant Resultant at 8A at 8B (lb) (lb) Wind Case 1 -2968 1436 Wind Case 2 -3490 1958 Seismic . -2024 493 -I2 Wall Line 9-1 Structures and all portions thereof shall resist the most critical effects resulting from load combinations using allowable stress design where a one-third increase in allowable stresses is used (1612,3.2, UBC). Wall Line 9 (1st story): Dead Load Wind Load. horizontal Tributary Story Distributed Loads Resultant Distributed Loads Point Loads Shear Beginning Ending Beginning Ending . Ending . Resultant 2540 Tributary Tributary Load Load Beginning Ending Tributary Location Horizontal Width (ft) Width (ft) (Ib/Lft) (Ib/Lft). Point (ft) Point (ft) Area (ft 2) Load (lb) (ft) Wall (ex) n/a n/a -90.0 -90.0 0.0 3.0 Floor Wall in n/a n/a -55.8 -55.8 3.0 21.0 22.5 5 114:0 12.30 1401.7 114.0 8.41 Live Load Case 2 Roof 22.5 15 0.0 13.83 Wind Load. horizontal Tributary Story Distributed Loads Resultant Distributed Loads Point Loads Shear Beginning Ending Beginning Ending Beginning Ending . Resultant 2540 Tributary Tributary Load Load Beginning Ending Tributary Location Horizontal Width (ft) . Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (fe) Load (lb) (ft) Floor 0.0 0.0 0.0 0:0 0.0 0.0 22.5 Floor 0.0 0.0 0.0 0.0 0.0 0.0 Wall 22.5 5 114:0 12.30 1401.7 114.0 8.41 958.7 Wind Load. horizontal Wind Load, vertical Tributary Story Windward Resultant Distributed Loads Leeward Shear Point Loads Hodiontal Mean Area Beginning Ending . Resultant 2540 Tributary Resultant Load Roof Centroid- Tributary Pressure Horizontal Tributary Pressure Horizontal Case 3 Height (ft) Height (ft) Area (ft) (psf) Force (lb) Area (ft) (psf) Force (lb) Case 1 Roof 22.5 15 0.0 -4.61 0.0 0.0 11.77 0.0 Wall 22.5 5 114:0 12.30 1401.7 114.0 8.41 958.7 Case 2 Roof 22.5 15 0.0 13.83 0.0 0.0 11.77 0.0 Wall 22.5 5 114.0 12.30 1401.7 114.0 8.41 958.7 Wind Load, vertical Tributary Story Pecent Resultant Distributed Loads Area _ Shear Point Loads Hodiontal Beginning Ending Beginning Ending . Force flb) 2540 Tributary Tributary Load Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (Ib/Lft) (Ib/Lft) Point (ft) Point (ft) Area (ft) Load (lb) (ft) Case 3 1 0 0 0 0 0 0 Seismic Load, horizontal Page 1 Tributary Story Pecent Resultant Floor Area Area _ Shear Shear at Hodiontal (ft) (ft) (kips) Wall Line Force flb) 2540 528 6.40 0.208 1331 Page 1 •' 7� Wall, Line 9-1 Governing load conbination for lateral load is Windward D + L + W or E/1.4) 12-13, UBC 1. T = C = unit shear x wall height Mean Lateral Resultant Resultant Total Shearwall Shearwall Wall Unit Wall, OTM Tributary Lateral Length Length Shear Height Couple' (psf) Load (lb) (ft) (ft) (Ib/Lft) (ft) (lb) Wind' Case 1 4039 4.0 4.0 505 9.1 5071 Wind Case 2 2829 4.0 4.6 354 9.1 3351 Seismic 2288 4.0 4.0 286 9.1 2983 Wind Case 1 Wind Case 2 Seismic Wind Case 1 Wind Case 2 Seismic Vertical D+W at D+W at D+W at 9A-913 D+W - at D+W at 9C -9D D+W at 9A (lb) (lb) 9B (lb) 9C (lb) (lb) 9D (lb) -112 -223 -112 -112 -223 -180 -112 -223 -112 -112 -223 -180 -112 -223 -112. -112 -223 -180 Vertical Ua s e 69v er-ty /-v1 i H q. Resultant Resultant Resultant Resultant J at 8A at 8B at 8C at 8D DTM = y o3 (9. 3 6 7S3- (lb) SS(lb) (lb) (lb) (lb) 4848 -5295 4848 -5363 3128 -3574 3128 -3664 IV 2760 -3206 2760 -3296 Ga`j p t ! t/et (-,7- �� z N�� y yyo 7 Z� 36 3 D, Z, �9A 9B 9C 90 Wind Load. horizontal in 0000site direction Page 2 Windward Leeward Mean Area Resultant Resultant Roof Centroid Tributary Pressure Horizontal Tributary Pressure Horizontal Height (ft) Height (ft) Area (ft) (psf) Force (lb) Area (ft) (psf) Force (lb) Case 1 Roof 22.5 15 0.0 -4.61 0.0 0.0 11.77 0.0 Wall 22.5 5 114.0 12.30 1401.7 114.0 8.41 958.7 Case 2 Roof 22.5 15 0.0 13.83 0.0 0.0 11.77 0.0 Wall 22.5 5 114.0 12.30 1401.7 114.0 8.41 958.7 Page 2 Wall Line 9-1 Wind Load, vertical Seismic Load, horizontal Tributary Distributed Loads Pecent Resultant Point Loads Shear Beginning Ending Beginning Ending Wall Line Force (lb) Tributary Tributary Load ' Load Beginning Ending Tributary Location Roof Width (ft) Width (ft) (Ib/Lft) (lb/l,ft) Point (ft) Point (ft) Area (ft) Load (lb) (ft) Case 3 0 0 0 0 0 0 Seismic Load, horizontal Tributary Story Pecent Resultant Floor Area Area Shear Shear at Horizontal (ft2) (ft2) (kips) Wall Line Force (lb) 2540 528 6.40 0.208 133.1 Governing load conbination for lateral load is D + L + W or E/1.4 12-13, UBC 1. T = C = unit shear x wall height Lateral Resultant D+W at Resultant D+W at at 8A at 8B Total Shearwall Shearwall Wall Unit Wall OTM 9A (lb) Lateral Length Length Shear Height Couple' -223 Load (lb) (ft) (ft) (Ib/Lft) (ft) (lb) Wind Case 1 4003 4.0 4.0 .500 9.1 5020 Wind Case 2 2793 4.0 4.0 349 9.1 3300 Seismic 2288 4.0 4.0 286 9.1 2983 Page 3 Vertical Resultant Resultant D+W at Resultant D+W at at 8A at 8B D+W at 9A -9B D+W -'at D+W at 9C -9D D+W at (lb) 9A (lb) (lb) 9B (Ib) 9C (lb) (lb) 9D (lb) Wind Case 1 -112 -223 -112 -112 -223 -180 Wind Case 2 -112 -223 -112 -112 -223 -180 Seismic -112 -223 -112 -112 -223 ... -180 Page 3 Vertical Resultant Resultant Resultant Resultant at 8A at 8B at 8C at 8D (lb) (lb) (lb) (lb)' Wind Case 1 -5244 4797 -5244 4729 Wind Case 2 -3523 3077 -3523 3008 Seismic -3206 2760 -3206 2691 Page 3 ' , it � � T, � ;. , 'i`4 .,;• ` ` , •I , µ�. - ) ,� -%moi{T ; .�iti�' t-•� .S e.S t: {}_ ... �_ i , _ , _ , . 2. I { I N N N ince ' �N AAA 1 - 1«• frllv • f ,, � � ' - J`i 1' � �� '�t....a...yc.��..�...-� it's I • � i - . .._ t .. � -1. . , .i .. �..... t,..-.. i. .•.L•�.1f... j1L.+ 1 . - .1 .. -w �.._...:..+;...J ... ....f�.�-...I.w e R Permit Clearance ❑ APPROVED CONDITIONALLY APPROVED ❑ RESOLVE PROBLEMS PRIOR TO APPROVAL Permit #: C) `4LeLy Date: 10- 6 Genera/Information Owners Name: V I a G UJ 1-Iq T -20`S 6T2_ -r<:> AP #: ©�'I / — S `�� ©� Q Same as Computer Information: f No ❑ Yes Q Address: 2 0 G,�fz L C�-�-�' [, vz, C -1-:o co CA "T J S t -r1G ATsP rz�s� - ? lo-? e�� CT -21L Properlylnformation Zone District: fid- � Date of Zoning Ordinance: Zonin Code General Plan: Development Agreement: Fire Prevention Use Permit: Variance: Front Parcel Is In: Land Conservation Agreement No ❑ Yes, check use Minimum Acreage: Nitrate Action Plan ❑ No ❑ Yes Violation Area- ❑ No ❑ Yes Specific Plan No ❑ Yes ❑ Chico ❑ D2N ❑ Cohasset Enterprise Zone IN No ❑ Yes, check use Side street 7 Floodplain 11No El Yes Zone: IX_ Panel Number: � 3 Watershed Protection Zone K No ❑ Yes Proposed Use: ❑ Agriculture Building ❑ Commercial ❑ Industrial ❑ Mobile Home SFD ❑ Residential Accessory ❑ 2nd Dwelling ❑ Multi -Family >2 units per parcel ❑ Other SO Proposed Use Complies With: General Plan Id Zoning Heiqht Proposed Use Reauires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Accessory Building Use Commercial/Industrial/Multi-Family Uses: Parking: ❑ Parking Requirements are OK as Shown ❑ Other Landscaping: ❑ Landscaping Requirements are OK as Shown ❑ Other ' Road and Drainage Improvements Required: ❑ No ❑ Yes Applicable Setbacks: Zonin Code Street & Hi hwa s Fire Prevention Subdivision Ma Front FROM Side Side street Rear SO Heiqht Environmental Health Issues: Septic Permit Review: Well Permit Review: Land Development Review: Parcel Created by: ❑ Deeds Date of Creation: Deed Reference: Permit clearance Agriculture Affidavit Required ❑ No ❑ Yes Designated Well Site ❑ No ❑ Yes Drainage Plan (Com/Ind/Multi) ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: Complies with County Standards for Deed Creation: Comments: JS Map Date of Recording: i12 G L t�.A`P Lot: ��- Conditions That Must be Met Prior to Issuance of Permit: ❑ Verify Legal Parcel ❑ Verify Legal Access Legal Access Provided: Legal Access Required: ❑ No ❑ Yes, Road Name: ❑ No ❑ Yes ❑ No ❑ Yes ❑ No ❑ Yes Block: Book: Page: ) J ❑ Comply with condition no. of conditions of approval for the ❑ Obtain a Certificate of Compliance (See Planning Division for application). ❑ Provide Creation Deed ❑ Construction across property lines is not permitted (See Land Development for a Merger Application/Lot Line Adjustment). ❑ Comply with Old Subdivision Lot Ordinance (Maps Recorded Prior to Book 17 of Maps Page 23). ❑ Construct road to ❑ Other General Comments: ❑ Meet parcel size required by zone ❑ Meet current EHD requirements. -Sov -� SES _ N �Ya�-r� t7 c3 r c�•v �', o� ti.r� AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 COPY of Document Recorded 13 -Oct -1999 1999-0043720 Has not been compared vith original BUTTE COUNTY RECORDER 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: PAKC6-L i AS Sftew� ov TWA i 66-R«1i0 Pl49cC-L A40 , r1le-C) fN /l � QFfrc'C 6�� IAA:-(-RC-COADO of vF SvTTe- S/�¢t e OF i/iL// UTA/� QN (%CfOecf_ I % i (q go � %3Dp�' 7 MA -P -S Ai RA&& (-S") 31 j" A SS�F:s-eVF- PAPO C /<->o D q.7 .- Sio - 0(c) Date /d PROPERTY OWNERS: Ag��� 1P1,4 ��A_ r�(� C��k ! �Q 36re- -5- State State of California ) County of '8� t.(-r?6 ) On IR i ) f I before me, personally appeared 1= 14 % IS Al 14 Koh 6- T personally (mown to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my h d nd o cial seal..-- , flAAAAiY-1-i1111ll Signature Seal: ) RICHARD L. SMITH COMM. #1178418 m WU My Commission Expires APR. 3, 2002 NOTARY, PUBLIC -CALIFORNIA A.P. # D y7 - ��� ^�� BUTTE COUNTY M ' 11 y Commission Expires APR. 3, 2002 I2 CC s /C -36 LAND DEVELOPMENT OROVILLE / BUILDING - PERMITCLEARANCE OWNERS / NAME PRIN'rLAST NAME FIRST ADDRESS/ N Building Permk No. A.P. / / NUMBER—D i % ,F�6 - 0/ 0 COUNTY ZONING �/ r DESIGNATION: /y ' FLOOD MAP: FLOOD ZONE: %O APPROVED: CONDITIONALLY APPROVED:y RESOLVE PROBLEMS PRIOR TO APPROVAL PARCEL CREATION BY DEEDS OR MAP N DEED INFORMATION: DATE OF -CREATION: DEED REFERENCE: LEGAL ACCESS PROVIDED: YES NO a""'' L!'GAL ACCESS REQUTR ,r YES' COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION: YES NO COMMENTS/CONDITIONS: MAP INFORMATION: Ocraaern- l�% ypjcr "7 `/ 40 DATE OF RECORDING: cif LOT_L_ BOOK PAGE COMPLIANCE WITH OLD qyBDIVISION LOT ORDINANCE REQUIRED? (MAP RECORDED PRIOR TO BOOK 17 OF MAPS AT PAGE 23):. YES NO. IF YES, MARK APPROPRIATE ITEM(S) BELOW: A. Construct road to B. Meet parcel size required by zone. C. Meet current E.H.D. requirements. CHECK SPECIAL CONDITIONS WHICH APPLY TO MAP: ALL FEES TO BE PAID TO THE BUILDING DIVISION UNLESS OTHERWISE NOTED. k 1. Maintain a 50 R building setback from centerline of road. —2. Maintain a ft. building setback from right-of-way/centerline —3. Comply with Zoning code for building setback from road. 4. Maintain a 100 ft. leachfield setback from all existing wells. 5. Maintain a /Uy ft. leachfield setback from- -6. rom_6. Pay water tender fees in the amount of $ to Battalion Number of the Butte County Fire Department. —7. Meet the Fire Safe Regulations of Butte County and P.R.C. 4290. —8. Connect to a public water supply. —9. Conned to a public sewer system. —10. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance with the National Fire Protection Association Standard for the 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 Fire Department specifications, serves the parcel. _ 11. Pay T.D.D. (Thermalito Drainage District) fee in the amount of $ —12. Meet the requirements of the Department of Fish and Game for the preservation of oak trees. (See phone number below) _ 13. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish & Game at 916-355-7010. —14. A traffic mitigation fee for each new or additional living unit shall be paid. Pay the amount of $ as stated in the Oroviile Area Traffic Mitigation Fee Agreernent. Payment to be made to the Planning Division. —15. All new residential buildings shall be constructed to comply with the requirements of the Uniform Building Code for seismic safety. Mobile homes shall be constructed on a permanent foundation system which complies with the Seismic Zone 3 requirements of the Uniform Building Code. —16. Deer Mitigation fees are to be paid, if such fees have been adopted by the Butte County Board of Supervisors. X 17. Pay school impact mitigation fees. X 18. A development impact fee for sheriff facilities shall be paid pursuant to the provisions of Chapter 3, Article it of the Butte County Code. _ 19. Wood stores and fireplace irk shall be EPA approved and designed to meet the emission. requirements of the. Califomia Clean Air Act of 1988 as amended. _ 20. If any cultural resources are enntered dt"ift ground disturbing activ6s, ail work shall cease in the area of the find pending cou examination of the site by a professional archaeologist. This person would then be able to assess the site significance and suggest appropriate mitigation measures.- A10 easures. AIO 1N3Wd013A30 ONVI 311(18 JO,U.N(100 66611 c env ON333H LD 6/98 FORMSIBLDG PERMIT CLEARANCE .......... . * 00000 uj fe '0Q 0000�� Q. APPROVED. Arco • 01 - PT t 4q P, cot F2 • D RAW dP W a 4L 419.1 r 0 f 0 z. • p 4W dw MWOMMUMMEW spa &* % %AAM Environmental Health SEP141999 ChIgo. CaIIfon;ja,._ 10 Koc/c cp,6-&(,c �OA () AMI