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HomeMy WebLinkAbout069-530-032v RESIDENTIAL . . 50 069-53-0-032 96-1726 BPEM MYERS, Ron & Cindy r 14 Mimms Court, Oroville (new single family) k t /0 )1/ 71qe /V//�- — 96-(/f C kko, t6 106,1f 7 4 Act� I C' 6V�ar-5 i� �l I ! 4 r 112- 2%7 OFFICE COPY I Address s GAS —Date---- Meter Date_Meter By ELECTRIC Dat eter BY > r GAS Date Meter BY EL Date Meter By s JOB FINALED (Date) — Signature V OK O = Not OK = Not Applicable Not Ready RESIDENTIAL (Single ' = Date UNDERFLOOR (Plans) OK except N's ing-Setbacks-Easements-Flood-Slope Ftg,,. Main;Soils-Elec. Grnd.-/, P' Ftg. Dept , & Duplex) Date FRAMING (Continued) Caps -Anchors -Connectors CIng. Joist-Rftr. ties-Purlin-roof Brac-Truss-Shthng.-Ring. tg., Garage; Soils-Steel-Elec. rn /" Ftg. Depth ------ 4. Ft Porches Porches &Decks; Soils Steel-/ /Ftg. Oepth 40. Attic Access; Size &Romex Protection -Draft Stop Ins. Battles _ tndows or Exiting Doors -Sill Hgt. &Dimensions Garage Fire Protection Framing --------- ---- ------- ------- roperty Line Firewall &Openings --------------a,- rt --------ire - 5 . xt. Doors -One 3' -Check Garage -3rd Story;,2 Exits -------------------- fair : Width -Headroom -Rise -Run -Landing -Fire Protection lywood on Roof Overhang -Attic Vents-Rafter,Outriggers ------------------------------------ 55. Sidin - ing Veneer r 5 ucco Mesh -Drip Screed -Fd. Vents-Underflr. Access Area -Glass Protection -Skylights -Plastic hear Wa . ailing -Bolts ` 5 sulation-Walls-Ceilings ----------- -------------------------------- 60. Infiltration -Walls -Windows 47. Fireplace Ties or Type A Flue -Fireplace Throat clearance 5. Stemwalls, Main; Steel -Bloc kouts-Wrapped 6. Stemwalls, Garage; Steel -Bloc kouts-Wrapped 6a. Homs and Special Anchors a L7!Slab; Steel -Wrapped 8. Piers -Fire lace Ftg.-Steel 9. D.W .; Fall -Fitting -Test -2 Way C/O -Sewer Test j3D-17F. Gas Pipe; Size -Anchors - yard gas piping: size -test 11. Water Pipe; Test -Anchor -Regulator -Service Test 12. Electric; Underground 13. Pienums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 15. Access & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMPING (Permit) OK except n's r Htr� Vent -Access -Combustion Air -Baffle - --------- --------- -------------------------------------------- Wat ip e T & Anchor -Nail Protection ------- D.W.V : ittings & Anchor -Nail Protection --I Z19. Shower Pan; Test, First Floor -Tub Access S &` _764 20. Test Tub & Shower, Second Floor -Tub Access -------- - -- - ------------------------------------ as Pipe Size & Anchors ------------------------------------------------- -- ------ ----- ---- -- --- - -- -- - Date ----------- Card B 1 --- - ---DateCard B - ---- - -- - -- ---- - - Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except a's ------------ -- Fyixtt e,& Transformer Clearance -Ins. Protection - 28.Elec Receptacles Spacing -Lights & Switches at Doors - --- - - - ize Boxes & No. of Conductors -Stapled _ o x Installed Close to Edge of Studs & C.J. Equi round made up wrMech. Fastners-Bond Gas & Water --------------- --- ---------------------------------- Equi -round ---- --- - --- 2 Appliance Circuts in Kitchen & Conductor Size,GFl ---------------------------------------------------- -- 28. Subfeed Wire Size ga. Cu or AI-A.C. Wire Size ga. Cu or At 29. Range Circ r ' ga. Cu or AI -Oven Circ. r / ga. Cu or Al. Insulated Neutral ❑ Yes ❑ No -------------------------------------------------------- 30. Service -Riser Conductors & Ground -Main Disconnect ------------------------------------------------- 31. ------------------- -----------------------..31. Equip. Clearances Panels-Motors-Mech. Equip. -------------- i----------------- ---------------­--------- --................. ........ ....... 32C�o hes Closet Light -Shower Light -Spa Light -------- - -------------....----------------- ----- --- --- -- -------------- moke Detector ----------------------- ........ -- ------ - --- ......... ........................ .. Date Card B:1 Date Card B-1 - ----- - ....... .................... ... ....... ... ... .. Date Card B -t Date Card B-1 Date MEC -NICAL.(Permit) OK except n's A. Ducts Insulation & Support ------------- -- .................. 35' Vent Fan: Exhaust above insulation ------------------------................ ................ ... ... ....... ... ... .. 36. Condensate Drain & Overflow: Sze & Grade 37. Fur ante -Vent: Access -Comb. Air -Return Air Vent -115 outlet Attic Access & Platform if Furnance in Attic - -- - _..... .. .. ....... ....... .. .. .... .. Date Card B-1 Date Card B-1 ------------- ----- ---.... _...... ... .. Date 1. Card B-1 Date Card B-1 Date FRAMING (Plans) OK except rr's S Is. Proper Material & Anchors ales Studs -Nailing. Spacing & Bracing -Plates -Sound ear ng Walls over Girders & Floor Nailing ................ ... ... .. 42. Draft Stop in Walls (rat proof) 43. Fire Stops: Furred Ceilings -Stairs -Chases -Tub eaders &Beam -Size & Bearing -Datefo2 Card Date - Card B-1 -- M.. - ------ -- ----------- Date Card B-1 Date 'FINAL1Plans) OK-fXCept a's i6YExt. ps-Door & Sidelight Protection -Landings -_ !� ---- -- ---------- Smoke-Detector 6 rnace: Vents -Clearance -Comb. Air -Connector- ` In Garage: Above Floor -Ducts -Meth. Protection --...------------------------------------------ 64 Broom Exiting G.F.I Bath-F-nctures & Tub Access -Spa o rim & Subp_anel_Breaker Sizes & Labels i Slai 5�& Rails Fireplace or6leve: Clearances -Hearth .. -- - - - ---- -- --- 6� a uilets at Wood Panel: Int. &Ext. ----------- - ----- -- -- ------------------------------------- t & Appliance: Grnd.-Air Gap -Cooking Clearance _ ------ ------------------ -- Outlets & Receptacles at Kit. Counter ---- Garage Fire Door: Swing -Landing -Closer - 7 uct in Garage- - -per ........_---------- ------------------------- 74. Wtr. Htr.: Vents -Clearance -Comb. Air-Connector-P.R.V. In Garage: Above Floor -Meth. Protection ...... - . - - ---- Plb.. .ec. & Mech. Equip. Listed for Location lec. . eceptacles in Garage: (G.F.I )-Romex Protection nsulation-Foam-Looked in Attic ❑ Yes � - ------------------------------- Puard Rails & Deck Construction -Post Caps ...... .. . . - -- 9. Fd nis &Crawl Hole Door -Drainage &Wood -Earth learance Looked under Floor ❑ Yes 80. Following instldA Drive es ❑ No: Walks Yes ❑ No: Planters ❑ Yes o ... ... - - --------------------------- ucco: B.own-Finish Unic:_Disconnect. Electrical, Plumbing ..__...--------------- 8------------ --------- .88encs Above Roof: Plbg.-Appliance-Fireplace.-Clearance to Openings _ W W-BiS nett, ec ncal. Plumbing ----- --- - d xt r Elec. Trim: G F.I Receptacle -Underground ........... ..... - -- ----- -- - -- -- ------------ lion Throughout House -------- ----------- ------------------------- Glass Prot on d. Correc ns from Previous Inspections j/ a9 st-Meters Tagged: Gas----------------------------------------- Electric------------------------ - - ` Wa &Sewer Connected- --O -to -Grade- -- Approval nergy Compliance Certificate -Other Certificates DateCard B-1 Date Card B-1 -------------- - Date Card 8-1 DateCard B-1 -------- Date Card B-1 Date Card B-1 Comments. at Final ...... ..... . .. V=OK - O = Not OK Not Applicable t Ready NoMOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements - Setbacks - Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Gmd-/ /Amp -Concrete 6. Gas; Location-TestWrap; / PL'ft. / /Nat. or/ P'L°ft./ /LPG 7. Well Clearance & Disconnect 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/0 to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert of Occupancy Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg: Rfg: Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sils-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance -GA 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/6 -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 I I V COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES-BUILDINGDIVISION 7 County Center Drive - Oroville, C-aliforrNA 95965 - Telephone (916) 538-754 PERM NO. APPLICATION AND PERMIT ��T 9-530-032 ASSESSOR PARCEL NUTA6ZRON ZONING BUILDING PERMIT OWNER RO&CINDY M�ERS TELEPHONE SO. FT. OCC. BUILDING VALUATION 9840 153 360. OWNERSMAILING ADD 03 ROYAL OAKS DR., OROVILLE, CA 95966 695 U 1.2 510. CONTRACTORS NAME KKITKRXNNIKNKRSXEOMST BETTER BLD TELEPHONE 89-2574 636 COV 8,268. 96 RETAIi ING 960. CONTRACTORSMAID R SS `'� ROYAL AOKS DR., OROVILLE, CA 95966 Fireplace LLOL' 1,500. CONSTRUCTION LENDEbUTTE COMMUNITY BANK UNMOWN Total. Valuation $ 0 17659 Fling Fee $ 20.00 LENDER'S MAILING ADDRESS Permit Fee $ 909.00 ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee $ 590.85 Energy Plan Checking Fee $ 23.00 ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDING ADDRESS 1AX1N113XNMXNRNYXKKKX PERMITFEE $ 1 542.85 PLUMBING PERMIT Filing Fee 20.00 14 MIMMS CT., OROVILLE Each Trap 161 7.00 112.00 LOT NO. 32 SUBDIVISION'S NAME PARCEL MAP Solar or heat pump water heater 23.00 Water piping 15.00 15.00 USEOFSTRUCTURE SF BY Duplex ❑ Mobilehome ❑ Other SPECIFY Each gas water heater or vent 15.00 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 TYPE OF WORK New 0[ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: - Mobile Home -FKGf W @20.00 PERMITFEE $ 162.00 Contractor ELECTRICAL PERMIT Filinq Fee 20.'00 Main Service a v OR LESS ( 200A OR LESS / 23.00 9-1-00 Main Service ( 200A TO 1000A ) 46.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class/peRA' Lic. No. 3� 3.? A,2 OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. 01 am exempt under Sec. Business and Professions Code for this reason NEW CONST. DWELLING OCCUR OR ( &ACC. ) SO. 3.5¢ FT. CNS. UTLEBLDS NEW CONST. MULTI -OUTLET NON-RESID. ( BRANCH CIRCUITS ) @7.50 POWER APPARATUS ( 8 SINGLE OUTLET CIR. ) Ex. Occup. (OUTLET OR FIXTURES) BAL 0 1:50 Ex. OCCU FIXED APPLNS. OR p (OUTLETS (RESID.) EA) 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMITFEE $ 177-.-95- . 5❑ Contractor 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. d I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation ins rance carrier and policy number are: Carrier shy}t - y MECHANICAL PERMIT Filing Fee 20.00 9 Heating X2 30.00 Cooling X2 30.00 Hood 6.50 6.50 Ventilation 2 4.50 9.00 PERMITFEE $ 95.50 Contractor Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date d i6 Signatur of plicant - ❑ Owner ❑ Contractor ❑ Agent An OSH perm t 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 Is 46.00 occ CONST. TYPE TOTAL FEE $ 2,024.20 HAZ XX I D. FEE IMP FLOOD XX OD CDF PARCEL X PO 2ISSUE X IL This permit is hereby issued under the applicable provisions Of th utte County ode and/or Resolutions to do work in 1 -ate b for ich fees have been paid. ate PERMITEXPIRESON 972 4 ( T47 (Date) Rec4t No. 2f), WHITE-D.D.S.-B.D. CANARY-ASSESSO PINK -INSPECTOR GOLDENROD -APPLICANT C ' � s COUNTYOF BUTTE - DEPARTMENTOF4D V, I QPMENTSERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA95965 - TELEPHONE (916) 538-7541 PERMIT OWNER & - & f tleli--5 Proposed Building Use APPLICATION DATA SHEET r, I A. P. Mn 4 7-53o_ CO2- Date 0ZDate ;7 Q Building Inspector At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: DATE RECEIVED BY 1. All items have been submitted . ........................................ . Plot plans, 3/4 sets, signed by preparer of plans. ........... Complete plans, 3/4 sets, signed by preparer of plans. ...... /..!�i� ..... . 4. Engineered plans and calcs, 3/4 sets, with wet signature on plans . ............. �5. Hazardous Material Form . ............................................ Energy Design Compliance and supporting documentation . .................. 7. Statement of Intent for Non -Heated and A/C Buildings . ..................... . 8. Engineered truss details and layout in duplicate (required prior to plan check). ... . Mobilehome data an afacturer's ' stall instructions, 2 sets. ......... . Fees of $ ..., . 3 S .............. Impact fees as -qT;nvan on attached schedule. —.. 2. California Department of Forestry plan approval/fees.-- ,,4s Flood elevation letter (100 year flood) by California Engineer. .. .. . ✓ 14. Sanitation and plot plan approval J-0hiPUD Health Department. ........... 15. City of Chico plumbing permit . ........................................ . 16. Plot plan and business license approval from City of Biggs/Gridley. ............. 17. Planning approval for (A) Use: (B) Parking: . ........ Contact Land Development about (A) Improvements (B) Drainage. .......... Driyeway permit (construction approval required prior to occupancy). .. .. . . Pre Inspection requ)m 20. Pre -inspection for required. ..toeuilafng'Inspector (Date) 21. Contractor's license information. (No., Name Style, Classification) . .............. Oertificate of Workmans Compensation Insurance.' wner -Builder Verification (Given to owner , Mail to owner....).......... . . Recorded copy of Agricultural Acknowledgement Statement . .................. af"f 25. Letter of signature authorization . ........................................ 26. Copy of recorded deed of parcel creation and 60 right of way to a public road. .... . 27. Letter of intent on building use . ......................................... --r 28. Mobilehome utility clearance . ...................:....................... . 29. Documentation of legal access! ....................................... . 30. Documentation of 50% subdivision developed or (A) Road improvements completed ' and (B) Parcel meets zoning area and frontage requirements . ............... 3 Existing violations/expired permits . ................................. .. . Plan check list. .. ... .. ...A g .� - Vis. 34. S i� you issue theper it, rose s as follows: Mai tt' 4wner. Mail to contractor. z Telephones a % nd hold for pickup aty,!/',-> office. Deliver with inspector. Other %, n — Parcel Creation Acreage \ Applicant Date %-a%-9r Copy of Haz-Mat form sent Health Dept. Fire Dept. - Air Pollution Date Copy of plans sent Health Dept. Fire Dept. Other Date By The following data must be submitted prito r issuance: 1. Index permit for above items No. WS 2. Additional items required: Contractor, designer, owner, was advised of above required data by _ phone _ mail Counter by _ Date Contractor, designer, owner, was advised of above required data by _ phone _ mail ounter by _ Date:. Plans checked by Date Plans approved by Date Sets of plans on hold in File cabinet AP folder Copy - Department of Public Works TO: Building Department FROM:. Encroachment Permit Section RE: Dflveway Clearance 0 z 4,1 — —=0WW` —4;�IU-724., - location AP # Driveway permit 0 has been issued for the above property. n b sign/re date 6 COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE CA 95965 TELEPHONE (916) 538-7541 PROPOSED BUILDING USE /5 AJ 'S F A. P. # DATE 6 REC. # DATE REC 1. SCHOOL DISTRICT FEES. ©� q (paid at District Office) / !� 2 HERIFF FEES (paid at Building Division) Residential...... x unit amt. r Commercial (sq. ft. ). x =$ 3. URBAN AREA FEES (paid at Building Division) Residential (per unit): x =$ #units amt. Commercial (sq.ft.).. x =$_ sq.ft. amt. 4. 5 RECREATION DISTRICT FEES (paid at District Office) THERMALITO DRAINAGE DISTRICT FEES $400.00 (paid at Building Division) . INSPECTION AND PLAN CHECK 2>at Building Division) 7. WATER TENDER FEES - (BATTALION # ) $200.00 (paid at Building Division) 8. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 9. OTHER 3d At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. APPLICANT DATE PERMIT NO: -35-96 Lake Oroville Area Public Utility District 1960 Ehrin Street OROVILLE, CALIFORNIA 95966 533-2000 DISTRICT APPROVAL•AND VERIFICATION OF INSPECTION BUILDING SEWERS This verification form must be submitted to the -Butte County -Department of Public Works Building Department prior to issuance of a building or occupancy permit,' whichever is applicable. Prior to final approval by Butte County of a Building or an Occupancy Permit, a copy of this verification form, signed off by Lake Oroville Area Public Utility District, must be submitted to Butte County. Date: September 19, 1996 Applicant: RON MYERS & CINDY MYERS (Better Builders Constr.) Applicant Address: 3060 Clemo Ave., Oroville, CA 95966 Applicant Phone No.: 533-0926 589-2574 Property Location (s): 14 Mims Court Kelly Ridge Estates - Unit 7 - Lot 32 A. P. No. (s): 69-53-32 Fees due: All Fees Paid. Application for service approved: 40, 5V LAKE OROVILLE AREA PUBLIC UTILITY DISTRICT Inspection(s) made and successful test(s) observed: Location: Date: Lake-Oroville Area Public Utility District release to close permit: Date: By: 61 CONNI)✓ MI PM%IIT APMICATION ror SER COMJ=10M 11170 '.EaVICE rrn-T LAICE 0R0VILrr Arra PUBLIC UTILITY DISTRICT T�i�GI-/�/ � hcrcinafL-cr refcr_rccl to ..L; "nppl.icarlt", being U) prop i:L:y owne). oi. ovine). agent de..~i):ing scwcr scrv:icc, hereby rccluccL-s r,-ll:c 0):6villc Arca Public Utility District, hercin- after referred to as, "Distr_ict-", to connect: Applicant's Sewage disposal. .Linc to DiStricL's sanitary Scwer Systcm M-31toprovide sewerage service: Lproperty: of propety: �����s-u� �� P. SUb_livision :Lot iE :32 Block if:I*Z— % [ Property Anne::cel No. of E.D.U.'S this permit: [ ] Property Not Anne -cd � L Ann—tion in Prcgress Multiplication Factor: ( ] Proper y I(ind of service: *'Al ,on thly Charges: • y v bQ Rcsidential (>Gf Residence of (Yiner Connection Pee [ ) Rental. (single family) �.���� [) Rent -al (duple;:) [ ] Apartment �-OR racility Chargc:442pk ,-/ [ J ITYaust-rial `�_--TT' [ J Camlercial Total Frnount Payable •This Pcrmxt:_ _ ��--7V The Scrvicc applied for hereby shall be in accordance with Lhc corrlitions here- inafter set- fortis and L11c ordinances, rules, regulations and policies aclopt-ed, or to be adopted, by the Poard of Director, of District, all of: !which Applicant agrees to abide by and fully perform. Applicant agree's to p_ny for such service at rates arra charges as arc cstabliShcd by District from time to time. S gni lure o1. Applicant Name of c7.m r It of Applicant /} 30 o ��aili.nc Pddress oi: .mer hkaili g Addr_eS� 01: pplicant. �S�G(� Phone it of Applicant: 5kq- 25-7z/ Phone if of\ 0:•mcr : .533��'I CONDITIOOS or ACCEPTANCE 01, Sk341TAGE -SERVICE 1. In accepting this applicaL-ion, District clots not hold itself liable to Applicant- for failure to perform any of the obJ.igation., imposed upon it or as- sumed by it un -ION: this application if such fai.lu):c� be cau-'ed by accident-, Act of Col, fil:e, sLril,cs, %lots, !war., lack, of capacity in r -OR trcatrncnt/disposal plant or Distr_icL's line:; to handle the sca)agc or any OL-ilc): cause beyond rca- Sonablc control of District. Installation of the sc•:cl: service line pe):L-inenL to tlli.s application shall conform in all respect!; to District', specification;. 3. Applicant shall secure pc)..mit(s) as necessary f):cm Lhc County of Dutte prior to doing any work, ,including encroacllmcnL- permit., when wore: is !.:ithin county right of way. 4. Installation of the subject sever Service line shall i✓e aL the sole cost aryl expense of Applicant- , . Actual connection of the Subj cc L sc!•.cr Service line to District's sewer mainline shall be acccmplished by District staff. G. 713.1. !cork, shall be inspected and approvcl by District. 7. Thi., permit is valid fo): one year. XI 110):k: 1.. not c,11i�?.l.cLcd fil.11i.n Said year, permit rcnc!aal. !•jilbe required, Logethe): !�itil 1-0y11enL of- any in- .Lcr_ease in connection fee arrl/or Sr,_0R r,ciliL-y Cllargc- n_ District- verification form must be issued ,,itil Lhis P•crmiL-. Pavmcnt of rtes/Charges required prior to final. inspection. Payment received by [ ] cash [ ] check, -If — $ C%� Da tc LAID OROV L APE7l P.U.D. 13y: %- Qat .: Payal)le in the mount currcnL at Lime roy'l1IcnL- i a ; nl•adc. "L5�1't!' J►'"►�T Sl i '.'T?tr,fYr--,•,• -{ ,..`rN+:t �T'„'ryF*1 `!' 1"�''''! s. ,(�,+'l� k -k - BUTTE COUNTY'SCHOOL&IMIPACT FEE CERTIFICATION FORM € (One Form Per, Building) School District o/-(> V ,� Building Department No. o - v Z- A.P. Number- ��%%5,3 3 Jurisdiction:. City. � County Property Owner Property Location/Address,•,, ,,;1 � , Subdivison Lot No. Residential Development Sq. Footage 6� No. of Living MHI Addition (Group R) Units Commercial/Industrial Building New Addition (Floor Plans reviewed by School District Personnel) Sq. Footage (Including Exterior Roofed/Areas) Da District Identification No. %r ��p-rxor School District certifies that fs pplicant) (Street Address) (Phone Number) ,' (City) (State) (Zip Code) has complied with the requirements of Resolution No. W -96—o'? by payment of $ ,S7a-2 S (Oy 029 V 0 square feet. School District Representative Paid by Check # Remarks: Bank Number Paid by Cash AB 2926 $ FULL MITIGATION $ Date If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fullv mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school,district) 4�ya feeformmkl. (11l94)dmm And when recorded mail to: Building Division #7 County Center Drive Oroville, Ca. 95965 SEP 2`41996 t--9-6 35319 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code requires 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: LOT 32, UNIT 7, KELLY RIDGE ESTATES SUBDIVISION, and being located on MIMS COURT, OROVILLE, CA. Date: 6 Zq 1 0 PRO RTY OWNERS: State of California ) Countyof On i a `f beforeme, S��}�N �-• r7TT�pJEa-2� , IUDTAQY Pu�e,zC� personally appeared (-Rod meg-5personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that bvAviyffiLr/their signature(s) on the instrument, the person(s)or' h t' n a �' h e person(s) acted, executed the instrument. SHARON L ATTEBERRY WITNESS my hand and official seal. _ CommIsslon# 1083619 Notary F`ubtc — CalUornla Butte County My Comm. Explres Feb 9, 2000 Signature Seal: A. P.# 6q- 5730- 0 32 NOTE TO RECORDER: DO NOT RECORD THIS SIDE A.A.- I Instructions for recording Agricultural Statement of Acknowledgement: 1. Insert the legal description of the property in the space provided on the other side of this form. The legal description is the narrative description of the property - which will be on your deed. If you don't have access to the deed, the Recorders Office can provide this information. ( The description may be handwritten or typed in the space provided or attached on a separate sheet if more space is required). 2. Property owners must sign in the presence of a Notary. Public and have the form notarized. 3. Make a copy of the form and then take the original and copy to the Recorder's Office at 25 County Center Drive, Oroville (the Administration Center building). The Recorder will record both the original and copy. They will keep the original and return the copy to you. Just bring the copy back to the Building Division at 7 County Center Drive. RECORDER'S FEES: $6.00 - 1st. Page $3.00 - Each Additional Page RECORDER'S OFFICE HOURS: 9:00a.m. - 3:00p.m. (Monday - Thursday). OVER JUN -03-1997 07:0-1 L. O. A. P. I I. D. P.01 PERMIT NO: -35-'96 Lake Oroville Area Public Utility District 1960 Elgin Street OROVILLE, CALIFORNIA 95966 " 533-2000 DISTRICT APPROVAL AND VERIFICATION OF INSPECTION BUILDING SEWERS This verification form must be submitted to the.Butte County. Department of Public Works Building Department prior to issuance of a building or occupancy permit, whichever is applicable. Prior to final approval by Butte County of a Building or an Occupancy Permit, a copy of this verification form, signed off by Lake Oroville Area Public Utility District, must be submitted to Butte County. Date: September 19; 1996 Applicant: RON MYERS & CINDY MYERS (Better B li 1dPrg Constr.) Applicant Address: 3060 Clemo Ave., Oroville, CA 95966 Applicant Phone No.: 533-0926 589-2574 Property Location (s): 14 Mims Court Kelly Ridge Estates - Unit 7- Lot 32 A. P. No. (s): 69-53-32 Fees due: All Fees Paid. Application for service approved: LAKE OROVILLE AREA PUBLIC UTILITY DISTRICT Inspection(s) made and successful test(s) observed: Location: 32 Date: By: _j 12___� �! Lake Oroville Area Public Utility District release to close permit: _q7 Date: `" By: LL 1EN:r::E 1 N _:uLAT 1 ON LOERKE INSULATION CO., INC. INSULATION CERTIFICATE: :liras Ct. Oroville ..- -.... -- Kfurt►--CLtyw SCRIPTION OF INSTALLATION ROOF Material Thickness (inches) CEILING Batt or Blanket Type_ Fihl_as.s_Ejatls Thickness (inches)._.13.0 _ Brand Name Thermal resistance (R -Value) Brand Name Schuller Int. Thermal Resistance (R-Value)R 38— Loose Fill Type Fiberglass Brand Name Schuller Int. _ t.;ontractorla min, installed weight/ft sq. _823_Jb, Minimum Thickness 18.3 inches. T ^ Manufacturer's installed weight per square foot to achieve Thermal Resistance (R Value) R 38 t:XTERIOR WALL .s PJlaicrial ._._F�12r0>ass Batts _ ... _ Brand Name Thickness (inches)—_6.75 Thermal Resistance (R-ValueL_ R 19 t- RAISED FLOOR N4aterial Thickness (inches)-_ 5.78__._ SLAS FLOOR / PERIMETER Material Thickness—.- Perimeter hickness,Perimeter Insulation Depth (Inches�- FOUNDATION WALL Material Thickness (inches A-:.CL.ARATION Brand Name __$c ;jIler Thermal Resistance (R -Value) R 19 —_— Brand Name Thermal Resistance Brand Name 'thermal Resistance (R -Value I hereby certify that the above insulation was Installs0enfial in the building at the above location in conformance with the current Energy Effiicien StIndards for resbuilding (Title 24,Part'6, California Code of Regulations) as indicated on the�ertificate of compliance, where applicable. C.LA499160 �3 q 7 LOERKE INSULATION CO., INC. SIC ure, a e nsta7iu�n�actvr (Co-Nam`o)-O�, General Contractor (Co. Name) Or owner IR�rn#s" Sign�i:ire, s�ate�""�'" -"�"- t4errt Signature, -date ._..., ......... Ttallinq-Su6contracTor o.Narne ._0.`, ._.. General Contractor (Co. Mame) Or C�wrier ^— "Mai inn Ilbconl�raaor tZo:—Name -� General 6ntrec�or Co. Dame Or wner COUNTY OF BUTTE ,c y BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 1469 Humboldt Road, Chico, CA - (916) 891-2751 7 County Center Drive, Oroville, CA - (916) 538-7541 747 Elliott Road, Paradise, CA—(.9.16) 872-6307 t CORRECTION NOTICE /// &- moo? '(o OWNEW PERMIT'NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contac is office immediately. � /1%, , .. Inspector REV 10/92 TABLE OF CONTENTS TOC Project Vitle.......... Myers Residence Date........ 08/24/96 Project Address........ Unit 7, Lot 32, Mims Ct. ******* ------ -------------- Oroville, CA 95966 *v4.50* I I Documentation Author... Steve Nelson ******* I Building Permit # Steve Nelson I I 1 Hall Drive I Plan Check / Date I Oroville, CA 95966 I 1 916-589-3585 ( Field Check/ Date 1 Climate Zone........... 11 --------------------= Compliance Method...... MICROPAS4 v4.50 for 1995 Standards by Enercomp, Inc. ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- MICROPAS4 v4.50 File-MYERS Wth-CTZ11S92 Program -TOC User#-MP2019 User -Steve Nelson Run -Typical House I ------------------------------------------------------------------------------- TABLE OF CONTENTS Report Page FORM CF -1R ................ 1 FORM MF -1R ................ 4 FORM C -2R ................. 6 HVAC SIZING ............... 11 d AUS 2 0 CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF -1R Project Title.......... Myers Residence Date........ 08/24/96 Project Address..... ... Unit 7, Lot 32, Mims Ct. ******* --------------------- Oroville, CA 95966 *v4.50* I q� -/ 7.)-� 1 Documentation Author... Steve Nelson ******* I Building Perm}t # I Steve Nelson I 9-/ 7 1 Hall Drive I Plan Check / Date Oroville, CA 95966 916-589-3585 I Field Check/ Date I Climate Zone........... 11 --------------------- Compliance Method...... MICROPAS4 v4.50 for 1995 Standards by Enercomp, Inc. --------------------- MICROPAS4 v4.50 File-MYERS Wth-CTZ11S92 Program -FORM CF -1R User#-MP2019 User -Steve Nelson Run -Typical House I ------------------------------------------------------------------------------- GENERAL INFORMATION ------------------- Conditioned Floor Area..... 2840 sf Building Type .............. Single Family Detached Construction Type ......... New Building Front Orientation. Front Facing 120 deg (SE) Number of Dwelling Units... 1 Number of Stories.......... 2 Floor Construction Type.... Slab On Grade Glazing Percentage......... 16.5 % of floor area Average Glazing U -value.... 0.6 Btu/hr-sf-F BUILDING SHELL INSULATION Component Frame Cavity Sheathing Insul Assembly Type ------------ Type ------- R -value R -value R -value U -value Location/Comments Wall Wood -------- R-17.8 -------- R-0 ------- R-17.8 ------- 0.065 ------------------------ Roof Wood R-11 R-27 R-38 0.025 Attic Door None R-0 R-0 R-0 0.330 Solid Wood Floor Wood R-19 R-0 R-19 0.037 Wood Floor S1abEdge None R-0 R-0 R-0 0.720 To outside S1abEdge None R-0 R-0 R-0 0.500 to crawlspace FENESTRATION # of Interior Over - Area U- Pan- Shading/ Exterior hang/ Framing Orientation (sf) Value es Description Shading Fins Type ------------------- Window Front (SE) ----- 20.0 ----- 0.570 ---- 2 --------------- Drapes.Std ----------- None ---- None --------- Vinyl Window Front (SE) 8.0 0.570 2 Drapes.Std None None Vinyl Window Front (SE) 3.0 0.570 2 Drapes.Std None None Vinyl Window Front (SE) 6.0 0.570 2 None None Yes Vinyl Window Front (SE) 6.0 0.570 2 None None Yes Vinyl Window Front (SE) 8.0 0.600 2 Drapes.Std None None Vinyl Window Front (SE) 24.0 0.600 2 Drapes.Std None None Vinyl Window Front (SE) 8.0 0.600 2 Drapes.Std None None Vinyl Window Front (SE) 3.0 0.570 2 Drapes.Std None None Vinyl Window Front (SE) 6.0 0.570 2 Drapes.Std None None Vinyl Window Front (SE) 3.0 0.570 2 Drapes.Std None None Vinyl Window Left (SW) 8.0 0.600 2 Drapes.Std None None Vinyl Window Left (SW) 8.0 0.600 2 Drapes.Std None None Vinyl Window Left (SW) 15.0 0.600 2 Drapes.Std None None Vinyl CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF -1R Project Title.......... Myers Residence Date... ... 08/24/96 MICROPAS4 v4.50 File-MYERS Wth-CTZ11S92 Program -FORM CF -1R User#-MP2019 User -Steve Nelson Run -Typical House ------------------------------------------------------------------------------- Orientation ------------------- Window Left (SW) Window Left (SW) Window Left (SW) Window Back (NW) Door Back (NW) Window Back (NW) Door Back (NW) Window Left (W) Window Back (NW) Window Back (NW) Window Back (N) Window Back (NW) Window Back (NW) Window Back (NW) Door Back (NW) Window Right (NE) Window Right (NE) Window Right (NE) Window Right (NE) BelowGrade BelowGrade BelowGrade S1abOnGrade Equipment Type HPSplit HPSplit HPSplit HPSplit HVAC SYSTEMS ------------ Minimum Efficiency ------------ 8.00 HSPF 13.30 SEER 8.00 HSPF 13.30 SEER Location/Comments Front Ret. Wall Front Ret. Wall Front Ret. Wall Lower Floor Duct THERMAL MASS FENESTRATION ------------ Area Thickness Exposed (sf) (in) ------------ # of Interior --------- 6.0 Over - Area U- Pan- Shading/ Exterior hang/ Framing (sf) Value es Description Shading Fins Type ----- 20.0 ----- 0.600 ---- 2 --------------- Drapes.Std ----------- None ---- None --------- Vinyl 6.0 0.600 2 Drapes.Std None None Vinyl 20.0 0.600 2 Drapes.Std None Yes Vinyl 10.0 0.600 2 Drapes.Std None Yes Vinyl 33.0 0.600 2 Drapes.Std None Yes Vinyl 10.0 0.600 2 Drapes.Std None Yes Vinyl 67.0 0.600 2 Drapes.Std None Yes Vinyl 15.0 0.600 2 Drapes.Std None Yes Vinyl 15.0 0.600 2 Drapes.Std None Yes Vinyl 15.0 0.600 2 Drapes.Std None Yes Vinyl 15.0 0.600 2 Drapes.Std None Yes Vinyl 20.0 0.600 2 Drapes.Std None Yes Vinyl 13.0 0.600 2 Drapes.Std None Yes Vinyl 13.0 0.600 2 Drapes.Std None Yes Vinyl 40.0 0.600 2 Drapes.Std None Yes Vinyl 15.0 0.600 2 Drapes.Std None None Vinyl 4.0 0.570 2 None None None Vinyl 9.0 0.600 2 None None None Vinyl 4.0 0.570 2 None None None Vinyl Equipment Type HPSplit HPSplit HPSplit HPSplit HVAC SYSTEMS ------------ Minimum Efficiency ------------ 8.00 HSPF 13.30 SEER 8.00 HSPF 13.30 SEER Location/Comments Front Ret. Wall Front Ret. Wall Front Ret. Wall Lower Floor Duct THERMAL MASS Thermostat ------------ Area Thickness Exposed (sf) (in) -------------- No ------ 168 --------- 6.0 No 21 6.0 No 90 6.0 No 1026 3.5 Equipment Type HPSplit HPSplit HPSplit HPSplit HVAC SYSTEMS ------------ Minimum Efficiency ------------ 8.00 HSPF 13.30 SEER 8.00 HSPF 13.30 SEER Location/Comments Front Ret. Wall Front Ret. Wall Front Ret. Wall Lower Floor Duct Duct Thermostat Location ------------- R -value ------- Type ------------ Crawlspace R-4.2 Setback Crawlspace R-4.2 Setback Attic R-4.2 Setback Attic R-4.2 Setback •CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R Project Title.......... Myers Residence Date........ 08/24/96 MICROPAS4 v4.50 File-MYERS Wth-CTZ11S92 Program -FORM CF -1R User#-MP2019 User -Steve Nelson Run -Typical House ------------------------------------------------------------------------------- WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value ------------ ----------- ------------------- -------------- ------ ---------- Water Heater to meet minimum CEC Standards SPECIAL FEATURES/REMARKS ------------------------ COMPLIANCE STATEMENT -------------------- This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features/ Remarks section. DESIGNER or OWNER Name..... John Starr Company. Better Builders Const. Address. 5263 Royal Oaks Dr. Oroville, CA 95966 Phone... (916) 589-2574 License. #323225 Signed.. ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... (date Signed.. (date) DOCUMENTATION AUTHOR Name.... Steve Nelson Company. Steve Nelson Address. 1 Hall Drive Oroville, CA 95966 Phone... 916-589-3585 Signed.. S -Z4 -Q6 (date) MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 4 MF -1R Project Title.......... Myers Residence Date........ 08/24/96 Project Address........ Unit 7, Lot 32, Mims Ct. ******* --------------------- Documentation Author... Climate Zone.. ........ Compliance Method...... Oroville, CA 95966 *v4.50* Steve Nelson ******* Steve Nelson 1 Hall Drive Oroville, CA 95966 916-589-3585 11 Building Permit # Plan Check / Date Field Check/ Date MICROPAS4 v4.50 for 1995 Standards by Enercomp, Inc. MICROPAS4 v4.50 File-MYERS Wth-CTZ11S92 Program -FORM MF -1R User#-MP2019 User -Steve Nelson Run -Typical House Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as binding minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES -------------------------- Design- Enforce- er mpnt *150(a): Minimum R-19 ceiling insulation. ✓ 150(b): Loose fill insulation manufacturers labeled R -Value. —� *150(c): Minimum R-13 wall insulation in framed walls (does not apply to exterior mass walls). ✓ *150(d): Minimum R-13 raised floor insulation in framed floors; minimum R-8 in concrete raised floors. ✓ 150(1): Slab edge insulation - water absorption rate no greater than 0.30, water vapor transmission rate no greater than 2.0 perm/inch. 118: Insulation specified or installed meets CEC quality Indicate type and form. V/standards. 116-17: Fenestration Products, Exterior Doors and Infiltration/ exfiltration controls a. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. b. Manufactured fenestration products have label with certified U -value, and infiltration certification. c. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ✓ 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. 1s, 150(f): Special infiltration barrier installed to comply with Sec. 151 meets CEC quality standards. ✓ 150(e): Installation of Fireplaces, Decorative Gas Appliances and gas logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. ✓ MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 5 MF -1R Project Title.......... Myers Residence Date........ 08/24/96 MICROPAS4 v4.50 File-MYERS Wth-CTZ11S92 Program -FORM MF -1R User#k-MP2019 User -Steve Nelson Run -Typical House ------------------------------------------------------------------------------- SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES -------------------------------------------------------------- Design- Enforce- er ment 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the CEC. 150(i): Setback thermostat on all applicable heating systems. 150(j): Pipe and Tank insulation 1. Indirect hot water tanks (e.g., unfired storage tanks or backup solar hot water tanks) have insulation blanket (R-12 or greater) or combined interior/exterior insulation (R-16 or greater). 2. First 5 feet of pipes closest to water heater tank, non - recirculating systems, insulated (R-4 or greater). 3. All buried or exposed piping insulated in recirculating sections of hot water system. 4. Cooling system piping below 55 degrees insulated. 5. Piping insulated between heating source and indirect hot water tank. *150(m): Ducts and Fans 1. Ducts constructed, installed and sealed to comply with UMC sections 1002 and 1004; ducts insulated to a minimum installed value of R-4.2 or ducts enclosed entirely within conditioned space. 2. Exhaust fan systems have backdraft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually ✓ operated dampers. 114: Pool and Spa Heating Systems and Equipment 1. System is certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System installed with: a. At least 36 inches pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spa. 3. Pool system has directional inlets and a circulation pump time switch. 115: Gas-fired central furnace, pool heater, spa heater or household cooking appliance have no continuously burning pilot light (Exception: Non -electrical cooking appliance ✓ with pilot < 150 Btu/hr.). LIGHTING MEASURES Design- Enforce- er ment 150(k): 40 lumens/watt or greater for general lighting in kitchens and rooms with water closets; and recessed ceiling fixtures IC (insulation cover) approved. ✓ COMPUTER METHOD SUMMARY Page 6 C -2R -------------- Project Title.......... Myers Residence Date........ 08/24/96 Project Address........ Unit 7, Lot 32, Mims Ct. ******* --------------------- Oroville, CA 95966 *v4.50* I I Documentation Author... Steve Nelson ******* I Building Permit # I Steve Nelson 1 Hall Drive I Plan Check / Date Oroville, CA 95966 I I 916-589-3585 I Field Check/ Date Climate Zone........... 11 --------------------- Compliance Method...... MICROPAS4 v4.50 for 1995 Standards by Enercomp, Inc. MICROPAS4 v4.50 File-MYERS Wth-CTZ11S92 Program -FORM C -2R I I User#-MP2019 User -Steve Nelson Run -Typical House I ------------------------------------------------------------------------------- ---------------------------- ---------------------------- MICROPAS4 ENERGY USE SUMMARY = Energy Use Standard Proposed Compliance = _ (kBtu/sf-yr) _--------------------------------- Design Design ---------- Margin = ---------- _ = Space Heating.......... 15.72 13.93 1.79 = = Space Cooling.......... 11.22 10.08 1.14 = = Water Heating.......... 9.20 9.20 0.00 = = Total 36.14 33.21 2.93 = _ *** Building complies ----------------------------------------------------------------- ----------------------------------------------------------------- with Computer Performance GENERAL INFORMATION ------------------- Conditioned Floor Area.....' 2840 sf Building Type .............. Single Family Detached Construction Type ......... New Building Front Orientation. Front Facing 120 deg (SE) Number of Dwelling Units... 1 Number of Building Stories. 2 Weather Data Type.......... ReducedYear Floor Construction Type.... Number of Building Zones... Conditioned Volume......... Footprint Area ............. Ground Floor Area.......... Slab -On -Grade Area......... Glazing Percentage......... Average Glazing U -value.... Average Ceiling Height..... Slab On Grade 2 27647 cf 1814 sf 1814 sf 1026 sf 16.5 % of floor area 0.6 Btu/hr-sf-F 9.7 ft COMPUTER METHOD SUMMARY Page 7 C -2R Project Title.......... Myers Residence Date........ 08/24/96 -------------- MICROPAS4 v4.50 File-MYERS Wth-CTZ11S92 Program -FORM C -2R User#-MP2019 User -Steve Nelson Run -Typical House ------------------------------------------------------------------------------- BUILDING ZONE INFORMATION Floor # of Vent Special Area Volume Dwell Cond- Thermostat Height Vent Area Zone Type -------------- (sf) --------- --------- (cf) Units ----- itioned ------- Type (ft) (sf) LIVING ------------ ------ --------- Residence 1814 18413 1.00 Yes Setback 0.0 1.4 SLEEPING Residence 1026 9234 0.00 Yes Setback 0.0 n/a OPAQUE SURFACES Area U- --------------- Insul Act Solar Form 3 Location/ Surface -------------- (sf) ------ value R-val Azm Tilt Gains Reference Comments LIVING ----- ----- --- ---- ----- ------------ ---------------- 1 Wall 51 0.065 17.8 120 90 Yes W.19.2X6.16 2 Wall 15 0.065 17.8 210 90 Yes W.19.2X6.16 3 Wall 88 0.065 17.8 120 90 Yes W.19.2X6.16 4 Wall 15 0.065 17.8 30 90 Yes W.19.2X6.16 5 Wall 51 0.065 17.8 120 90 Yes W.19.2X6.16 6 Wall 23 0.065 17.8 30 90 Yes W.19.2X6.16 7 Wall 93 .0.065 17.8 120 90 Yes W.19.2X6.16 8 Wall 31 0.065 17.8 210 90 Yes W.19.2X6.16 9 Wall 156 0.065 17.8 120 90 Yes W.19.2X6.16 10 Wall 33 0.065 17.8 120 .90 No W.19.2X6.16 11 Wall 80 0.065 17.8 120 90 No W.19.2X6.16 12 Wall 366 0.065 17.8 210 90 Yes W.19.2X6.16 13 Wall 40 0.065 17.8 210 90 Yes W.19.2X6.16 14 Wall 340 0.065 17.8 300 90 Yes W.19.2X6.16 15 Wall 34 0.065 17.8 255 90 Yes W.19.2X6.16 16 Wall 64 0.065 17.8 300 90 Yes W.19.2X6.16 17 Wall 34 0.065 17.8 345 90 Yes W.19.2X6.16 18 Wall 40 0.065 17.8 300 90 Yes W.19.2X6.16 19 Wall 40 0.065 17.8 30 90 Yes W.19.2X6.16 20 Wall 71 0.065 17.8 30 90 Yes W.19.2X6.16 21 Wall 15 0.065 17.8 345 90 Yes W.19.2X6.16 22 Wall 35 0.065 17.8 30 90 Yes W.19.2X6.16 23 Wall 15 0.065 17.8 75 90 Yes W.19.2X6.16 24 Wall 41 0.065 17.8 30 90 Yes W.19.2X6.16 25 Wall 60 0.065 17.8 30 90 No W.19.2X6.16 26 Wall 160 0.065 17.8 30 90 No W.19.2X6.16 27 Roof 1814 0.025 38 n/a 0 Yes R.38.2X4.24 Attic 28 Door 20 0.330 0 120 90 Yes None Solid Wood 29 Door 18 0.330 0 120 90 Yes None Solid Wood 30 Floor 788 0.037 19 n/a 0 No FC.19.2X8.16 Wood Floor SLEEPING 31 Wall 329 0.065 17.8 210 90 Yes W.19.2X6.16 32 Wall 261 0.065 17.8 300 90 Yes W.19.2X6.16 33 Wall 302 0.065 17.8 30 90 No W.19.2X6.16 34 Door 18 0.330 0 30 90 No None Solid Wood COMPUTER METHOD SUMMARY Page 8 C -2R ---------------- -------- Project Title.......... Myers Residence Date........ 08/24/96 MICROPAS4 v4.50 File-MYERS Wth-CTZllS92 Program -FORM C -2R User#-MP2019 User -Steve Nelson Run -Typical House ------------------------------------------------------------------------------- PERIMETER LOSSES Length F2 Insul Solar Surface ------------ (ft) ------ Factor R-val Gains --------------- ----- Location/Comments SLEEPING ---------------------- 35 S1abEdge 66 0.720 R-0 No To outside 36 S1abEdge 33 0.500 R-0 No to crawlspace FENESTRATION SURFACES # of --------------------- Vent SC SC Interior Area Pan- Frame Open U- Act Glass Int Shading/ Surface ----------- (sf) ----- es ---- -Type --------- Type ------ value --=-- Azm --- Tlt --- Only Shade Description LIVING ---- ---- --------------- 1 Window 20.0 2 Vinyl Fixed 0.570 120 90 0.88 0.78 Drapes.Std 2 Window 8.0 2 Vinyl Fixed 0.570 120 90 0.88 0.78 Drapes.Std 3 Window 3.0 2 Vinyl Fixed 0.570 120 90 0.88 0.78 Drapes.Std 4 Window 6.0 2 Vinyl Fixed 0.570 120 90 0.88 0.78 None 5 Window 6.0 2 Vinyl Fixed 0.570 120 90 0.88 0.78 None 6 Window 8.0 2 Vinyl Slider 0.600 120 90 0.88 0.'�8 Drapes.Std 7 Window- 24.0 2 Vinyl Slider 0.600 120 90 0.88 0.78 Drapes.Std 8 Window 8.0 2 Vinyl Slider 0.600 120 90 0.88 0.78 Drapes.Std 9 Window 3.0 2 Vinyl Fixed 0.570 120 90 0.88 0.78 Drapes.Std 10 Window 6.0 2 Vinyl Fixed 0.570 120 90 0.88 0.78 Drapes.Std 11 Window 3.0 2 Vinyl Fixed 0.570 120 90 0.88 0.78 Drapes.Std 12 Window 8.0 2 Vinyl Slider 0.600 210 90 0.88 0.78 Drapes.Std 13 Window 8.0 2 Vinyl Slider 0.608 210 90 0.88 0.78 Drapes.Std 14 Window 15.0 2 Vinyl Slider 0.600 210 90 0.88 0.78 Drapes.Std 18 Window 10.0 2 Vinyl Slider 0.600 300 90 0.88 0.78 Drapes.Std 19 Door 33.0 2 Vinyl Hinged 0.600 300 90 0.88 0.78 Drapes.Std 20 Window 10.0 2 Vinyl Slider 0.600 300 90 0.88 0.78 Drapes.Std 21 Door 67.0 2 Vinyl Slider 0.600 300 90 0.88 0.78 Drapes.Std 22 Window 15.0 2 Vinyl Slider 0.600 255 90 0.88 0.78 Drapes.Std 23 Window 15.0 2 Vinyl Slider 0.600 300 90 0.88 0.78 Drapes.Std 24 Window 15.0 2 Vinyl Slider 0.600 300 90 0.88 0.78 Drapes.Std 25 Window 15.0 2 Vinyl Slider 0.600 345 90 0.88 0.78 Drapes.Std 30 Window 15.0 2 Vinyl Slider 0.600 30 90 0.88 0.78 Drapes.Std 31 Window 4.0 2 Vinyl Fixed 0.570 30 90 0.88 0.78 None 32 Window 9.0 2 Vinyl Slider 0.600 30 90 0.88 0.78 None 33 Window 4.0 2 Vinyl Fixed 0.570 30 90 0.88 0.78 None SLEEPING 15 Window 20.0 2 Vinyl Slider 0.600 210 90 0.88 0.78 Drapes.Std 16 Window 6.0 2 Vinyl Slider 0.600 210 90 0.88 0.78 Drapes.Std 17 Window 20.0 2 Vinyl Slider 0.600 210 90 0.88 0.78 Drapes.Std 26 Window 20.0 2 Vinyl Slider 0.600 300 90 0.88 0.78 Drapes.Std 27 Window 13.0 2 Vinyl Slider 0.600 300 90 0.88 0.78 Drapes.Std 28 Window 13.0 2 Vinyl Slider 0.600 300 90 0.88 0.78 Drapes.Std 29 Door 40.0 2 Vinyl Slider 0.600 300 90 0.88 0.78 Drapes.Std COMPUTER METHOD SUMMARY Page 9 C -2R ------------------ Project Title.......... Myers Residence Date........ 08/24/96 MICROPAS4 v4.50 File-MYERS Wth-CTZ11S92 Program -FORM C -2R User##-MP2019 User -Steve Nelson Run -Typical House ------------------------------------------------------------------------------- OVERHANGS AND SIDE FINS ---Window-- ------Overhang----- ---Left Fin--- ---Right Fin -- THERMAL MASS Area Area Heat Conduct- Surface Efficiency Left Rght (sf) ------ (in) ----- Cap ----- ivity -------- R -value -------- Location/Comments -------------------------- Surface ----------- 8.00 HSPF (sf) ----- Hght ----- Wdth ----- Dpth ---- Hght ---- Ext ---- Ext ---- Ext Dpth Hght Ext Dpth Hght LIVING 2 BelowGrade 21 6.0 28.0 0.98 R-2.0 Front Ret. Wall --------- 90 ---- -_-- ---- ---- 4 Window 6.0 6.0 1.0 8.0 6.0 1.0 1.0 0.7 7.0 6.0 0.7 7.0 6.0 5 Window 6.0 6.0 1.0 8.0 6.0 1,0 1.0 0.7 7.0 6.0 0.7 7.0 6.0 18 Window. 10.0 5.0 2.0 14.0 1.0 n/a n/a n/a n/a n/a n/a n/a n/a 19 Door 33.0 6.7 6.0 14.0 1.3 n/a n/a n/a n/a n/a n/a n/a n/a 20 Window 10.0 5.0 2.0 14.0 1.0 n/a n/a n/a n/a n/a n/a n/a n/a 21 Door 67.0 6.7 10.0 14.0 1.3 n/a n/a n/a n/a n/a n/a n/a n/a 22 Window 15.0 5.0 3.0 7.5 1.0 n/a n/a n/a n/a n/a n/a n/a n/a 23 Window 15.0 5.0 3.0 6.0 1.0 n/a n/a n/a n/a n/a n/a n/a n/a 24 Window 15.0 5.0 3.0 6.0 1.0 n/a n/a n/a n/a n/a n/a n/a n/a 25 Window 15.0 5.0 3.0 7.5 1.0 n/a n/a n/a n/a n/a n/a n/a n/a SLEEPING 17 Window 20.0 5.0 3.0 31.0 1.0 n/a n/a n/a n/a n/a n/a n/a n/a 26 Window 20.0 4.0 5.0 12.0 2.7 n/a n/a n/a n/a n/a n/a n/a n/a 27 Window 13.0 5.0 2.6 12.0 2.7 n/a n/a n/a n/a n/a n/a n/a n/a 28 Window 13.0 5.0 2.6 12.0 2.7 n/a n/a n/a n/a n/a n/a n/a n/a 29 Door 40.0 6.7 6.0 12.0 2.7 n/a n/a n/a n/a n/a n/a n/a n/a INTER -ZONE SURFACES Area ------------------- Insul Form 3 Surface ------------ (sf) ------ U -value --------- R-val ------- Reference -------------- Location/Comments ---------------------- LIVING/SLEEPING 1 Floor 1026 0.037 R-19 FC.19.2X8.16 THERMAL MASS HVAC SYSTEMS Area Thick Heat Conduct- Surface Efficiency Location Mass Type --------------- (sf) ------ (in) ----- Cap ----- ivity -------- R -value -------- Location/Comments -------------------------- SLEEPING 8.00 HSPF Crawlspace R-4.2 0.880 HPSplit 13.30 SEER Crawlspace 1 BelowGrade 168 6.0 28.0 0.98 R-2.0 Front Ret. Wall 2 BelowGrade 21 6.0 28.0 0.98 R-2.0 Front Ret. Wall 3 BelowGrade 90 6.0 28.0 0.98 R-2.0 Front Ret. Wall 4 S1abOnGrade 1026 3.5 28.0 0.98 R-2.0 Lower Floor HVAC SYSTEMS Minimum Duct Duct Duct System Type Efficiency Location R -value Efficiency ---------------- LIVING ------------ ------------- ------- ---------- HPSplit 8.00 HSPF Crawlspace R-4.2 0.880 HPSplit 13.30 SEER Crawlspace R-4.2 0.910 SLEEPING HPSplit 8.00 HSPF Attic R-4.2 0.880 HPSplit 13.30 SEER Attic R-4.2 0.870 COMPUTER METHOD SUMMARY Page 10 C -2R Project Title.......... Myers Residence Date........ 08/24/96 - ----------------------------------------------- MICROPAS4 v4.50 File-MYERS Wth-CTZ11S92 Program -FORM C -2R I� User#-MP2019 User -Steve Nelson Run -Typical House ------------------------------------------------------------------------------- WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value ------------ ----------- ------------------- ------ ------ ------ ---------- Water Heater to meet minimum CEC Standards SPECIAL FEATURES/REMARKS ------------------------ HVAC SIZING Page 11 HVAC Project Title.......... Myers Residence Date........ 08/24/96 Project Address........ Unit 7, Lot 32, Mims Ct. ******* --------------------- Oroville, CA 95966 *v4.50* I I Documentation Author... Steve Nelson ******* I Building Permit # i Steve Nelson 1 Hall Drive I Plan Check / Date I Oroville, CA 95966 I 1 916-589-3585 I Field Check/ Date I Climate Zone........... 11 --------------------- Compliance Method...... MICROPAS4 v4.50 for 1995 Standards by Enercomp, Inc. MICROPAS4 v4.50 File-MYERS Wth-CTZ11S92 Program -HVAC SIZING User#-MP2019 User -Steve Nelson Run -Typical House ------------------------------------------------------------------------------- GENERAL INFORMATION Floor Area ................. Volume..................... Front Orientation.......... Sizing Location............ Latitude ................... Winter Outside Design...... Winter Inside Design....... Summer Outside Design...... Summer Inside Design....... Summer Range ............... Interior Shading Used...... Exterior Shading Used...... Overhang Shading Used...... Latent Load Fraction....... 2840 sf 27647 cf Front Facing OROVILLE RS 39.5 degrees 30 F 70 F 104 F 78 F 37 F No No No 0.20 HEATING AND COOLING LOAD SUMMARY -------------------------------- Sensible Load .................... 44806 120 deg (SE) Cooling (Btuh) 6703 7283 16924 6456 2100 2490 41957 Latent Load ...................... n/a 8391 ----------- ----------- Minimum Total Load 44806 50348 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. Heating Description --------------------------------- (Btuh) ----------- Opaque Conduction and Solar...... 13803 Glazing Conduction ............... 11204 Glazing Solar .................... n/a Infiltration ..................... 15726 Internal Gain .................... n/a Ducts............................ 4073 Sensible Load .................... 44806 120 deg (SE) Cooling (Btuh) 6703 7283 16924 6456 2100 2490 41957 Latent Load ...................... n/a 8391 ----------- ----------- Minimum Total Load 44806 50348 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. HVAC SIZING Page 12 HVAC Project Title.......... Myers Residence Date........ 08/24/96 MICROPAS4 v4.50 File-MYERS Wth-CTZllS92 Program -HVAC SIZING User#k-MP2019 User -Steve Nelson Run -Typical House ------------------------------------------------------------------------------- HEATING AND COOLING LOAD SUMMARY BY ZONE ---------------------------------------- ZONE 'LIVING' Floor Area ....................... 1814 sf Volume ........................... 18413 cf Description Opaque.Conduction and Solar...... Glazing Conduction ............... Glazing Solar .................... Infiltration ..................... InternalGain .................... Ducts............................ Sensible Load .................... Heating Cooling (Btuh) ----------- (Btuh) ----------- 8669 5342 8036 5224 n/a 12170 10473 4300 n/a 2100 2718 1457 29897 30592 Latent Load ...................... n/a 6118 ----------- ----------- Minimum Zone Load 29897 36711 ZONE 'SLEEPING' Floor Area ....................... 1026 sf Vo.lume........................... 9234 cf Description Opaque Conduction and Solar...... Glazing Conduction ............... Glazing Solar .................... Infiltration ..................... Internal Gain .................... Ducts............................ Sensible Load .................... Heating Cooling (Btuh) (Btuh) 5134 1361 3168 2059 n/a 4754 5252 2156 n/a 0 1355 1033 14909 11364 Latent Load ...................... n/a 2273 ----------- ----------- Minimum Zone Load 14909 13637 I LAND DEVELOPMENT BUILDING / ENVIRONMENTAL HEALTH — PERMIT CLEARANCE Boding Permit No. Ah -1 796 OWNERS RON AND CINDY MYERS NAME: PRINT LAST NAME FIRST A.P. NUMBER: 069-53-0-032 COUNTY ZONING It « DESIGNATION: / FLOOD ZONE: X FLOOD MAP: 3 T96 6 APPROVED: CONDITIONALLY APPROVED: V RESOLVE PROBLEMS PRIOR TO APPROVAL: PARCEL CREATION BY DEEDS OR MAP DEED INFORMATION: DATE OF CREATION: DEED REFERENCE: C/ LEGAL ACCESS PROVIDED: YES NO LEGAL ACCESS REQUIRED: YES NO -COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION: YES NO COMMENTS/CONDITIONS: MAP INFORMATION: K� ee- tZ/V 66LF37r' ¢ 7 Sp m $o DATE OF RECORDING % / B LOT 32- BOOK PAGE 6 0 COMPLIANCE WITH OLD SUB IVISION 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. 1. Maintain a 50 ft. building setback from centerline of road. (tqo 5eTyl-w lL 5vYawr al MRP) 2. Maintain a ft.building setback from right-of-way/centerline of 3. Comply with Zoning code for building setback from road. 4. Maintain a 100 ft. leachfield setback from all existing wells. 5. Maintain a ft. leachfield setback from 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. Connect 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 Oroville Area Traffic Mitigation Fee Agreement. Pgyment to be mad® 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 II of the Butte County Code. _ 1 — 19. Wood stoves and fireplace inserts-shall;be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988 as amended. — 20. If any cultural resources are encountered' during ground disturbing activities, all work shall cease in the area of the find pending examination of the site by a professional archaeologist. This person would then be able to assess the site significance and suggest appropriate mitigation measures. .ls 21. 30e 80 ✓t- a`7°tSfm e NT-' 22. — 23. 24. 25. 26. AI 31,8 30 XINnOO 9661 1 £ I A f d3A1303H LD 7/96 CAWP51 \FORMS.K\BLDGPERM.CLR Stairway details: landings, rise and run, head clearance, handrails (Section 1006). Guardrail details (Section 509). Brick or stone veneer (Section 1403). Exterior plaster - weep screeds (Section 2506). Proper roof pitch for roof covering (Section 1501). Roof covering type - (fire hazard). Foam insulation - protection. 36" halls and stairways. Living area over garage - complete 1 -hour separation required on garage side including supporting walls and posts. Two exits on three - story dwellings (Section 1003). Underfloor access and ventilation (Section 2317.7). Attic access and ventilation (Section 1505). Y Combustion air for fuel burning appliances - L.P. G. requirements. Noise requirements on duplexes. Energy design. Flashing at all exterior openings. ' C.D.F. responsible area requirements. 1�vzwa ah � 16 Q v July 1996 Lc,a�,eiv—) 3.3 RESIDENTIAL PLAN CHECKING GUIDE SINGLE FAMILY, DUPLEX AND MISCELLANEOUS ONLY OWNER: BUILDINGP ER: PLAN CHECKER: �� � A P. NUMBER: RAL: 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. Complete parcel size and dimensions. Setbacks, side yards, easements, etc. Other buildings or structures. Grading, fills and/or drainage. Flood hazard. Special conditions on creation map (Noise, S.R.A., Fire Sprinklers, Water Tender, Trees, etc.). F.A.U. & F.A.S. road setback. Building or utilities across lot lines (Record form). 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. 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. Smoke detectors (Section 310.9.1). Plumbing fixtures, water closet clearances and shower size. 1. 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. Foundation plan complete enough to construct building. Floor construction details complete enough to construct building. Elevations and wall construction details complete enough to construct building. Roof construction details complete enough to construct building. �;5, Rafter ties or bearing ridge beam. 07- Fireplace construction details and calc. if necessary. Garage door and/or porch header sizes. Stud heights. Adobe soils - special foundation design. X14 Retaining walls requiring design. Special Inspection requirements. Header size. Sheetrock nailing inspection required? July 1996 3.2 Job number. >>E96060 10:40 AM 9/16/96 Structural calculations for Project »Myers residence Plan >>Custom Name >>Better Builders Construction Address » Butte County, California Masonry retaining wall calculations Architectural Engineering Specialists 20 Constitution Drive Suite A Chico, California 95926 . (916) 895-1125 (916) 893-0532 Fag. Note: Reference plans by others. No judgement or opinion is rendered or implied regarding aspects of this structure not specifically noted herein. V�g C-4 (010 �- a I File >MASONRY3 2:30 PM 9/12/96 ------------------------------------------------------------------------ Rev 2-24-95 Masonry retaining wall ------------------------------------------------------------------------ Description »Cantilevered masonry retaining wall »4' retained - =-----------------------------General data ------------------ =-=--------- Wall type > 2 1 :> supported 2 :> cantilevered Lateral.load type> 2 1 :> wind/earthquake 2 => soil pressure Backfill slope > 0 Horizontal 0 Vertical Special inspection (Y/N)? > n Masonry weight .> .135 kcf Soil weight > .110. kcf -------------------------------Loading-------------------------------- . Wdl minimum > .000 kips/ft Wdl + Wll maximum > .000 kips/ft EFP > .030 kcf Sloping backfill surcharge> .000 kcf Total EFP > .030 kcf Surcharge Distance Surcharge P Comment to wall height . --------------------------------------------- .000 3.000 .000 Uniform lateral load >' .0000 ksf Earthquake/wind loading -----------------------Allowable design stresses ----7 ------------------- ***Soil*** .,Class of materials . > 7 User defined Input Allowable passive (vert.) >­1.500..ksf 1.500 Allowable passive.(horiz.)> :200 ksf/ft depth .200 Lateral sliding coeff. > .350 .350' ***Masonry*'* *'*Concrete*** f'm > 1.500 ksi f'c > 2.500 ksi . Em -> 1125000 ksi fy > 40.000 ksi Fs > 20.000 ksi Es' > 30000000psi F's > 16.000 ksi m > 18.824 n > 26.667 8 > .850 Fb max. > .250 ksi > .900 -------------------------------Wall data ---------------------------------- Cantilevered wall may use varying thickness segments Height of retained earth Segment Bt.(feet) Ht.(feet) 1 ., .000 to 4.000 2 .000 to .000 3. .000 to .000 Total wall height ) 4.000 (for wdl determination) Additional dead load > . .000 kips/ft ----------------------------Wall reinforcing -------- ------------------- Segment-1 -----------Segment1 - concrete ----------------------- .------- ------------------------------------------- _ ...d > .000 inches . Overload factor > 1.700 Live loads M > .320 ft -kips Mu > .544 ft -kips 3 1 DMS > ,.000 ft -kips ...As regd. > .000 in'2 Includes 33$ .increase Since p actual is less than p min. Actual As > .000 in'2 --- -----------------------------------------------------------------=-----= Segment l ------------------------------------------------------------------------ Nominal t t wdl 8.000 7.625 .343 Tension reinforcing Size I Spacings d I %Min. I fm/Fb I fs/Fs f's/F's Vertical. 4 24.000 3.810 1.530 .700 .568 --- Horiz. 4 16.000 1.236 --- --- --- Minimum development length> 12.000 inches Compression reinforcing 'Size I Spacing] d' I $Min. I fm/Fb I fs/Fs f's/F's ------ I --=----- I -------- -------- -------- I -------- -------- Vertical 0 .000 - .000 --- --- --- .000 ------------------------------------------------------------------------ Segment 2 . ---------------------------------------------------- -------------------- lominal t t wdl .000 .000 .000 Tension reinforcing Size I Spacingl. d I $Min. I fm/Fb I fs/Fs f's/F's ------------------------- 1 = ------- -----=-- -Vertical 0 .000 .000 .000.000 .000 --- Horiz. 0 .000 .000 --- --- . --- Minimum development length> .12.000 inches Compression reinforcing Size I Spacing) d' I %Min. I.fm/Fb I fs/Fs I f's/F's Vertical 0 .000 .000 --- --- --- .000 Segment 3 -----=-- ---------------------------------------------------------------- Nominal t t wdl .000 .000 .000 Tension reinforcing Size I Spacings d I %Min. I fm/Fb I fs/Fs I f's/F's ------------.---------------------f-------------------------------- vertical 0 .000 .000 .000 .000 .000 --- Horiz. 0 .000 .000 --- --- --- Minimum development length> 12.000 inches -. Compression reinforcing Size I Spacing] d' I %Min. I fm/Fb I fs/Fs I f's/F's ------------------------- I -------- I ------- ------ Vertical ------------------ 0 .000 .000 -- --- --- .000 ------------------------------FOOTING DATA----7-----=------------------- Centered on footing ? > n Enter alternate toe length> .000 feet Toe length > .750 feet Safety factor > 1.799 Heel length > .615 feet Soil pressure > 1.115 s Minimum footing length > -- feet Actual footing length (L) > 2.000 feet Footing depth > 12.000 inches -----=----------------OVERTURNING AND SOIL PRESSURE--------------- ---- Consider ftg depth for gross OTM and sliding ? (Y/N) > Y Overturning moment (OTM) > .625 ft -kips .W Arm Moment ------------------------------------------------------------------------ Wdl min. .000 kips 1..068 feet .000 ft -kips Wtl .000 kips 1.068 feet .000 ft -kips Segment 1 .343 kips 1.068 feet .366 ft -kips Segment 2 .000 kips 1.068 feet ,000 ft -kips .Segment 3 .000 kips 1.068 feet .000 ft -kips Soil .270 kips 1.693 feet .458 ft -kips Footing .300 kips 1.000 feet .300 ft -kips ------------------------------------------------------------------------ EWE min> .914 kips EMdl min> 1.124 ft -kips EWtl > .914 kips EMtI > 1.124 ft -kips EMdI min/OTM > '1.799 > 1.5 <ok> .Eccentricity (e) > .454 feet <A/2-(EM-OTM/EW)> L/6 > .333 feet L' > 1.639 feet <3*L/2-e> Resultant lies outside middle third of footing Maximum soil pressure > 1.115 ksf <2*(Wtl/L' )> Minimum soil pressure > -.201 ksf ---=------------------------HEEL/TOE DESIGN ----------------------------- Heel design I Reinforcing -------------=---------------------- --------------------------------- 7 - Heel length .> ..615 feet 1 #4 at 300 ..in. o.c. M > .083 ft -kips #5 at 468, in, o.c. --d > 8.000 inches 1 #6 at 677 in. o.c. As min. > .008 in"2 1 #7 at 920 in. o.c. 18 at. 1204 in. o.c. ------------------------------------------------------------------------ Toe design 1 Reinforcing ------------------------ ------------------ . ---------=----1----------------------------------- Toe length > .750 feet 1 #4 at 93 in. o.c. Max soil pressure> 1.115 . ksf 1 #5 at 146 in, o.c. At face of wall > .605 ksf 1. #6 at 211 in. o.c. M mag. > .266 ft=kips 1 #7 at 287 in. o.c. d > 8.000 inches' 1 .#8 at 376 in. o.c. As min. > .025 in"2. -------------------LONGITUDINAL FOOTING REINFORCEMENT ------------------- As min. > .576 in'2 3 #4 bars 2 #5 bars 2 #6 bars 1 #7 bars 1 #8 bars -----------------------------LATERAL SLIDING ----------------------------- Rt > .000 kips/ft Rb > .375. kips/ft Lateral sliding resistance > :320 kips/ft Lateral. sliding resistance> .000 .000 kips/ft Allowable lateral passive pressure > .200" ksf/ft depth Lateral passive pressure provided >. .100 kips/ft <Footing only> Net-resistance provided > .420 kips/ft <Footing only> Concrete"slab at base of wall ?" > N Thickness > .000 inches Width of slab > .000 feet Resistance provided.by slab > .000 kips/ft Total resistance > .420 kips/ft Factor of.safety > 1.119 No good! Shear key must provide > ,143 kips lateral resistance Equivalent depth of shear key > 4.152 feet <Maximum 15'> Allowable lateral passive pressure) .830 ksf <At base of key> Allowable lateral passive pressure.> .880 ksf <At bottom of key> Shear key required depth > 3.000 inches Shear key moment > .027 ft-kips b y N S/11,- Shear key thickness > IAN . inches �' ¢ �� �-�- a "� "'`O1 . C � � C, d > 4.000 inches As min. > .005 in-2 #4 at 462 in..o.c. #5 at 721 in. o.c. #6 at 1042 in. o".c. #7 at" 1416 in, o.c. #8 at 1853. in. o.c. ----------------------------------------------------------------- ------ File >MASONRY3 2:31 PM 9/12/96 ---------------------------------------------------------- Rev 2-24-95 Masonry retaining wall ------------------------------------------------------------------------ Description ))Cantilevered masonry retaining wall »6' retained ------------------------------General data ------------------------------- Wall type > 2 1 => supported 2 :> cantilevered Lateral load type). 2 1 :> wind/earthquake 2 :> soil pressure Backfill slope > 0 Horizontal 0 Vertical Special inspection (YIN)? > n Masonry weight > .135 kcf Soil weight > .110 kcf -------------------------------- Loading -------------------- =------------ Wdl minimum. > .000 kips/ft Wdl + Wll maximum > ,000 kips/ft EFP > .030 kcf Sloping backfill surcharge> .000 kcf. Total EFP > .030 kcf Surcharge Distance Surcharge P Comment to wall height ---------------------------------------------- .000 3.000 .000 Uniform lateral load > .0000 ksf Earthquake/wind loading -----------------------Allowable design stresses--------------------=--- .t**Soil**t Class of materials > 7 User defined Input Allowable passive (vert.) >• 1.500. ksf - 1.500 Allowable passive (horiz. )> .200 ksf/ft depth :200 Lateral sliding coeff. > .350 .350 ***Masonry.*** . ***Concrete*.** Pm' > 1.500 ksi f'c. > 2.500 ksi Em > 1125000 ksi fy > 40.000 ksi Fs > 20.000 ksi Es > 30000000psi Ps > 16.000 ksi m > 18.824 n > 126:667 B > .850 Fb max. > .250 ksi > .900 -----Wall data--=---=----------= Cantilevered wall may use varying thickness segments Height of retained earth Segment 'Ht.(feet) Ht.(feet) 1 .000 to 6.000 2 .000. to .000 3 .000 to .000 Total _wall height > 6.000 <for wdl determination Additional dead load > .000 kips/ft ----------------------------Wall reinforcing---------------------------- Segment 1 - concrete ------------------------------------------------------------------------ d > .000 inches Overload factor > 1.700 Live loads M > 1.080, ft -kips Mu > 1.836 ft -kips 0 �Ma > .000 ft -kips --- As regd. > .000 in -2 . Includes 33% increase Since p actual is less than p min. Actual As > .000 in -2' --- ------------------------------------------------------------------------ Segment 1 ----------------- Nominal t t. wdl 8.000 7.625 .515 Tension reinforcing Size 1 Spacing) d %Min. I.fm/Fb 1-fs/Fs f's/F's ---=---- ---- - ----1------- ------=- I -------- I -------- I -------- Vertical 5 16.000 5.250 3.595 1.042 .608 --- Horiz. 4 32.000 1.148 --- --- --- Minimum development length) 16.000 inches Compression reinforcing Size.. I Spacing] d' I %Min. 1.fm/Fb fs/Fs I f's/F's --=------------- I -------- I-------- I -------- I -------- I -------- Vertical 0 .000 .000. --, --- --- .000 ------------------------------------------------------------------------ Segment 2 ------------------------------------------------------------------------- ominal t t wdl 000 .000 .000 Tension reinforcing Size I Spacing] d I %Min.. I fm/Fb I fs/Fs I f'.s/F's Vertical' 0 .000 .000 .000 '.000 .000 --- Horiz. 0 .000 .000 --- --- --- Minimum development length) 16.000 inches Compression reinforcing Size I Spacing] d%Min. I fm/Fb I'fs/Fs I f's/F's Vertical 0 .000 .000 -- --- .000 ------------------------------------------------------------------------ Segment 3 ------------------------------------------------------------------------ Nominal t t wdl .000 .000 .000 Tension reinforcing Size I Spacing] d I %Min. Ifm/Fb I fs/Fs I f's/F's --------- 1-7 ----- I -------- I -------- I -------- I -------- I -------- I -------- "Vertical 0 .000 .000 .000 .000 .000 --- Horiz. 0 .000 .000 --- --- Minimum development length) 16:000 inches Compression reinforcing Size I Spacing] d' I %Mina. I fm/Fb I fs/Fs I f's/F's Vertical 0 .000 .000 --- --- --- .000 ---------=--------------------FOOTING DATA ------------- on footing ? > n Enter alternate toe length) 000 feet Toe length > 1.160 feet Safety factor ) 1.715. Heel length > 1.035 feet Soil pressure > 1.431 Minimum footing length > --- feet Actual footing length (L) > 2.830 feet Footing depth > 12.000 .inches ----------------------OVERTURNING AND SOIL PRESSURE --------------------- .Consider ftq depth for gross OTM and sliding ? (Y/N) > Y Overturning moment (OTM) > 1.715 ft -kips W Arm Moment ------------------------------------------------------------------------ Wdl min. .000 kips 1.478 feet .000 ft -kips Wtl .000 kips 1.478 feet .000 ft -kips Segment 1 .515 kips .1.478 feet .761 ft -kips :...Segment 2 .000 kips 1.478 feet .000 ft -kips Segment 3 .000 kips 1.478 feet .000 ft -kips Soil .683 kips 2.313 Jeet 1.579 ft -kips Footing .425 kips 1.415 feet .601 ft -kips ------------------------------------------------------------------------ ZWdI min' 1.622 kips CMdl min> 2.940 ft -kips ' EWtl > 1.622 kips EMtI > 2.940 ft -kips EMd1 min/OTM > 1.715 > 1:5 <ok> Eccentricity (e) > .660 feet <A/2-(.EM-OTM/EW)> L/6.. > .472 feet . L' > 2.266 feet <3*L/2-e> Resultant lies outside middle third of footing Maximum soil pressure ;> 1.431 ksf <2*(Wtl/L')> Minimum soil pressure > -.285 ksf =---------------------------HEEL/TOE DESIGN ------------------------------ Heel design Reinforcing. ---------------------------------- -----------------=----------------- Heel length > 1.035 feet #4 at 70 in. o.c. M > 353 ft -kips #5 at 110 in, o.c, d > 8.000 inches #6 at 159 in, o.c. As min. > .033 in -2 #7 at 216 in. o.c. #8 at 282 in. o.c. ------------------------------------------------------------------------ Toe design Reinforcing ------------------------------------ ----------------------------------- Toe length > 1.160 feet #4 at 31 in. o.c. Max soil pressurv. 1.431 ksf #5 at 48 in, o.c. At face of wall > .699 ksf #6 at 70 in. o.c. M mag. > .799 ft -kips #7 at 95 in. o.c. d. > 8.000 inches #8 at 124 in. o.c. As min. > .076 in"2 -------------------LONGITUDINAL FOOTING REINFORCEMENT ------------------- As min. > .815 in'2 5 #4 bars 3 #5 bars 2 #6 bars 2 #7 bars 2 #8 bars -----------------------------LATERAL SLIDING ----------------------------- Rt > .000 kips/ft Rb > .735 kips/ft (o Lateral sliding resistance > .568 kips/ft Lateral sliding resistance> . .000 .000 kips/ft Allowable lateral passive pressure > .200 ksf/ft depth Lateral passive pressure provided > .100 kips/it. <Footing only> ..Net resistance provided > .668. kips/ft <Footing only> Concrete slab at base of wall ? > N. Thickness > .000 inches Width of slab > .000 feet Resistance provided by slab. ...> ..000 lips/ft Total resistance > 668 kips/ft Factor of safety > .908 No good! Shear key must provide > .435 kips lateral resistance' Equivalent_depth of shear key > 5.210 feet <Maximum.15'> Allowable lateral passive pressure > 1.042 ksf <At base of key> Allowable lateral passive pressure > 1.125 ksf <At bottom of key> Shear key required depth .00 'aches Shear key moment > .095 ft-kips O b t o j. b Shear key thickness > 8.000 inches Nspe�t,J-4 `' GJ ,, P �S d > 4.000 inches As min. > ,018 in"2 #4 at 130 in. o.c. #5 at 203 in, o.c: #6. at 294 in. o.c. #7 at. 400 in, o.c. 48 at . 523 in. o.c. _ ..----------------------------------=------------------------------------- File >MASONRY3 2:33 PM 9/12/96 -- ------------------------------------------------------------------------ Rev 2-24-95 Masonry retaining wall Description »Cantilevered masonry retaining.wall »8' retained ------------------------------General data ------------------------------ Wall type > '2 1 => supported 2 => cantilevered Lateral load type> 2 1 => wind/earthquake 2 => soil pressure Backfill slope > 0 Horizontal 0 . Vertical Special inspection (Y/N)? > n Masonry weight > ..135 kcf Soil weight > .110 -kcf - -------------------------------Loading------------------=--------- ----- Wdl minimum > .000 kips/ft Wdl +-W11 maximum > '.000 kips/ft EFP > .030 kcf Sloping backfill surcharge> .000 kcf Total EFP > .030. kcf Surcharge Distance Surcharge P Comment to wall height --------------------------------------------- .000 3.000 .000 Uniform lateral load > .0000 ksf Earthquake/wind loading -----------------------Allowable design stresses --- --------------------- ***Soil++* Class of materials > 7 User defined Input Allowable passive (vert.) > 1.500 ksi 1.500 Allowable passive (horiz.)> .200 ksf/ft depth .200 Lateral sliding coeff. > .350 .350 ***Masonry*** ***Concrete*** f'm >. 1.500 ksi f'c > 2.500 ksi. Em > 1125000 ksi fy, . >. 40.000 ksi' Fs > 20.000 ksi Es > 30000000psi F's > 16.00.0 ksi M. > 18.824 n > 26.667 B > .850 Fb mag: > .250 ksi . o > .900 -------------------------------Wall data--------------------------------- .-...Cantilevered -------------------------------..-.Cantilevered wall may use varying thickness segments Height of retained earth Segment Ht.(feet) Ht.(feet) 1 .000 to 2.000' 2 2.000 *to 8.000 3 000 to .000 Total wall height > 8.000 <for wdl determination> Additional dead load > .000 kips/ft ------------------------ ----Wall reinforcing ---------------------------- Segment 1 - concrete -------=-------------------- -----------------------------------------.---- d > .000 inches Overload factor > 1.700 Live loads M > 2.560 ft -kips Mu > 4.352 ft -kips (z omn. > .000 ft-kips . --- As regd. > .000 in"2 Includes. 33% increase Since p actual is less than p min. Actual As > .000 in-2 --- ------------------------------------------------------------------------ Segment 1 ------------------------------------------------------------------------ Nominal t t wdl 12.000 11.625 :262 Tension reinforcing Size I Spacing] d I %Min. .1 fm/Fb I fs/Fs I Ps/F's Vertical 5 16.000 9.250 2.358 .973 .796 --- Horiz. 4 24.000 1.004 --- --- --- Minimum development length> 20.000 inches Compression reinforcing Size .1 Spacing) d' I .$Min. I fm/Fb I fs/Fs I f's/F's Vertical. 0 .000 .000 --- --- --- .000 ------------------------------------------------------------------------ Segment 2 - ------------------------------------------------------------------------ Nominal t t wdl 8.000 7.625. .515 Tension reinforcing Size I Spacing) d I %Min. I fm/Fb I fs/Fs 1 f's/F's Vertical 5.. 16.000 5.250 3.595 1.042 .608 --- Horiz. 4 32.000 1.148 --- --- Minimum development length> 20.000 inches Compression reinforcing Size I Spacing) d' J %Min. I fm/Fb I fs/Fs I f's/F's Vertical 0 .000 .000 --- --- --- .000 ------------------------------------------------------------------------ Segment 3 ----------------------------------------------------------- ------ Nominal t t wdl .000 .000 ..000 Tension reinforcing- .1 Size I Spacings d I %Min. I fm/Fb I.fs/Fs I f's/F's Vertical 0 .000 .000. .000 .000 .000 --- Horiz. 0 .000 .000 Minimum development length> 20.000 inches .Compression reinforcing Size I Spacing] d' I %Min. Ifm/Fb Ifs/Fs I f's/F's Vertical 0 .000 .000 --- = --- .000 ------------------------------FOOTING DATA ------------------------------ Centered.on footing ? > n Enter alternate toe length> .000 feet Toe length > 2.000 feet Safety factor : > 1.726 Heel length > 1.031 feet Soil pressure > 1.314 : 13 Minimum.footing length > --- feet Actual footing length (L) > '4.000 feet Footing depth > 12.000 inches -------------- --------- OVERTURNING.AND SOIL PRESSURE --------------=------ Consider ftg depth for gross.OTM and sliding ? (Y/N) > Y Overturning moment (OTM) > 3.645 ft -kips W Arm Moment -----------------------------------------------------------------=------ Wdl min. .000 kips 2.484' feet " .000 ft -kips Wtl .000 kips 2.484 feet ..000 ft -kips Segment 1 .262 kips 2.484 .feet650 ft -kips Segment 2 .515 kips .2.484 feet 1,279 ft -kips Segment 3 .000 kips 2.484 feet .000 ft -kips Soil .908 kips 3.484 feet 3.162 ft -kips Footing .600 kips 2.000 feet. 1.200 ft -kips ------------------------------------------------------------------------ EWdl min> . 2.284 kips EMdl min> . 6.291 ft -kips EWtl > 2.284 kips EMtl > 6.291 ft -kips EMdI min/OTM > 1.7.26 > 1.5 <ok> Eccentricity (e) > .842 feet <A/2-(EM-OTM/EW)> L/6 > .667 feet L' > 3.475 feet <3*L/2-e> Resultant lies outside middle third of footing Maximum soil pressure > 1.314 ksf <2*(Wtl/L')> Minimum soil pressure > -.172 ksf ----------------------------HEEL/TOE DESIGN ---------------------- Heel design Reinforcing -----=--------------------------�--- - ----------------------------- "."Heel length > 1.031 feet 1 #4 at 53 in. o.c. M > .468 ft -kips #5 at 83 in, o.c. d > 8.000 inches #6 at 119 in. o.c. As min. .> .044 in"2 #7 at 163 in, o.c. #8 at 213 in. o.c. --------------------------- -------------------------------------------- Toe design Reinforcing ---------------.-------------------------------------- --------------- Toe length > '2.000 feet #4.at 11 in. o.c. Max soil pressure> 1.314 ksf #5 at 18 in, o.c. At face of wall > .558 ksf #6 at 26 in. o.c. M max.: > 2,124 ft -kips #7 at 35 in. o.c. d > 8.000 inches #8 at 46 in. o.c. . .As min. > .203 in'2 ------------------LONGITUDINAL FOOTING REINFORCEMENT ------------------- As min. > 1.152 in'2 6 #4 bars 4 #5 bars 3 #6 bars 2 #7 bars 2 #8 bars --------- -------------------- LATERAL SLIDING ---------------------------- Rt > .000 kips/ft Rb > 1.215 kips/ft lC+ .Lateral sliding resistance > .799 kips/ft Lateral sliding resistance> .000 .000 kips/ft Allowable lateral passive pressure > .200 ksf/ft depth Lateral passive pressure provided > .100 kips/ft <Footing only> Net resistance provided > .899. kips/ft <Footing.only> Concrete slab at base of wall ? > N Thickness > .000 inches Width of slab > .000 feet Resistance provided by slab > .000 kips/ft Total resistance > ..899 kips/ft Factor of safety > ..740 No good! Shear key must provide > .923 kips lateral resistance Equivalent, depth of shear .key > 5.190 feet <Maximum 15'> Allowable lateral passive pressure > 1.038 ksf <At base of key> Allowable lateral passive pressure > 1�__ . f <At bottom of key> Shear key required depth > .0 nches Shear key moment > .399 ft -kips - Shear key thickness > 8.000 inches d > 4.000 inches As min. > .076 in"2 #4 at 30 in. o.c. #5 at 48 in. orc. #6 at 69 in. o.c. #7 at 94 in: o.c. #B at 124 in.. o.c. --------------------------------------------------------- ------------------ C�- r A o' C V- U J` 2 TM C,7p V e vv�. r ^,P_ S t U ( ti C►�A S1�^ 0 ^A,r., ail) , h1 w� I L4 vv moo.. rest ST 2., Le-- -{� 5 (� a, y =oo `rn.�-e,Y�l ��arr ✓t cj �� C• IrJ � - �-. I O �. 15 t Z uLe SfdL t Z � fir � � C t C i ens vnc� g r w� STI-Ac,fwo fT d �r adl%r KY\O„i S(J a4- b((4-�],ol4 = 3 0. 4tk (.�j C4 2, (4) .4 > cl W ���� I� , o, - �cl. ok [2_ (t) i5 4- 3 ��-� 01 o� h1 w� I L4 vv moo.. rest ST 2., Le-- -{� 5 (� a, y =oo `rn.�-e,Y�l ��arr ✓t cj �� C• IrJ � - �-. I O �. 15 t Z uLe SfdL t Z � fir � � C t C i ens vnc� g r w� STI-Ac,fwo fT d �r adl%r KY\O„i S(J a4- Retaining wall keynotes 1. 8" CMU wall - grout solid 2. 12" CMU wall -grout solid .-.3.- Wcll-drained granular backfill 4. 4" dia. perf. drain to daylight. 5. Slope to drain away from retaining wall G. Undisturbed soil Concrete shall attain a compressive strength of 2500 psi at 28 days. Masonry I'm = 1500 psi . Reinforcing steel shall be grade 40 , fy = 40 ksi - lap all bar splices minimum 40 bar diameters. - 53i8 iCl • �lt1�i2- - q- A�5z''ac 0 - +H HA�CyI�' Iz v e Na ` ��. REN. Retaining wall keynotes 1. 8" CMU wall - grout solid' 2. 12" CMU wall -grout solid 3. Wcll-drained granular backfill 4. 4" dia. perf drain to daylight 5. Slope to drain away from retaining wall 6. Undisturbed soil Concrete shall attain a compressive strength of 2.500 psi at 28 days. Masonry I'm = 1500 psi . Reinforcing steel shall be grade 40 , ry = 40 ksi - lap . all bar splices minimum 40 bar diameters. CJ • I. YA 3. o ARHA �tii IVo. 18693 yk . y� REN. o �% - Retaining wall keynotes 1. 8" CMU wall - grout solid 2: 12" CMU wall -grout solid 3. Wcll-drained granular backfill 4. 4" dia. perf. drain to daylight 5.. Slope to drain away from retaining wall G. Undisturbed soil Concrete shall attain a compressive strength of 2500 psi at 28 days. Masonry fin = 1500 psi. Reinforcing steel shall be grade 40 , fy = 40 ksi - lap all bar sDliccs minimum 40 bar diameters. 14 APPLICANT: OWNER: - PERMIT #: A. P. #: WORK DESCRIPTION: o� �• DATE DESCRIPTION OF STEP ! 12 6�6�y(n .. %/► IN �' Gi-� �W I e %JG �otJb � i PROJECT PROCESSING RECORD Job number )>E96060 t r. Structural calculations for Project >>Myers residence Plan >>Custom Name >>Better Builders Construction Address >>Butte County, California Y�. x 9:41 PM 7/24/96 Architectural Engineering Specialists 20 Constitution Drive Suite A s: Chico, California 95926 (916) 895-1125 9`w (916) 893-0532 Fax w Note: Reference plans by others. No judgement or opinion is rendered or implied regarding aspects of this structure not specifically noted herein. .i Z IoCJ 5um�lnCA ✓'o Gfi ��o-�.k- aVe-C/— ^ Coma^Co— 3, o rte, S S CGle,�t- ust 0�sf Z i • , Z �� �`ZZ= Z• Ilk' T- Z w � z Is.. Is wry- zZ.5-12, C.o3a� �3 moi' 3 �. r, w� ( Z �( i WAS z-�-z).oib +,o20 ._ Ia,Lbr 313 Cl SSBM 6 2:09 PM Rev 9-13-93 SIMPLE SPAN BEAM.- UNIFORM LOAD 7/10/96 Description >>RB -1, RB -2, RB -3 ---------------------------------GENERAL-------------------------------- Span (L) > 15.000 feet Repetetive'? > N Reduce shear for•bm depth > N Laterally supported (YIN) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 27.920. --------"------------------------ACTIONS--------------------------------- .. Uniform dead load > .164 kips/ft 51 $ TL Uniform live load > .160 kips/ft 49 $ TL Uniform total load > .324 kips/ft End reactions ........................... DL > 1.230 kips LL > . 1.200 kips . TL > _2.430 kips Design loads ............................ Total load moment (M) > 9.113 ft -kips Total load shear (V) > 2.430 kips --------------------------LUMBER DESIGN VALUES -------------------------- Base values Species Grade Fb Ft Fv Fc.L Fc9 E DFL N01 -BM .1350 675 . 85 625 925 1600000 .Size factor Cf > 1.000 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor.Cf > 1.000 Apply to FcL Repetitive member factor Cr > 1.000 Load duration factor Cd ) 1.250 Adjustment for lateral support > 1.000 Adjusted values Species Grade Fb Ft Fv Fc.L FcD E DFL NO1-BM 1688 675 10.6 625 925 1600000 --------------------------------BEAM DATA ------------------------------- Member width > 5.500 inches. Member depth > 11.250 inches Required' Actual Comment S (in'3) > 64.800 116.016 <ok> A (in -2) > 34.306 61.875 <ok> I (in -4). > 652.588 ----=-------------------------DEFLECTIONS------------------------------- Total load deflection > .353 inches L/ 509 <OK.> Live load deflection > .175 inches L/ 1031 <OK> Dead load deflection > .179 inches Minimum camber (glu-lams) >. .268 inches <1.5+DL deflection) Standard 2000'R camber > -.169 inches --------------------------CHECK MIN. BRG. AREA --------------------------- Minimum area > 3.888 in'2 Minimum length > .707 inches Assuming full width bearing 0 e SSBM 6 2:10 PM ------------------------------------------------------------------------ Rev 9-13-93. SIMPLE SPAN BEAM - UNIFORM LOAD 7/10/96 ------------------------------------------------------------------------ Description » RB -4 ---------------------------------GENERAL-------------------------------- Span (L) > 10.160 feet Repetetive ? > N Reduce shear for. bm depth > N Laterally supported (Y/N) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 27.920 --------------------------------ACTIONS--------------------------------- Uniform dead load > .369 kips/ft 48 % TL Uniform live load > .396 kips/ft 52 % TL Uniform total load > .765 kips/ft End reactions ........................... DL > 1.875 kips LL > .2.012 kips TL > 3.886 kips Designloads ............................ Total load moment (M) > 9.871 ft -kips Total load shear (V) > 3.886 kips. --------------------------LUMBER DESIGN VALUES --------------------------- Base values Species Grade Fb Ft Fv Fcl Fc, E .DFL NO1-BM 1350 675 85 625 925 1600000 Size factor Cf > 1.000 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor Cf > 1.000 Apply to FcL Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.250 c Adjustment for.lateral support > 1.000 Adjusted values Species Grade Fb Ft Fv Fcl F0 E DFL NO1-BM 1688 675 106 625 925 1600000 . --------------------------------BEAM DATA -------------------------------- .Member width > 5.500 inches Member depth > 11.250 inches Required Actual Comment S (in'3) > 70.193 116.016 <ok> A (in"2) > 54.864 61.875 <ok> I (in"4) > 652.588 ------------------------------DEFLECTIONS------------------------------- Total load deflection > .176 inches L/ 694 <OK> Live load deflection > .091 .inches L/ 1341 <OK> Dead load deflection > .095 'inches Minimum camber (glu-lams) > .127 inches <1.5*DL deflection) Standard 2000'R camber- > -.017 inches --------------------------CHECK MIN. BRG. AREA -------------------------- .Minimum area > 6.218 in -2 Minimum length > 1.131 inches Assuming full width bearing • w�. i � L tAJ 62- +1 - 0 0 1-, 0 7- 0 :::- - 1) 0 wZ, +1) .030 4-, oz -O 5,12.Sn (3.) Z�F-✓�-G 1, Zq-r - Q SSBM 6 9:48 PM Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 7/24/96 Description >> RB -5 --------------------------------- GENERAL ----_---------=------------------ Span (L) > 13.500 feet Repetetive ? > N Reduce shear for bm depth > N Laterally supported (Y/N) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 27.920 --------------------------------ACTIONS--------------------=------------ Uniform dead load > .279 kips/ft 49 $ TL Uniform live load > .292 kips/ft 51 $ TL Uniform total load > .571 kips/ft Endreactions ............................ DL > 1.883 kips LL > 1.971, kips TL > 3.854 kips Design loads ............................ Total load moment.(M) > 13.006 ft -kips Total load shear (V) > 3.854 kips -------------- =----------- LUMBER DESIGN VALUES -------------------------- Base values Species Grade Fb Ft Fv Fc1 F0 E DFL N01 -BM 1350 675 85 625 925 1600000 Size factor Cf > 1.000 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor Cf > 1.000 Apply to FcL Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.250 q Adjustment for lateral support > 1.000 Adjusted values _ Species Grade Fb Ft Fv Fc1 F0 E DFL NO1-BM 1688 675 .106 625 925 1600000 ----=--=--=---------------------BEAM DATA -------------------------------- Member width > 5.500 inches Member depth > 11.250 inches Required Actual Comment S (in"3) >' 92.502 116.016 <ok> A (in -2) > 54.413 61.875 <ok> I (in -4) > 652.588 ------------------------------DEFLECTIONS------------------------------- Total load deflection > .409 inches L/ 396 <OK> Live load deflection > .209 inches L/ 775 <OK> Dead load deflection > .200 inches Minimum camber (glu-lams) > .300 inches <1.5+DL deflection> Standard 2000'R camber > - .137 inches --------------------------CHECK MIN. BRG. AREA -------------------------- Minimum area > 6.167 in -2 Minimum length > 1.121 inches Assuming full width bearing 0 W�9.Q' IZ�Z�,oi� O-W-/ PIRM olz d i '�lU+fin �(j-1 SSBM 6 3:20 PM :....Rev 9-13-93 SIMPLE'SPAN BEAM - UNIFORM LOAD 7/10/96 • Description >> DB -1 ---------------------------------GENERAL-------------------------------- Span (L) > 15.000 feet Repetetive ? > N Reduce shear for bm depth > N Laterally supported (Y/N) > Y lu > .000 feet le > .000 feet . Slenderness factor Cs > .000 Ck > 27.920 --------------------------------ACTIONS--------------------------------- Uniform dead load > .075 kips/ft 24 % TL Uniform live load > .240 kips/ft 76 % TL Uniform total load > .315 kips/ft End reactions ........................... DL. > .563, kips LL > 1.800 kips TL > 2.363 kips Design loads ............................. Total load moment (M) > 8.859 ft -kips Total load shear (V) > 2.363 kips LUMBER DESIGN VALUES-------------------------- Base values Species Grade Fb Ft Fv Fcl Fcll E DFL -NO1-BM 1350 675 8.5 625 925 1600000 Size factor Cf > 1.000 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor Cf > 1.000 Apply to Fc� Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.000 a Adjustment for lateral support > 1.000 Adjusted values Species Grade Fb Ft Fv Fcl Fcll E DFL NO1-BM 1350 675 85 625 925 1600000 --------------------------------BEAM DATA ------------------------------- Member width > 5.500 inches Member depth > 11.250 inches Required Actual Comment .S (in -3) > 78.750 116.016 <ok> A (in -2) > 41.691 61.875 <ok> I (in -4) > 652.588 --=--------------------------- DEFLECTIONS ---------- --------------------- Total load deflection > .344 inches L/ 524 <OK> Live load deflection > .262 inches L/ 688 <OK> Dead load deflection > .082 inches Minimum camber (ylu-lams) > .123 inches <1.5*DL deflection> Standard 2000'R camber > -.169 inches --------------------------CHECK MIN. BRG. AREA--------------------------, Minimum area > 3.780 in -2 Minimum length > .687 inches Assuming full width bearing • ID S) 4-, DIE. r IZ File >GIRDER 3:16 PM 7/10/96 ------------------------------------------------------------------------ Rev 6-22-95 Typical floor girder • ---- Description->> -----FG-1 -------------------------------------------------- » ------------------------------General data ----------------------7------- w uniform > .590 kips/ft Support spacing > 5.330 feet Soil brg. cap. > 1.500 ksf Try > 3.500 in. s 7.250 in. girder --------------------------Lumber design values --------------------------- Base values _ Species Grade Fb Ft Fv Fcl Fcll E DFL NO2 875 575 95 625 1300 1600000 Member width > 3.500 inches Member depth > 7.250 inches Repetitive (y/n)? > n Size factor Cf (apply to Fb) > 1.300 Size factor Cf (apply to Ft) > 1.200 Size factor Cf (apply to Fc L) > 1.050 Repetitive member factor Cr > 1.000 Adjusted values Species Grade Fb Ft Fv Fcl Fcll E. DFL X02 1137.500 690.000 95.000 625.000 1365.000 1600000. ---------- ----------------------- Summary ------------------------------- .....S req > 22.103 in'3 S > 30.661 in -3 <ok> A req > 24.827 in -2 A > 25.375 in'2 <ok> I > 111.148 in"4 Total load deflection > .060 inches <ok> --------------------------------Footings-------------------------------- Reaction > 3.145 .kips Footing size > 18.223 -inches square . . 12.000 inches deep L� co 1,.k . 0. I fZefaf y LA)q jRe -jai vi(VI at c2✓aqe Ve � � �I e. Su rc,(� 2 �yc 2. � � �1" 3' � rti• w � 1 I +I qz, GoSo) /3(o Soppo�RJ +gyp 211C� 6D t+<,1,,,, s 4-, 0/'62, oil g, o' cit bAS-C K -e— Ue,kjc..►P- sV✓JCAA�,e �GLx1U� .LZ�Z� WSJ CS -,el -z— .030 + rlbf/-67>.�,¢Zk��max � 0Nk �.�► �� Iexp = 0 3 o IGF C �- kfs 0 ., Cv,o , f�, o t 0- o • 000' 000 000' OOL'i 000' 000' E Oo0' 000' oOo' o0L'i 0o0' 000' Z [t0' 9Z6' "E' OOL'I 9ZZ' 00016I 1 sv aW nW i043e3 W Z.P#q juadb S ..... - 000' 000' 000' OOo' 000' 01 Oo0' E 000' 000' Ooo' 000' 000' 01 000' Z OOS'S 000'6 000'9 006'. 0001 04 000' 1 P '%eW. P ien4ov I ieng3V IPM Judas guambas auo uegg atom asn goo op - sIIeM batulegai pagioddns batabTsap uagA :agog --------------------------------- viva 17vm ------------------------------ MIT < m isdoo00006Z < s3...... IsI 000'06 < A; tsV ooS'Z. < 3i3 ---agai3uo0--- OSE' 05E' < '3;803 batptls leiageq OSZ' ggdaP g3/3s4 OSZ' <('ztioq) aAlssed aigeMoily OOS'I Isl 00S'i < (*pu) aAlssed algeMoliV 4ndul paQllap iesn L < steliagem 10 s9ei0 ml?osm ------------------------sassuZS HIM RIUMOIly ----------------------- BUIPPOI pntM/avenbgp03 M 000' < PEOT ielagel mlo;iun SOS' 000'[ al3igaA 0o0'Z --------------------------------------------- ggblaq . IIeM og gaammon d diequns a3uegsta. abieg3ins 334 SSO' < d33 Ie401 3oX Oo0' <abieg3ins III143eq hidoIS I34 SSo' < ainssaid pint; gnaleAT03 43/sdtx ols' < mnmraem IIA + IPM g3/sd?4 000' < mnmlatm IPM --------------------------------- MGM --------------------------------..... - 134 011' < gg6iaM IIoS Ie3T11aA 0 Ie4uozlio8 0 < adols IIIIX3e8 ainssaid IIoS <= Z a4?nbpJea/PUTM <= I Z <addg peol Ieiagej PajaAallgugo <= Z pagioddns <: I I < adA4 IIeM ------------------------------Viva imug ------------------------------ PaUTejaJ ,p« • iagamliad a6mb le ITEM bulategas« uotgd.Tnsaa ------------------------------------------------------------------------ 96/1 /L IIeM buralegai.aIMUOD [6 -TZ -6 Aad ------------------------------------- =---------------------------------- Wv 66:9 E13003 k1 ----------------------------WALL REINFORCING ---------------------------- Segment 1 Horiz. As min. > .240 in'2 Vert. As min. > ,144 in'2 •Calculated As > .043 in'2 Vertical Horizontal #4 at' 16 in. o.c. #4 at 9 in, o.c. #5 at 16 in. o.c. #5 at 15 in. o.c. #6 at 18 in., O.C. #6 at 18 in. o.c.. #7 at 18 in. o.c. #7 at 18 in. o.c. #8 at 18 in. O.C. #8 at 18 in. o.c. Segment -2 Horiz. As min. > .000 in'2 Vert. As min. > ..000 in'2 Calculated As > .000 in'2 Vertical Horizontal 14 at 0 in. o.c. #4 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0• in. o.c. #6 at 0 in. o.c. #7 at 0 in. o.c... 11 at 0 in. o.c. #8 at 0 in. o.c.. #8 at 0 in. o.c. Segment 3 Horiz. As min. > .000 in'2 Vert. As min. > .000 in'2 Calculated As > .000 in'2 Vertical Horizontal #4 at 0 in. o.c. #4 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. o.c. #6 at 0 in. o.c. #7 at 0 in. o..c. #7 at 0 in. O.C. #8 at 0 in. o.c. #8 at 0 in. o.c. ------------------------------FOOTING DATA ----------------------------- 'Toe length' > . .500 feet Safety factor > N/A Heel length >. .503 feet Soil pressure > .828 Minimum footing length > .000 feet Actual footing length (L) > 1.670 feet Footing depth > 12.000 inches ----------------------OVERTURNING AND SOIL PRESSURE --------------------- Consider ftg depth for gross OTM and sliding ? (Y/N) > Y Overturning moment (OTM) > .000 ft -kips . W Arm Moment Wdl min. .000 kips .833 feet :000 ft -kips Wd1+Wll .510 kips .833 feet .425 ft -kips Segment 1 .400 kips .833 feet .333 ft -kips Segment 2 .000 kips .833 feet .000 ft -kips Segment 3 .000 kips .833 feet .000 ft -kips Soil .221 kips 1.418 feet .314 ft -kips_ Ftg =----------------------------------------------------------------------- .251 kips .833 feet .209 ft -kips EWdl min> .872 kips - EMdl min> .857 ft -kips -.-EWdl+Wll> 1.382 kips EMdl+Wll> 1.282 ft -kips • -- ---------------OVERTURNING AND SOIL PRESSURE CONT ---------------- ZMdI min./OTM > N/A < 1.5 <OK> Eccentricity (e) > :000 feet <A/2-(LM-OTM/EW)> L/6 > .278 feet L' > .000 feet <3*L/2-e> Resultant within middle third of footing Maximum soil pressure > .828 ksf <ZWtl/A + 6+Wtl*e/A'2> Minimum soil pressure > .828 ksf ----------------------------HEEL/TOE DESIGN ----------------------------- ---Heel design---. Heel length > .503 feet M > .056 ft -kips d > .000 inches As min. > .000 in'2 #4 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. o.c. #7 at 0 in. o.c. #8 at. 0 in, o:c. ---Toe design --- Toe length > .500 feet Max soil pressure > .828 ksf :... Soil pressure at face of wall > .828 ksf M mag at face of wall > .103 ft -kips d- > .000 inches As min. > .000 in'2 .#4 at 0 in, O.C. #5 at 0 in. o.:c. #6 at 0 in. M. . #7 at 0 in. o.c. #8 at 0 in. o.c. -------------------LONGITUDINAL FOOTING REINFORCEMENT--= --- ------------- _ As.min . > .481 in'2 . 3 A4 bars 2 #5 bars 2 #6 bars 1 #7 bars 1 #8 bars U -----------------------------LATERAL SLIDING ---------------------------- -Rt > .202 kips/ft Rb > .349 kips/ft Lateral sliding coeff. > .350 .305 'kips/ft Lateral sliding.resistance> .000 .000. kips/ft Allowable passive pressure > .250 ksf/ft depth Lateral passive pressure provided > .125 kips/ft (Footing only) Net resistance provided. ) .430 kips/ft (Footing only) Factor of safety- > 1.233 NO GOOD! Concrete slab at base of wall ? > N Thickness > .000 inches Width of slab .> .000 feet Resistance provided by slab > .000 kips/ft Total resistance > .430 kips/ft Shear key must provide > .093 kips lateral resistance Equivalent depth of shear key > 4.747 feet (Maximum 15'> Allowable passive pressure > 1.187 ksf <at base of key> Allowable passive pressure > 1.208 ksf <at bottom of key> Shear key required depth > 1.000 inches Shear key moment > .004 ft -kips Shear key thickness > .000 inches d > .000 inches :...As min. > .000 in"2 #4 at 0 in. o.c. #5 at 0 in. o.c. #b at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in..o.c. ------------------------------------------------------------------------ r] ZD CONCRET3 8:50 -AM --------------------------------------------------------------------=--- Rev 9-21-93 Concrete retaining wall 7/ 1/96 ------------------------------------------------------------------------ Description )>Retaining wall at garage perimeter >)6' retained ------------------------------GENERAL DATA ------------------------------ Wall type > 1 1 => Supported 2 =) Cantilevered Lateral load type) 2 1 =) Wind/earthquake 2 => Soil pressure 'Backfill slope > 0 Horizontal 0 Vertical Soil weight > .110 kcf -------------------------------- LOADING ------------------- -------------- Wdl minimum > .000 kips/ft , Wdl + Wll maximum > .5I0 kips/ ft ct 2 0 Equivalent fluid, pressure ) .055 kcf Sloping backfill surcharge) •.000 kcf .Total EFP - > :055 -kcf _ -Surcharge Distance Surcharge P Comment to wall height --------------------------------------------- 2.000 Vehicle 3.000 .505 Uniform lateral load > .000 ksf Earthquake/wind loading -----------------------ALLOWABLE DESIGN STRESSES ------------------------ ***Soil***- Class of materials > 7 User defined Input Allowable passive (vert.). > 1.500 ksf 1.500 Allowable passive (horiz.)> .250 ksf/ft depth .250 Lateral sliding coeff. > .350 .350 ---Concrete--- .f'c > 2.500 ksi fy > 40.000 ksi Es > 29000000psi m ) 18.824 -------------------------------WALL DATA -------------------------------- Note: When designing supported retaining walls - do not use more than one segment Segment wdl Actual t Actual d Max. d 1 .000 to 6.000 .600 8.000 4.000 .5.500 2 .000 to .00.0 .000 .000. .000 .000 3 .000 to .000 .000 .000 .000 .000 Segment bxd-2 M Factor Mu Mn As 1 192.000 :762 1.700. 1.295 1.439 .147 2. .000 .000 1.700 .000 .000 .000 3 . .000 :000 1.700 .000 .000 .000' ----: -----------------------WALL REINFORCING ---------------------------- Segment 1 Horiz. As min. > .240 in'2 Vert. As min. > .144 in'2 Calculated As > .147 in'2 Vertical Horizontal #4 at ' 16 in.' o.c. #4 at 9 in: o.c. #5 at 18 in. o.c. #5 at 15 in. o.c. #6 at- 18 . in. o.c. '#6 at ` 18 in. o.c. #7 at 18 in. o.c. #7 at 18 in. o.c. #8 at 18 in. o.c. Rat 18' in. o.c. Segment 2 Horiz. As min. > .000 in'2 .Vert. As min. >. .000 in'2 Calculated As > .000 in'2 Vertical Horizontal #4 at 0 in. o.c. #4 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. o.c. #6 at 0 in. o.c. #7 at . 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. o.c. #8 at 0 in. O.C. Segment 3 Horiz. As min. > .000 in'2 Vert. As min. > .000 in'2 Calculated As > .000 in'2 Vertical Horizontal #4 at 0 in. o.c. #4 at A in. o.c. #5 at 0. in. o.c. #5 at 0 in. o..c. 16 at 0 in. o.c. #6 at 0 in. o.c. #7 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 . in. o.c. #8 at 0 in. o.c. ------------------------------FOOTING DATA ------------------------------ Toe length > .500 feet Safety factor > N/A Heel length > .503 feet Soil pressure > 1.164 Minimum footing length > .000 feet Actual footing length (L) > 1.670 feet Footing depth > -24.000 inches ------------------- --OVERTURNING AND SOIL PRESSURE* Consider ftg depth for gross.OTM and sliding ? (Y/N) > Y Overturning moment (OTM) > .000 ft -kips W 'Arm Moment -------------------------------------- --------- 7 ------ ------------------- Wdl min. .000 kips .833. feet .000. ft -kips Wdl+Wll . -.510 kips .833 feet .425 ft -kips Segment 1 .600 kips .833 feet .500 ft -kips Segment 2 .000 kips .833 feet .000 ft -kips Segment 3 .000 kips .833 feet .000 ft -kips Soil .332 kips 1.418 feet .471 ft -kips .Ftg .501 kips .835 feet .418 ft -kips -------------------------- ------------------------------ ZWdl min> 1.433 kips - EMdl min> 1.390 ft -kips EWdl+Wll> 1.943 .kips EMd1+Wll> 1.815 ft -kips • v,a,( to I , 1--S f ° K- 'L ( . Zz -------------OVERTURNING AND SOIL PRESSURE CONT.--------------- EMdI min./OTM > N/A < 1.5 (OK) Eccentricity (e) > .000. feet (A/2-(EM-OTM/EW)> L/6 > .278 feet L' > .000 feet . <3*L/2-e> Resultant within middle third of footing Maximum soil pressure > 1.164 ksf <EWtl/A + 6*Wtl+e/A"2> Minimum soil pressure > 1.164 ksf ----------------------------HEEL/TOE DESIGN ----------------------------- ---Heel design --- Heel length > .503 feet M > .084 ft -kips d > .000 inches As .min. > .000 in"2 #4 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. o.c. ---Toe design --- Toe length > .500 feet Max soil pressure > 1.164 ksf Soil pressure at face of wall > 1.164 ksf M max at face of wall > .145 .ft -kips d > .000 inches As min. > .000 in'2 #4 at 0 in, o.c. #5 at 0 in. o.c. 16 at 0 in. o.c. #7 at 0 in.: o.c. #8 at 0 in. o.c. -------------------LONGITUDINAL FOOTING REINFORCEMENT ------------------- -As min. > .962 in -2 5 #4 bars 4 #5 bars 3 #6 bars 2 #7 bars 2. #8 bars Z� -------------------------- --LATERAL SLIDING ---------------------------- Rt' > .413 kips/ft Rb > .743 kips/ft Lateral sliding coeff. > .350 .502 kips/ft Lateral sliding resistance) .000 .000 'kips/ft Allowable passive pressure > '.250 ksf/ft depth Lateral passive pressure provided > .500 kips/ft <Footing only> Net resistance provided > 1.002 kips/ft. <Footing only) Factor of safety > 1.347 NO GOOD! Concrete slab at base of wall ? > N Thickness > .000 inches Width of slab > .000 feet Resistance provided by -slab. > .000 kips/ft Total resistance > 1.002 kips/ft Shear key must provide > .113 kips lateral resistance Equivalent depth of shear key > 7.802 feet <Maximum 15'> Allowable passive pressure > 1.950 ksf, <at base of key> Allowable passive pressure > 1.971 ksf <at bottom of key> Shear key required depth > 1.000 inches. Shear key moment' > .007 ft -kips Shear key thickness > .000 inches, d > .000 inches As min. > .000 in"2 #4 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. o.c. ------------------------------------------=----------------------------- CONCRET3 8:52 AM ---------------------------------------------------=-------------------- Rev 9-21-93 Concrete retaining wall 7/ 1/96 --------------------------==-----------------------=-------------------- Description >>Retaining wall.at garage perimeter »8' retained ------ ------------------- ---GENERAL DATA --------- =-------------------- Wall type > 1 1 => Supported 2 =>. Cantilevered Lateral load type> 2 1 => Wind/earthquake 2 => Soil pressure Backfill slope > 0 Horizontal 0 Vertical .Soil weight > .110 kcf. --------------------------------- LOADING --------------------------------- Wdl minimum > .000 kips/ft , Wdl + Wll maximum > .510 kips/ft -7 0 Equivalent fluid pressure > .055 kcf Sloping backfill surcharge> .000 kcf. Total EFP > .055 kcf Surcharge Distance Surcharge P Comment to wall height ---------- ---------------------- ------------- 2.000 Vehicle 3.000 .505 Uniform lateral load > .000 ksf Earthquake/wind loading -----------------------ALLOWABLE DESIGN STRESSES------------------------ ** Soil*** Class of materials > 7 User defined Input Allowable passive (vert.) > 1.500 ksf 1.500 Allowable passive (horiz.)> .250 ksf/ft depth .250 Lateral sliding coeff. > .350 .350 ---Concrete--- f'c > 2.500 ksi fy > 40.000 ksi Es > 29000000psi m > 18.824. -------------------------------WALL DATA -------------------------------- :Note: When designing supported retaining walls - do not use more than one segment Segment wdl Actual t Actual d Max. d 1 .000 to 6.000 .800 8.000 4.000 5.500 2 .000 to .000 .000 .000 .000 ...000 3 .000 to .000 .000 .000 .000 .000 Segment bid"2 M Factor Mu Mn As 1 192.000 1.806 1.700 3.070 3.411 .270 2 .000 .000 1.700 .000 .000 .000 3 .000 .000 1.700 .000 .000 .000 • ---------------------------- WALL REINFORCING --------------' Soomout l Horix. As min. > ,240 iu'2 Vert. As min. > .144 iu'2 Calculated As > .DV io^2 Vertical Horizontal `#4 at 8 in. o.C. 14 at 9 in. V.C. - AS at 13 in. O.C. #5 at 15. in. V.C. #6 at 0 in. V.c. #6 at lO in. O.t. #? at 18 in. o.o. #Y at 18 in. V.C. #8 at 18 in. o.c. #8 at. 18 in. o,o. ' Segment Uoc x. As min. > ,NN iu^2 ' _ Vert. &0min. > .000 in^2 Calculated As > -.NN io^2 -VectiCal Horizontal - #4 atO in., O.o. .#4 at O in. V.o. #5 at O in. O,C. 85 at O in. V.C. #6 at V'in. O.C. #6 at O in. V.o. #7 at 0 in. o.o. @7 at 0 in. o.C. #8 at O in. o.x, 18 at O in. o.o. .Segment 3 Horix. As min. > .00O iu^2 Voc . Ku mio. } .00V iu'2 Calculated As > .000 in7 Vertical Horizontal #4 at I. in. V,C, #4 at. 0 iD. u.c. #5'a1 O iu.V.C, #5 at O in. V.C. #6 at V in. V.C. #6 at V in. O.C. #7 at O in. o.x. 07 at V in. V.x. @8 at O in. o.o. #8 at O in. o,:. ------------ ------- FOOTING -DATA ---------------- Toe lrxntb —"— > .��� feet 8afoEv f�C�Or > —'`~ WN (. `- Del length > .542 feet Soil yrouomro > 1.01 Minimum footing length Actual footing length /Q . , ' Jootiun 800tb > 00 inches _- ----------------------- OVERTURNING AND SOIL 808800----------- UmxiUoc fbg depth for gomV OT0 and sliding ? (Y/8) > Y Overturning moment (0T8[ > ,VVV ft -kips N Arm Moment ------------------ Wd\ min.. ,000 kips ______________________ .875 feet .-000 -ft-kips W0l+W11 .BV. kips .875 feet ,446 ft -kips Segment l .800 kiys .875 feet ..7OV. [t -kips Segment 2 ,000 kips. ,875 feet .00V ft -kips Segment } .000 kips .875 feet- .VOO ft -kips Soil .477 kips 1.479 feet ,705 ft -kips yh. ,788 _____________________________________ kips .875. -feet .689 ft-kips 0Nl mio> 2.064 k' ' %&d ' mi > 2-094 ft-kipsEWdl+Wll> _ 2.574 kips EMdl+Wll> 2.540 ft -kips j M ------------------OVERTURNING AND SOIL PRESSURE CONT ---------------- EMdl min. /OTM > N/A < 1.5 <OK> Eccentricity (e) >. .000 feet. <A/2-(EM-OTM/EW)> L/6 > .292 feet • L' > .000 feet <3*L/2-e> Resultant within middle third of footing Maximum soil pressure >. 1.471 ksf rEWtl/A + 6*Wtl*e/A"2> ..Minimum soil pressure > 1.471 ksf ----------------------------HEEL/TOE DESIGN ----------------------------- ---Heel design --- Heel length > .542 feet M > .129 ft -kips d > ,.000 inches As min. > .000 in"2 #4 at 0 in. o.c. . #5 at 0 in. o.c. #6 -at 0 in. o. -c. #7 at 0 in. o.c. #8 at -0 in. o.c. ---Toe design --- Toe length > :542. fleet Max soil pressure > 1.471 ksf Soil pressure -at face of wall > 1.471 ksf M max at face of wall > .216 ft -kips d > .000 inches As min. > .000 in -2 #4 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. o.c. -------------------LONGITUDINAL FOOTING REINFORCEMENT--------=---------- As min. > 1.512 in -2 8 #4 bars 5 #5 bars 4 #6 bars 3 #7 bars 2 #8 bars 40 -----------------------------LATERAL SLIDING ---------------------------- Rt > .698 kips/ft Rb > 1.284 kips/ft , Lateral sliding coeff. > .350' .723 kips/ft Lateral sliding resistance> .000 :000 kips/ft Allowable passive pressure > .250 ksf/ft depth Lateral passive pressure provided > 1.125 kips/ft <Footing only> Net resistance provided > 1.848 kips/ft <Footing only> Factor of safety > 1.438 NO GOOD! Concrete.slab at base of wall ? > N Thickness > .000 inches Width of slab > .000 feet Resistance provided by slab > .000 kips/ft Total resistance > 1.848 kips/ft Shear key must provide > .079 kips lateral resistance Equivalent depth of shear key > 10.724 feet <M&xima& 15'> Allowable passive pressure > 2,381 ksf <at base of•kvy> Allowable passive pressure > 2.702 ksf cat bottom of key) Shear key required depth > 1.000 inches Shea; key moment > .009 ft -kips.. Shear key thickness > .000 inches d > .000. inches - As min. > .000 in'2 #4 at 0 in. o. c. $5 at '0 -in. o.c. at 0 in. D.C. #7 at' :0 in. o.c. R at 0 in. D.C. ------------------------------------------------------------------------ • 2') CONCRET3 9:02 AM Rev 9-21-93 Concrete retaining wall 7/ 1/96 --------------------------------------------------------------------- • Description >>Typical.cantilevered wall at basement >>4' retained ------------------------------GENERAL DATA ----=------------------------- Wall type- > 2 1 => Supported 2'=> Cantilevered Lateral load type> 2 1 => Wind/earthquake 2 => Soil pressure Backfill slope, > 0 Horizontal 0 Vertical Soil weight > .110 kcf -------------------------------- LOADING --------------------- ------------ kidl minimum > .000 kips/ft Wdl + W11maximum > 1.420 kips/ft Equivalent fluid pressure > .030 kcf Sloping backfill surcharge> .000 kcf Total EFP. > .030 kcf :Surcharge Distance Surcharge P Conment to wall height .000 3.000 .000 Uniform lateral load > .000 ksf Earthquake/wind loading ---------------------ALLOWABLE DESIGN STRESSES----------- - ---------- ***Soil*** Class of materials > 7 User defined Input Allowable passive (vert.) > 1.500 ksf 1.500 Allowable passive (horiz.)> .250 ksf/ft depth .250 Lateral sliding coeff. > .350 .350 ---Concrete--- Pc > 2.500 ksi fy > 40.000 ksi Es > 29000000psi M. > 18.824 ----------------------------WALL DATA -------------------------------- Cantilevered wall may use varying thickness segments ... Segment wdl Actual t Actual d Max. d 1 .000 to 4.000 .400 8.000 4.000 5.500 2 .000. to .000 .000 .000 .000 .000 3 .000 to .000 .000 .000 .000 .000 Segment btd'2 M Factor Mu Mn As -- 1 192:000 .320 1.700 544 .604 .061 2 .000 .000 1.700 .000 .000 .000 3 .000 .000 1.700 300 .000 .000 • .2� ----------------------------WALL REINFORCING-----------------7---------- Segment 1 Horiz. As min. > .240 in'2 .Vert. As min. > .144 in-2 Calculated As > .061 in'2 Vertical Horizontal #4 at 16 in. o.c. #4 at 9 in. o.c. #5 at 18 in. o.c. #5• at 15 in. o.c. #6 at 18 in. o.c. #6 at 18 in. o.c. #7 at 18 in.. o.c. #7 at 18 in. o.c. #8 at 18 in. o.c. #8 at 18 in. o.c. Segment 2 Horiz. As min. > :000 in'2 Vert. As-min. > .000 in'2 Calculated As > .000 in'2 Vertical Horizontal #4 at 0 in. o.c. #4 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. o.c. #6 at -0 in. o.c. #7 at 0 in. o.c. #7 at 0 in. o.c. #8 at_ 0 in. o.c. #8 at 0 in. o.c. Segment 3 Horiz. As min. > .000 in'2 Vert. As min. > .000 in'2 Calculated As > .000 in'2 Vertical Horizontal #4 at. 0 in. o.c. 44 at 0. in. o.c. #5 at 0 in. o.c. #5 at 0 in..o.c. Olt 0 in. o.c. 16 at 0 in. o.c. #7 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. o.c. #8 at 0 in. o.c. ------------=----------------FOOTING DATA------------------------------ Toe length > .830 feet Safety factor > 2.518 Heel length > .833 feet Soil pressure > 1.479 Minimum footing length > .000 feet Actual footing length (L) > 2.330 feet --Footing depth > 12.000 inches ----------------------OVERTURNING AND SOIL PRESSURE --------------------- Consider.ftg depth for gross OTM and sliding ? (YEN) > Y Overturning moment (OTM) > .625 ft-kips FI Arm Moment Wdl min. .000 kips 1.163 'feet .000 ft-kips Wdl+Wll 1.420 kips 1.163 feet 1.652 ft-kips. Segment 1 .400 kips 1.163 feet .465 ft-kips Segment 2 .000 kips 1.163 feet .000 ft-kips Segment 3 .000 .kips 1.163 feet .000 ft-kips Soil .367 kips 1.913 feet .702 ft-kips Ftg .350 kips 1.165 feet :407 ft-kips EWdl min> 1.116 -kips EMdl min> 1.514 ft-kips EWd1+Wll> 2.536 kips EMd1+Wll> 3.226. ft-kips . 0 . 30 --- --------OVERTURNING AND SOIL PRESSURE CONT ---------------- Z.Mdl min./OTM > 2.518 > 1.5 <OK> Eccentricity {e) > .139 feet <A/2-(EM-OTM/EW)> L/6 > ..388 feet L' > 3.077 feet <3*L/2-e> Resultant within middle third of footing .Maximum soil pressure > 1.479 ksf <EWtl/A + 6*Wtl*e/A'2> Minimum soil pressure > - .698 ksf ----------------------------HEEL/TOE DESIGN ----------------------------- ---Heel design-­ Heel esign Heel length > .833 feet M > .153 ft -kips d > 8.000 inches As min. > .014 in'2 #4 at 48 in. o.c. #5 at 48 in. o..c. #6. at 48 in. o.c. #7 at 48 in. o.c. 18 at 48 in. o.c. ---Toe design Toe length > .830 feet Max soil pressure > 1.479 ksf Soil pressure at face of wall > 1.080 ksf, M max at face of wall > .464 ft -kips d > 8.000 inches As min. > .044 in'2 _ . Kat 48 in. O.C. 15 at 48 in. o.c. #6 at 48 in. o.c. #7 at 48 in. o.c. #8 at 48 in. o.c. ------------=------LONGITUDINAL FOOTING REINFORCEMENT ------------------- As min. > .671 in'2 4 #4 bars 3 #5 bars 2 #6 bars 2 - #7 bars 1 #8 bars • -----------------------------LATERAL SLIDING ----------------------------- Rt > .000 kips/ft Rb > .315 kips/ft Lateral sliding coeff. > .350 .391 kips/ft ..Lateral sliding resistance> .000 .000 kips/ft Allowable passive pressure . > ,250 ksf/ft depth Lateral passive pressure provided > .125 kips/ft (Footing only> Net resistance provided > .516 kips/ft' (Footing only> Factor of'safety > 1.315 NO GOOD! Concrete slab at .base of wall ? > y Thickness > 4.000 inches 'Width of slab > 36.000 feet Resistance provided by slab > .630 .kips/ft Total resistance- > 1.146 kips/ft .Shear key must provide > -.583 kips lateral resistance Equivalent depth of shear key > 4.355 feet (Maximum 15'> Allowable passive pressure > 1.089 ksf <at base of key) Allowable passive pressure > 1.089 ksf <at bottom of key> Shear key required depth > .000 inches Shear key moment > ..000 ft -kips Shear key thickness > .000 inches d > .000 inches As min. > 0.00 in"2 $4 at 0 in, o.c. $5 at 0 in. o.c. $6 at 0 in. o.c. $1 at 0 in: o.c. , $8 at 0 in. O.C. -------------------------------------------------------------=---------- ..• -37 CONCRET3 9:03 AM -Rev-9-21-93 Concrete retaining wall 7/ 1/96 -------------------------------7 --------------------------------------- 4Description ))Typical cantilevered wall at basement »6' retained ------------------------------GENERAL DATA -----=------------------------ Wall type > 2 1 => Supported 2 => Cantilevered Lateral load type) 2 1 =) Wind/earthquake 2 => Soil pressure Backfill slope > 0 Horizontal 0 Vertical Soil weight > .110 kcf --- ---------- ---------------- LOADING --------- ------------------------ Wdl minimum > .000 kips/ft Wdl +_ X11 maximum > 1.420 kips/ft Equivalent fluid pressure > .030 kcf ...Sloping backfill surcharge) .000 kcf Total EFF >. .030 kcf Surcharge Distance Surcharge P Comment to wall height .000 3.000 .000 Uniform lateral load > .000 ksf Earthquake/wind loading -----------------------ALLOWABLE DESIGN STRESSES ------------------------ ***Soilt** Class of. materials > 7 User defined I-Aput Allowable passive (vert.) > 1.500 ksf 1.500 Allowable passive (horiz. )> .250 ksf/ft depth .250 Lateral sliding coeff. > .350 .350 ---Concrete--- P C >- 2.500 k$i fy > 40.000 ksi Es > 29000000psi M > 18.824 --------------------------- WALL DATA------- ----------------------- Cantilevered wall may use varying thickness segments Segment wdl Actual.t Actual d Max. d 1 .000 to 6.000 .600 8.000 4.000 5.500 2 - .000 to .000 .000 .000 .000 .000 3 .000 to .000 .000 .000 .000 .000 Segment b#d'2 M Factor Mu Mn As 1 192.000 1.080 .1.700 1.836 2.040 .210 2 .000 .000 1.700 .000 .000 .000 3 .000 .000 1.700 000 .000 .000 • ----------------------------WALL REINFORCING ---------------------------- Segment 1 Horiz. As min... > .240 in"2 Vert. As min. > .144 in-2 • Calculated As > .210 in'2 Vertical Horizontal #4 at 11 in. o.c. 14 at 9 in. o.c. #5 at 17 in, o.c. #5 at 15 in. o.c. #6 at 18 in. o.c. #6 at 18 in. o.c. #7 at 18 in. o.c. #7 at 18 in, o.c. #8 at• 18 in. o.c. #8 at 18 in. o.c. Segment 2 Horiz. As min. > .000 in"2 Vert. As min. > ..000 in-2 Calculated As > - .000 in"2 Vertical Horizontal #4 at. 0 in: o.c. 44 at 0 in. o.c. #5 at. 0' in. o.c. #5 at 0 in. o.c. #6• at 0 in, o.c. #6 at 0 in. o.c. #7 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. o.c. #e at 0 in: o.c. Segment 3 Horiz. As min. > .000 in'2 Vert. As min. > .000 in"2 Calculated As > .000 in'2 Vertical Horizontal #4 at 0 An. o.c. 44 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. o.c. #6 at A in, o.c. #7 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. 04. #8 at .0 in, o.c. ---------------------- = ---FOOTING DATA ----------------------------- Toe length > 1.330 feet Safety factor > 2.309 Heel length > 1.253 feet Soil pressure > 1.487 Minimum footing length > .000 feet Actual footing length (L) > 3.250 feet Footing depth > .12.000 inches -------------------- OVERTURNING AND SOIL PRESSURE--------------------- Consider ftg depth for gross OTM and sliding ? (Y/N) > Y Overturning moment (OTM} > 1.715 ft-kips W Arm Moment Wdl min. .000 kips 1.663 feet .000 ft-kips Wdl+Wll 1.420 kips 1.663 feet 2.362 ft-kips Segment 1 .600 kips 1.663 -feet .998 ft-kips Segment 2 .000 kips 1.663 feet .000 ft-kips- .Segment t-kips.Segment 3 .000 kips 1.663 feet .000 ft-kips Soil .827 kips 2.623 feet 2.170 ft-kips Ftg :488 kips 1.625 feet .792 ft-kips EWdl min> 1.915 kips EMdI min> 3.960 ft-kips . EWdl+Wll) 3.335 kips EMdl+Wll> .6.322 ft-kips • ------------------ OVERTURNING AND SOIL PRESSURE CONT ---------------- EMdl min./OTM > 2.309 > 1.5 <OK> Eccentricity (e) > .243 feet_ 4/2-(EM-OTM%EW)> • 1/6 > .542 feet L' > 4.145 feet <3*L/2-e> _.._Resultant within middle third of footing Maximum soil pressure >. 1.487 ksf <EWtl/A + 6'Wt1+e/A'2> Minimum soil pressure >. .565 ksf ----------------------------REEL/TOE DESIGN ---------------------------- --Reel design --- Reel length > 1.253 feet M > .518 ft -kips d > 8.000 inches As min. > .049 in"2 #4 at 47 in. o.c. #5 at 48 in. O.C. #6 at- 48 . in. o.c. #7 at 48 in. o.c. #8 at - 48 in. o.c. ---Toe design --- Toe length > 1.330 feet Max soil pressure - > 1.487 ksf Soil pressure at face of wall > 1.010 ksf M max at face of wall > 4175 ft -kips d > .8.000 inches As min. > .112 in'2 #4 at 21 in. o.c. #5 at. 32 in. o.c. #6 at 47 in. o.c. #7 at 48 in. o.c. #8. at 48. in, o.c. ------------------LONGITUDINAL FOOTING REINFORCEMENT ------------------- As min. > .936 in -2 5 #4 bars 4 #5 bars 3 #6 bars 2 #7 bars 2 #8 bars ..• 3S -----------------------------LATERAL SLIDING ----------------------------- Rt > .000 kips/ft Rb > .735 kips/ft •Lateral sliding coeff. > .350 .67.0 kips/ft Lateral sliding resistance> . .000 .000 kips/ft ...--Allowable passive pressure > .250 ksf/ft depth Lateral passive pressure provided > .125 kips/ft <Footing only> Net resistance provided > .795 kips/ft <Footing only> Factor of safety > 1.082 NO GOOD! Concrete slab at base of wall ? > y Thickness > 4..000 inches Width of slab > 36.000 feet Resistance provided by slab > .630 kips/ft _ Total resistance > 1.425 kips/ft Shear key must provide > -.323 kips lateral resistance , Equivalent depth of shear key > 5.356 feet <Maaimum 15'> Allowable passive pressure > 1.339 ksf .<at base ofkey> Allowable passive pressure > 1.339 ksf <at bottom of, key> Shear key required depth > .000 inches Shear key moment > .000 ft -kips Shear key thickness > .000inches d > .000 inches 'As min. > .000 in -2 $4 at 0 in. o.c. ti $5 at 0 in. o.c. #6 at 0 in. o.c. $7 at _ 0 in. O.C. $8 at 0 in. o.c. ------------------------------------------------------------------------ • 3( CONCRET3 9:04 AM Rev 9-21-93 Concrete retaining wail .7/ 1/96 -------------------------------------------------------------------- • Description >>Typical'cantilevered wall at basement W.' retained ------------------------------GENERAL DATA -------=--------------------- Wall type > 2 1 z> -Supported 2 *-Cantilevered Lateral load type> 2 1 => Wind/earthquake 2 :> Soil pressure Backfill slope > 0 Horizontal 0 Vertical Soil weight > .110 kcf ------------------------------ LOADING --------- ------------------------ Wdl minimum > .000 kips/ft Wdl + W1I maximum > 1.420 kips/ft Equivalent fluid pressure > .030 kcf Sloping backfill surcharge-> .000 kcf :.. Total EFF >' .030 kcf Surcharge Distance Surcharge P Comment to wall height ------------------------------------------- .000 3.000 .000 Uniform lateral load. > .000 ksf Earthquake/wind loading -----------------------ALLOWABLE DESIGN -STRESSES ------------------------ Class of materials > 7 User defined Input Allowable passive (vert.) > 1.500 ksf 1.500 Allowable passive.(horiz.)> .250 ksf/ft depth .250 Lateral sliding coeff. > .350 .350 ---Concrete--- V c >. 2.500 ksi - fy > 40:.000 ksi Es- > 29000000psi. m > 18.824 ----------------------=------WALL DATA --------------------------------- Cantilevered wall may use varying thickness segments -Segment wdl Actual t Actual d Max. d 1 .000 to 8.000 .800 8.000 5.500 5:500 _ 2 .000 to .000 .000 .000 .000 .000 3 .000 to .000 .000 .000 .000 .000 Segment btd"2 M Factor Mu Mn . As 1 363.000 2.560 1.700 4352 4.836 :365 2 .000 .000 1.700 .000 .000 .000 .3 .000 .000 1.700 .000 .000 .000 37 ----------------------------WALL REINFORCING ---------------------------- Segment 1 Horiz. As min. > .240 1n"2 Vert. As min. > .144- in"2 •Calculated As > :365 in'2 Vertical Horizontal #4. at 6 in. o.c. A4 at 9. in. o:c. #5 at 10 in. o.c. #5 at . 15 in. o.c. #6 at 14 in. o.c. #6 at 18 in. O.C. #7 at 18 in. o.c. #7 at 18 in. O.C. #8 at 18 in. o.c. 18 at 18 in. o..c. Segment 2 Horiz. As min. > .000 in"2 Vert. As min. > .000 in"2 Calculated As > .000 in'2 Vertical Horizontal #4 at . 0 in. o.c. #4 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. 16 -at 0 in. o.c. #6 at 0 in. o.c. _ #7 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. O.C. #8 at 0 in. o.c. Segment 3 Horiti. As min. > :000 -in^2 Vert. As min. > .000 in'2 Calculated As > .000 in"2 Vertical Horizontal 14 at 0 in. o.c. #4 at 0 in. o.c. #5 at 0 in. o.c. f5 at 0 in. o.c. #6..' at 0 in. o.c. #6 at 0 in. o.c. #7 t 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. o.c. #8 at 0 in. O.C. ----------------------------FOOTING DATA ---------------------------- Toe length > 2.16V feet Safety factor > 1..843 Heil length > 1.173 feet Soil pressure > 1.372 Minimum footing length > .000 feet Actual footing length (L) } 4.000 feet Footing depth > .12.000 inches ------------------OVERTURNING AND SOIL PRESSURE --------------------- Consider ftg depth for gross OTM and sliding ? (Y/N) > Y Overturning moment (OTM) > 3.645 ft -kips W Arm Moment Wdl min. .000 kips 2.493 'feet .000 ft -kips Wdl+Wll 1.420' kips 2.493 feet- 3.541 ft -kips Segment 1 .800 kips 2.493 feet 1:995 ft -kips Segment 2 .000 kips 2.493 feet .000 ft -kips Segment 3. .000 kips 2.493 feet .000 ft -kips Soil 1.033 kips 3.413 feet 3.524 ft -kips Ftg .600 kips 2.000 feet 1.200 ft -kips EWdl min) 2.433 kips EMdI min) 6.719 ft -kips EWdl+Wll> 3.853 kips EMdl+Wll> 10.260 ft -kips • - 35 ------------------OVERTURNING AND SOIL PRESSURE CONT ----------------- EMdl min./OTM > 1.843: > 1.5 (Ob Eccentricity (e) > .283 feet <A/2-(CM-OTM/EW)) L/6 '> ' .667 feet L' > 5.151 feet <3*L/2-e> .Resultant within middle third of footing. Maximum soil pressure > 1.372 ksf <EWtl/A + 6*Wtlte/A'2> Minimum soil pressure > .554 ksf . ----------------------------HEEL/TOE DESIGN---------------------------- -Heel design--- Heel length- . > 1.173 feet M >. .606 ft-kips d > 8.000 inches As min. > .057 in-2 14 at 41 in. o.c. #5 at 48 in'. o.c. = #6 at 48 in. o.c. #7 at 48 in. o.c. #8 at 48 in: o.c. ---Toe design- Toe length > 2.160 feet Max. soil pressure > 1.372 ksf Soil pressureat face of wall > .797 ksf M iax at face of wall > 2.753 ft-kips d > 8.000 inches As min. > .265 in"2 - 14 at 8 in, o.c. #5 at 13 in. o.c. #6 at 20 in. o.c., #7 at 27 in. o.c. #S at 35 in. o.c. ------------------ LONGITUDINAL FOOTING REINFORCEMENT ------------------- As min. > 1.152 in-2 6 #4 bars 4 #5 bars 3 #6 bars 2 #7 bars 2 #8 bars 3� -----------------------------LATERAL SLIDING ---------------------------- Rt > .000 kips/ft Rb > 1.215 kips/ft Lateral sliding coeff. > . .350 .851. kips/ft Lateral sliding resistance> .000 .000 kips/ft --Allowable.passive pressure > ,250 ksf/ft depth Lateral passive pressure provided > ..125 kips/ft <Footing,only> Net resistance provided. > .976 kips/ft' <Footing only> Factor of safety > .804 NO GOOD! Concrete slab at base of wall ? >• y Thickness > - 4 x.0.0 inches Width of slab >36. 3 .00�feet Resistance provided p.slab > .630 kips/ft Total resistance > 1.606 kips/ft Shear key must provide >. .216 kips Lateral resistance Equivalent depth of shear key > 5.528 feet <Maximum 151> Allowable passive pressure > '1.382 ksf <at base of key> Allowable passive -pressure > 1.424 ksf <at.bottom of key> Shear key required depth > 2.000 inches Shear key moment > .020 ft -kips- Shear key thickness >. .000 inches :...d > .000 inches As min. > .000 in -2 #4 at 0 in. o.c. #5 at 0 in. o.c. Mat 0. in. o.c. #7.at 0 -in., o.c. #8 at 0 in: O.C. ------------------------------------------------------------------------ • • CONCRET3 9:06 AM Rev 9-21.93 Concrete retaining wall 7/ 1/94 Description >>Typical cantilevered -wall at basement »10' retained ------------------------------GENERAL DATA ------------------------------ Wall type: > 2 1 => Supported 2 => Cantilevered. Lateral load type> 2 1 => .Wind/earthquake 2 :).Soil pressure Backfill slope. > 0 Horizontal 0 Vertical Soil weight > .110 kcf ------ - ----------=----------- LOADING --------------------------------- Wdl minimum > 090 kips/ft Wdl + Wll maximum > . 1.420 kips/ft Equivalent fluid pressure > .030 kcf Sloping backfill surcharge-> .000 kcf Total EFF > 030 kcf Surcharge Distance -Surcharge P Comment to wall height .000 3.000 .000 Uniform lateral load > .000 ksf Earthquake/wind loading -----------------------ALLOWABLE-DESIGN-STRESSES------------------------ ***Soil*** Class of materials > 7 User defined Input .Allowable passive (vert.) > .1.500 ksf 1.500 Allowable passive (horiz.)> .250 ksf/ft depth .250 Lateral sliding coeff. > .350 .350 ---Concrete--- ,. f'c > 2.500 ksi fy > 40.000 ksi Es > 29000000psi m >. 18.824 ------------------------------WALL DATA-------------------- --------- Cantilevered wall may.use varying thickness segments Segment wdl Actual t Actual d Max. d 1 .000 to 4.000 .400 8.000 5.500 5.500 2 4.000 to 10.000 .600 8.000 5.500 5.500 3 .000 to .000 .000 .000 .000 .000 Segment b*d-2 M Factor Mu Mn As 1 .363.000 5.000 1.700 8.500 9.444 -.560 2 363.000 1.090 1.700 1.836 2.040 .150 3 .000 .000 1.700 .000 .000 .000 0 -------- -.------------------- WALL REINFORCING ---------------------------- Segment 1 Horiz. As mi -n. > .240 in'2 Vert. As min. > -.144 in'2 Calculated As > .560 in'2 Vertical Horizontal #4 at. 4 in. o.c. #4 at 9 in. o.c. 15 at 6 in. o.c. #5 at 15 in. o.c. #6 at 9 in. o.c. #6 at 18 in. o.c. #7 at 12 in. o.c. #7 at 18 in. o.c. #8 at 16 in. o.c. #8 at 18 in. o.c. Segment 2 Horiz. As min. > .240 in'2 Vert. As min.' > .144. in'2 Calculated As > .150 in'2 Vertical Horizontal #4 at 15 in, o.c. #4 at 9 in, v.c. #5 at 18 in, o.c. 15 at 15 in. o.c. #6 at 18 in. o.c. #6 at 18 in. o.c. #7.at 18- in. o.c. #7 at 18 in. o.c. 18 at 18 in. O.C. #8 at 18 in. o.c. Segment 3 Horiz.-As min. > .000 in'2 Veit. As min. > 000 in'2 Calculated As > .000 in'2 Vertical Horizontal 14. at 0 in, o.c. 14 at 0 in. o.c. 15 at 0 in. o.c. #5 at 0 in, o.c. #6 at 0 in. o.c. #6 at 0 in. o.c. #7 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in, o.c. ' #8 at 0 in. o.c. FOOTING DATA --------------------------- Toe length > 2.750 feet Safety factor > 1.999 Heel length > 1.743 feet - Soil pressure > 1.478 Minimum footing length > .000 feet Actual footing length (L) > 5.160 .feet Footing depth > 12.000 inches ----------------------OVERTURNING AND SOIL PRESSURE --------------------- Consider ftg depth for gross OTM and sliding ? (Y/N) > Y Overturning moment (OTM) > 6.655 ft -kips - W Arm Moment Wdl min. .000 kips 3.083 feet .000 ft -kips Wd1+Wl1 1.420 kips 3.083 feet 4.378 ft -kips Segment 1 .400 kips . 3.083 feet 1.233 ft -kips Segment 2 .600 kips 3.083 feet 1.850 ft -kips - Segment 3 .000 kips 3.063 feet .000 ft -kips Soil 1.918 kips 4.288 feet 8.224 ft -kips Ftg .774 kips 2.580 feet 1.997 ft -kips ------------------------------------------------------------------- EWdI min> 3.692 kips - - EMdl min> 13.304 ft -kips EWd1+Wll> 5.112 kips EMdl+Wll> 11..682 ft -kips • t( 42- ------------ ----- OVERTURNING Z ------------------OVERTURNING AND SOIL PRESSURE CONT ---------------- EMdl min./OTM > 1.999 > 1.5 <OK>- Eccentricitp (e) > .423 • feet <A/2-(CM-OTM/EN)> L/6 > ..860 feet L' > 6.472 feet <3*L/2-e> Resultant within middle third of footing Maximum soil pressure > 1:478, ksf . <EWtl/A + 6+Wti*e/A"2> Minimus soil pressure > .504 ksf ----------------------------HEEL/TOE DESIGN ----------------------------- --HN1 design - Reel length > 1.743 feet M > 1.672 ft -kips d > 8.000 inches As min. > .159 in -2 14 at 14 in: o.c. #5 at.. -23 in.. o.c. 16 -at 33 in. o.c. V at 45 in. o.c. #8 at 48 it. o.c. .. ---Toe design--- Toe length > 2.750 feet Mag sail. pressure > 1.478 ksf Soil pressure at face of wall > .850 ksf M sag at face of wall > 4,196 ft -kips A > 8.000 inches As min. > ..468 in"2 #4 at 5 in.' o.c. 15 at 7 in. o.c. #6 at 11 in, o.c. #7 at 15 in, o.c. #8 at 20 in. o.c. ----------------=--LONGITUDINAL FOOTING REINFORCEMENT ------------------- As min: > 1.486 in'2 8 #4 bars 5 #5 bars 4 #6 bars 3 #7, bars 2 #8 bars ----------------------------- LATERAL SLIDING ---------------------------- Rt . > .000 kips/ft Rb > 1.815 kips/ft Lateral sliding coeff. > .350 1.292 kips/ft Lateral sliding resistance) -.000 .000 kips/ft :...Allowable passive -pressure > .250 ksf/ft depth Lateral passive pressure provided > .125 kips/ft <Footing only) Net resistance provided > 1.417 kips/ft <Footing only). Factor of safety > .781 NO GOOD! Concrete slab at base of wall ? > y Thickness > 4.000 inches Width of slab > 54.000 feet — U C'A41 Resistance provided by slab > .945 kips/ft Total resistance. >. 2.362 kips/ft Shear .key must provide > -.360 kips lateral resistance Equivalent depth of shear key > 6.504 feet daximum 151> Allowable passive pressure > 1.626 ksf <at•base of key> Allowable passive pressure > 1.688 ksf <at bottom of key> Shear key required depth > 3:000 inches 'Shear key moment > .052 ft -kips V Shear key. thickness > .000 inches b� /Ns�,• -d > .000 inches 'As min. > :000 i1-2 14 at 0 in. o.c. $5 at 0 in. o.c. $6 at 0 in. o.c. $7 at 0 in. o.c. 88 at - 0 in. o.c. • P211 0 am CONUET3 4:27 PM ------------------------------------------------------------------------ Rev 9-21-93 Concrete retaining wall 7/20/94 ------------------------------------------------------------------------ Description >>Typical cantilevered wall at basement »11'4" retained ---------=--------------------GENERAL DATA ------------------------------ Wall type > 2 1-=> Supported 2 => Cantilevered Lateral load type> 2 1 => Wind/earthquake 2 => Soil pressure Backfill slope > 0 Horizontal 0 Vertical " .Soil weight > .110 kcf -------------------------------- LOADING -------------------------------- Wdl minimum- > .000 kips/ft Wdl + Wll maximum > 1.420 kips/ft Equivalent fluid pressure > .030 kcf Sloping backfill surchaige> .000 kcf Total EFP > .030 kcf Surcharge height > .000 feet Surcharge Distance Surcharge P Comment to wall height ------------------------------------- 7------- .000 3.000 .000 Uniform lateral load > .000 ksf Earthquake/wind loading -----------------------ALLOWABLE DESIGN STRESSES ------------------------ .***Soil*** Class of materials >. 7 User defined Input Allowable passive (vert.) > 1.500 ksf 1.500 Allowable passive (horiz.)> .200 ksf/ft depth .200 Lateral sliding coeff. > .350 .350 ---Concrete-=- f'c > 2.500 ksi fy > '40.000 ksi Es > 29000000psi M > 18:824 = ------------------------------WALL DATA -------------------------------- Cantilevered wall may use varying thickness segments Segment ,wdl Actual t Actual d Max. d 1 .000 to 4.000 .400 8.000 5.500 5.500 2 4.000 to 11.500 .750 8.000 5.500 5.500 3 .000 to .000 000 .000 .000 .000 Segment bid"2 M Factor Mu Mn As 1 363.000 7.604 1.700 12.927 14.364 .899 - 2 363.000 2.109 1.700 3.586 3.984 .299 3 .000 .000 1.700 .000 ..000 .000 G • ----:-----------------------WALL REINFORCING---------------------------- Segment 1 Horiz. As min. > .240 in -2 Vert. As min. > .144 in"2 Calculated As > .899 in"2 Vertical Horizontal #4 at 2 in. o.c. #4 at 9 in, o.c. #5 at 4 in. o.c. #5 at 15' in. o.c. #6 at 5 in. o.c. #6 at 18 in. o.c. #7 at 8 . in. o.c. #7 at 18 in, o.c: #8 at 10 in. o.c. #8 at 18 in. o.c. Segment 2 Horiz. As min. > .240 in'2 Vert. As min. > .144 in"2 Calculated As > .299 in"2 Vertical Horizontal #4 at 7 in, o.c. #4 at 9 in. o.c. #5 at 12 in. o.c. #5 at 15 in. o.c. #6 at 17 in. o.c. #6 at 18 in. o.c. #7 at 18 in, o.c. #7 at 18 in. o.c #8 at 18 in. o.c. #8 at 18 in. o.c. Segment 3 Horiz. As min. > .000 in -2 Vert. As min. > .000 in"2 Calculated As > .000 in"2 Vertical Horizontal #4 at 0 in. o.c. #4 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in, o.c. #6 at 0 in. o.c. #7 at ..0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. o.c. #8 at 0 in. o.c. -------------------------=----FOOTING DATA ------------------------------ Toe length > 3.830 feet Safety factor > 1.921 Heel length > 1.753 feet Soil pressure > 1.503 Minimum footing length >. .000 feet Actual footing length (L) > 6.250 feet -Footing depth > 18.000 inches - ----------------------OVERTURNING AND SOIL PRESSURE --------------------- Consider ftg depth for gross OTM and sliding ? (YEN) > Y Overturning moment (OTM) > 10.985 ft -kips W Arm Moment -----------=------------------------------------------------------------ Wdl min. .000 kips 4.163 .feet .000 ft -kips Wdl+W11 1.420 .kips 4.163 feet 5.912 ft -kips Segment 1 .400 kips 4.163 feet 1.665 ft -kips - Segment 2 .750 kips. 4.163 feet 3.123 ft -kips Segment 3. .000 kips 4.163 feet .000 ft -kips Soil 2.218 kips 5.373 feet 11.918 ft -kips Ftg 1.406 kips- 3.125 feet 4.395 ft -kips ------------------------------------------------------------------------ EWdI min> 4.774 kips - EMdl min> 21.100 ft -kips EWdl+Wll> 6.194 kips EMdl+Wll> 27.012 ft -kips a ------------------OVERTURNING AND SOIL PRESSURE CONT ---------------- ZMdl min./OTM > 1.921 > 1.5 (OK>' Eccentricity (e) > .538 feet <A/2-(EM-OTM/EW)> L/6 > 1.042 feet L' > 7.762 feet <3*L/2-e> Resultant within middle third of footing Maximum soil,pressure. > 1.503 ksf <EWtl/A + 6*Wtl*e/A"2> Minimum soil pressure > .480 ksf ----------------------------HEEL/TOE DESIGN----------------------------- ---Heel design--- Heel length > 1.753 feet M > 1.944 ft-kips d . > 14.000 inches As min: > .105 in"2' #4 at 22 in. o.c. #5 at 34 in. o.c. #6 at 48 in. o.c. #7'at .48 in. o.c. #8 at 48 in. o.c. ---Toe design Toe length > 3.830 feet Max soil pressure > 1.503 ksf Soil pressure at face of wall > .761 ksf M max at face of-wall > 9.208 ft-kips d . > 14.000 inches As min. > .506 in'2 #4 at 4 in. o.c. #5 at 7 in. o.c. #6 at 10 in. o.c. #7 at 14 in. o.c. #8 at 18 in. o.c. ---------------=---LONGITUDINAL FOOTING REINFORCEMENT ------------------- As mina > 2.700 in'2 14 #4 bars 9 #5 bars 7 #6 bars 5 #7 bars 4 #8 bars 4-7 -----------------------------LATERAL SLIDING ---------------------------- Rt > .000 kips/ft Rb > 2.535 kips/ft .Lateral sliding-coeff. > .350 1.671 kips/ft Lateral sliding resistance) .000 .000 kips/ft Allowable.passive pressure > .200 ksf/ft depth :Lateral passive pressure provided > .225 kips/ft (Footing only> Net resistance provided > 1.896 kips/ft <Footing only> Factor of safety > .748 NO GOOD! Concrete sla_b.at base of wall ? > Y Thickness > 4.000 inches Width of slab > 36.000 feet ` Resistance provided by slab > .630 kips/ft Total resistance > 2.526 kips/ft Shear key must provide > 1.277 kips lateral resistance Equivalent depth of shear key > 6.944 feet <Maaimum-151> Allowable passive pressure > 1.389 ksf <at base of key> Allowable passive pressure >1..547 f <at bottom of key> Shear key required depth 11.000 ches Shear key moment > .635 Shear key thickness > .000 inches .d > .000 inches V As min. > .000 in"2 #4 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. O.C. #7 at .0 in. o.c. . #6 at 0 in. o.c. ------------------------------------------------------------------------ • Retaining wall keynotes _ 1. 8" concrete wall 2... 4" diameter perforated drain to daylight. 3. Well -drained granular backfill 4. Thoroseal foundation coating or equal. 5. 4" concrete slab reinforced with 6x6W1.4xW1.4WWM. 6. Undisturbed soil. , 7. Floor framing - see plans by.others. 8. Provide drainage. away from, and around the structure - swale as required. '.9. 4-1/2" concrete slab reinforced with #4 at 24" ox. e.w. 0 4-9 • go - Walt 3b • at 2� "o c, / r n k l� �7. 3• �Q 2-4 chin p'` Ir. • zr fit � o #-S ba✓,S 8• ,nm , V �v � s 3• oz 0 i 4 -7. vev+ #,S I• EQ H o ✓� z . �.T a4 u - 10 oo �• . fill . 0 1 r u .3 CO Al T, NQ 7• �zll --F✓Z w, rv� y Ino✓,2 �#-.S ai- U2 0'`�l r `p rill, o • 3 ' t•L r I � oy Z . $� ip of - lo"o � ' - i —le� 11 - ((I 3"dI�r. -Slaws _ vent. #S 52•• 0 Tat (6 o e 112.11 ,ZII s a ai- l S"o �- � �rr �• b � vent. #S 52•• 0 Tat (6 o e 112.11 ,ZII 4"como , 51-26 � s 3. Inor�z.S 11 a � r �. .t 1 vent 4S afio`oq — -- Z. • 5 2'' 0 3.110 3 - 0.- J® File >LATDATA3 3:34 PM 7/10/96 Rev 8-8-95 Wind pressures on structures Description >>Myers residence Exposure > B Importance factor > 1.00 WALLS 2.00 Basic wind speed > 80.00 mph qs > 16.40 psf Roof pitch > 8.00 in 12 9 > 33.69 degrees + PRIMARY FRAMES .0110 AND SYSTEMS .50 .0051 .0055 .0059 Direction .0069 Outward Total wall Rt. <0'-151> <201> <251> <301> <401> Assembly description .0154 .0162 Ce .62 .67 .72 .76 .84 r LOCAL AREAS 'AT Cq WALLS 2.00 .0203 :0220 .0236 .0249 .0276 Outward Windward walls .80 .0081 .0088 .0094 .0100 .0110 Inward Leeward walls .50 .0051 .0055 .0059 .0062 .0069 Outward Total wall .0132 .0143 .0154 .0162 .0179 ROOF Wind perpendicular to ridge 3.00 :0305 .0330 - .0354 .0374 .0413 Upward Leeward or flat roof .70 .0071 .0077 .0083 .0087 .0096 Outward Windward roof Slope 2:12 to less than 9:12 .90 .0092 .0099 .0106 .0112 .0124 Outward or Slope 2:12 to less than 9:12 .30 .0031 .0031 .0035 .0037 .0041 Inward Roof total .0102 .0101 .0118 .0125 .0138 Wind parallel to ridge and flat roofs .70 .0071 .0077 .0083 ..0087 .0096 Outward ELEMENTS AND C0M.P0KENTS WALL All structures 1.20 .0122 :.0132 .0142 .0150 .0165 Inward Enclosed structures 1.20 .0122 .0132 .0142 .0150 .0165 Outward Open structures 1.60 .0163 .0176 .0189 .0199 .0220 Outward Parapets 1.30 .0132 .0143 .0154 .0162 .0179 Inward/outward -_ROOF - Enclosed structures Slope less than 9:12 1.10 .0112 .01,21 .0130 .0137 .0152 Outward Open structures Slope less than 9:12 1.60 .0163 - .0176 .0189 .0199 .0220 .Outward r LOCAL AREAS 'AT DISCONTINUITIES - Wall corners 2.00 .0203 :0220 .0236 .0249 .0276 Outward Canopies or overhangs at - eaves or rakes 2.80 .0285. 0308 .0331 .0349 .0386 Upward Roof ridges at ends of buildings or eaves and roof edges at building corners 3.00 :0305 .0330 - .0354 .0374 .0413 Upward Eaves or rakes.without overhangs away from building corners and ridges away from ends of building 2.00 .0203 .0220 .0236 .0249 .0276 Upward U • • 1420 (�) i,o d ea s r wes p(-, 5,6J(ro) AI OZ = 34��- Iz3 06 I � v V 3 � 3 wr. I04 -4,S) ,0-0u0 04b�� , c,0664- 00 3 1,o- � Y2K I C��sl" weSfi Ib�S� v D3 7 0-79 01 21 ro 3 0 cr1) = 63 q,4Z� PL � IIID - I G 7- L 341 1_ I G2 sir w3 W.Zs L154 ,o14).r w3= 42(,014)+ i0 1014 + f',D b`� eah wes b � (J,wu„VJ � �J wv=Clo/2�2�z+1.6�):ao�� • D �G 67, , O O 'U9 } �/ Z (��2 —t' �, 1). 0 cZj 37 v�/1 �.��� = � <o , 3 S r tG 0 File >SHEARW 1:36 PM. 7/20/94 ------------------------------------------------------------------------ Rev. 7-20-95 Shearwall. schedule ------------------------------------------------------------------------ �� Description >> ------------------------------------------------------------------------ Mark Description HF DF 1. 3/8" cdx plywood with 8d nails. .216 .264 at 6", 12" •o.c. 2 3/8" cdx plywood with 8d nails .315 .384 at 4", 12" o.c. 3 3/8" cdx plywood with 8d nails .403 • .492 at 3", 12" o.c. �- 2 "o C. 60cDk I Sit( vio,.,�;may +11, C4 Jv� �Ja I rf Z/, Z�"7 346' 112, o ..... X12. W rs 4, ✓i d m (cf) = z, (3 � -t /2 - z n q- Tf!> (o COLLCTR2. 1:48 PM 1/20/94 ------------------------------------------------------------------------ Rev 2-13-94 Collector design ----------------------------------------------------------------------- Description,» Upper level - line B -------------- =------------------ SUMMARY -----------------------------=-- V1 > 1.620 kips V2 :>. kips Length subject to V1 > 23.830 feet Diaphragm shear due to Vl > ..068 ' kips/ft Length subject to V2 > feet Diaphragm shear due to V2 > kips/ft Shear per foot - shearwalls (v) > .231 kips/ft <Shearwall v> Segment W/O Wall Opng. Vl V2 Force 3.330 w 3.330 y .000 5.000 0 5.000 y .563 3.500 w 3.500 y .2241---' 12.000- o 12.000 y .816 0 0 S,It • 15�-�, e,3 � - 2 fco C 4- - o olf1 X12. G�vr A3 S SS`s Z� a COLLCTR2 1:56 PM 7/20/94 ------------------------------------------------------------------------ Rev-2-13-94 Collector design ------------------------------------------------------------------------ • Description >>Upper level - bine C ---------------------------------SUMMARY-------------------------------- V1 > 4.190 kips V2 > kips Length subject to V1 > 40.250 feet Diaphragm shear due to V1 > .104 kips/ft Length subject to V2 > feet Diaphragm shear due to V2 > kips/ft Shear per foot - shearwalls (v) > .838 kips/ft <Shearwall v> Segment W/O Wall Opng. V1 V2 Force 5.000 8.750 0 5.000 8.750 Y . 3.610 9.500 0 9.500 y 2.238—(.2,� 12.000 0 12.000 y 1.249 7 G. 12,0 7- via(rte /t3S 6 fi fill c/ . 0 0 -1 -94-v- rule. D �' -I�-� wc�(.c' 4,33+ S� 3.33ty.a n<nt Ith -7 fro 2c Pic 45 (�\fi:. Si C o��i)/Z F IAC �0,o — =2� Zd�) /.oj 2 3,33�.y4r� COLLCTR2 2:35 PM 1/20/94 ------------------------------------------------------------------------ Rev 2713-94, Collector design -------------------------------------=---------------------------------- • Description >>Upper level - line D ----------------------------------- SUMMARY ---------=---------------------- V1 > 4.140 kips V2 > kips Length subject to V1 > 51.660 feet Diaphragm shear due to V1 > .080 kips/ft Length subject to V2 > feet Diaphragm shear due to V2 >. kips/ft Shear per foot - shearwalls (v) > .241 kips/ft <Shearwall v> Segment W/O Wall Opug. V1 V2 Force 4.330 w 4.330 y .000 10.500 o 10.500 y . .698 5'.500 w 5.500 y -.144 C (, 10.000 o 10.000 y .742 3.330 w .3.330 y -.059 14,.000 o 14.000 y .477 4.000 w 4.000 y -.644 • 7 /-7< 1 h]a, wc�Q C 6/2+t�Zoo Zo z J -7(0 COLLCTR2 2:45 PM 7/20/94 ------7---------------------------------------7------------------------- Rev 2-13-94 Collector design ------------------------------------------------------------------------ • . Description )> Upper level'- lined ---------------------------------SUMMARY------------------------- V1, > 4.420 kips V2 > kips Length subject to V1. > 36.500 feet Diaphragm shear due.to V1 > .121 kips/ft Length subject to V2 > feet -'Diaphragm shear due to V2 > kips/ft Shear per.foot - shearwalls (v) > .253 kips/ft <Shearwall v> Segment W/O Wall Opng. V1 V2 Force 19.000 o 19.000 y .000 11:500 w 17.500 y -2.301 �m -Z(r 11 ma(I'A4, A--3 sill I,S9C�o-a)- roZ �:ZG�)• to-�`a 1 � Ir/ 2- _W5 /.b 7-7 COLLCTR2 2:51 PM 7/20/94 ------------------------------------------------------------------------ `Rev 2-13-94 Collector design ---------------- Description >>Upper level - line 3 . ---------------------------------SUMMARY----------=--------------------- V1 .> 1.580 kips V2. > kips Length subject to V1 > 21.500 feet Diaphragm shear due to V1 > .073 kips/ft Length subject to V2 > feet Diaphragm shear due to V2 > kips/ft Shear per foot - shearwalls (v) > .263 kips/ft <Shearwall v> Segment W/O Wall Opng. V1 V2. Force 6.000 o 6.000 y .000 , 9.500 0 9.500 y -.441 6.000 w 6.000 y -1.139. • s 2> 4'' I (v d @ o:C So.ffx- �l x,53 is � •2SZ�"/� fi3S 3.7o'--� hc�sf�-�2-26 s7� COLLCTR2 3:05 PM 7/20/94 ---------------------------------------------- 7 ------------- 7 --- -------- Rev-2-13-9.4 Collector design -----------------------------------=------------------------------------ Description » Upper level.- line 4 -----=-=------------------------- SUMMARY -------------------- ------------ Vi > 4.530 kips V2 > kips Length subject. to Vl > 17.500 feet Diaphragm shear due to V1 > .259 kips/ft ..Length subject to V2. > feet Diaphragm shear due to V2 > kips/ft Shear per foot - shearwalls (v) > .412 kips/ft <Shearwall v> Segment W/0 Wall Opag. V1 V2 Force 7.000 w 7.000 y .000 q, 6.500 0 6.500 y . 1.071 I 4.000 w 4.000 y -.612 1, 4 s��( ltVI A -NJ C,,� 00 �J A-3 h% .vu CU • COLLCTR2 3:42 PM 7/20/94 ------------------------------------------------------------------------ Rev 2-13=94 Collector design ------------------------------------------------------------------------ Description >>Upper level - line 5 ---------------------------------SUMMARY-------------------------------- V1 > 1.420 kips V2 - > kips Length subject to V1 > 24.000 feet Diaphragm shear due to Vl > .059 kips/ft Length subject to V2 > feet Diaphragm shear due to V2 > kips/ft Shear per foot - shearwalls (v) > .355 kips/ft. <Shearwall v> Segment W/0 Wall Opng. V1 V2 Force 20.000 o 20.000 y .000 4.000 w 4.000 y -1.183 9Z • S-4 "Y LD 318 mo CO A -7,J � 0-)- loo r -) n vi 7 i of 13 COLLCTR2 3:18 PM 7/20/94 .Rev 2-13-9.4 Collector design • Description >>Upper level - line D ---------------------------------SUMMARY-------------------------------- V1 > 7.910 kips V2 > kips .Length subject to V1 > 51.500 feet Diaphragm shear due to V1 > .154. kips/ft Length subject to V2 > feet Diaphragm shear due to V2 > kips/ft .Shear per foot - shearwalls (v) > .546 kips/ft <Shearwall v> Segment W/0 Wall Opng. Vl V2 Force 4.000 w 4.000 y .000 5.000 0 5.000 y 1.568 / 6.500 w 6.500 y .800 - Z - L 18.000 o 18.000 y 3.347- 14.000 o 14.000 y .583 4..000 w 4.000 y -1.568 10 6 2- Lo 370 Vs 24 h35- f - Cl— o7- 13(2 -C, Zoo 3-7b.) Zo 2- 3o 2,, -S b -7 2 .• qG COLLCTR2 3:27 PM 7/20/94 ----------------------------------------------------------=------------- Rev 2-13-94 Collector design ------------------------------------------------------------------------ Description >>Basement level - line 1 --------------------------------- SUMMARY --------------- =---------------- V1.. > 5.820 kips . V2 > kips Length subject to V1 > 36.250 feet Diaphragm shear due to V1 > .161 kips/ft Length subject to V2 > feet Diaphragm shear due to.V2 > kips/ft Shear per foot - shearwalls (v) > .370 kips/ft <Shearwall.v> Segment W/O Wall Opng. V1 V2 Force 8.500 0 8.500 y .000 8.250 w 8.250 y -1.365 2.000 0 2.000 y .359 7.500 w 7.500 y .038 10.000 o 10.000 y 1.606 0 e -o . >�II �arl,v, y COL.6CTR2 3:32 PM 1/20/94 ------------------------------------------------------------------------ Rev 2-13-94 Collector design ------------------------------------------------------------------------ • Description >>Basement level. -.line 2 ---------------------------------SUMMARY-------------------------------- V1 > 2.410 kips V2 > kips Length subject to V1 > 33.000 feet Diaphragm shear due to V1 > .013 kips/ft Length subject to V2 > feet Diaphragm shear due to V2 > kips/ft Shear per foot - shearwalls (v) > .301 kips/ft <Shearwall v> Segment W/O Wall Opng. V1 V2 Force 8.000 w 8.000 y .000 25.000 o -25.000 y 1.826 �Q flit (,c.9 .� t(L✓l � � Cv G � te ., • C- .41-10V-4 7 0.- 3--7?(J,-,) JS726 AGROUP> TITLE LINE D LINE FOOTING AGROUP> ENGINEER NAME FRANK GLAZEWSKI AGROUP> UNITS FEET KIPS DEGREES AGROUP> MATERIAL CONCRETE FC 360.000000 AGROUP> BOEF 0EF ANAL> NUMBER OF SPANS 1 IEF ANAL> NUMBER OF SECTIONS 20 BOEF ANAL> SPAN LENGTH 1 35.000000 BOEF ANAL> INERTIA 1 0.850000 BOEF ANAL> SOIL STIFFNESS'l 259.200000 BOEF ANAL> LOADING 1 TOTAL LOAD BOEF LOAD 1> 1 P 7.04 L 0- BOEF LOAD 1> 1 P -7.04 L 4 BOEF LOAD 1> 1. P 4.91-L 9 BOEF LOAD 1> 1 P -4:91 L 15.5 BOEF LOAD 1> 1 P 1.73 L 30.5 BOEF LOAD 1>-1 P -1.73 L 35 BOEF LOAD 1> 1 W -0.464 BOEF LOAD 1> BOEF ANAL> PRINT q'2 ....... AnalysisGroup(TM) ....... ...... INPUT DATA LISTING FOR : BEAM ON ELASTIC FOUNDATION TODAY'S TIME AND DATE: Wed Jul 20 16:49:33 1994 PROJECT TITLE : LINE D LINE FOOTING INEER: FRANK GLAZEWSKI PROJECT NUMBER: IVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 4.103987e+05 NU = 0.17 ........BEAM GEOMETRY INFORMATION .......... SPAN SPAN MOMENT SOIL NUMBER LENGTH, OF SUBGRADE INERTIA MODULUS 1 35.000 0.8500 259.200 .......... BEAM LOADING INFORMATION .......... LOAD NO 1 TOTAL LOAD SPAN WA WB LA LB P 1 0.0000 0.0000 0.000 35.000 7.040 1 0.0000 0.0000 0.000 35.000 -7.040 1 0.0000 0.0000 0.000 35.000 4.910 1 0.0000 0.0000 0.000 35.000 -4.910 1.. 0.0000 0.0000 0.000 35.000 1.730 1 0.0000 0.0000 0.000 35.000 -1.730 1 -0.4640 -0.4640 0.000 35.000. 0.000 BOEF ANAL> LIST 1 BOEF LIST> 1 MOMENTS • • INI 0.000 0.000 0.000 0.000 0.000 0.000 0.000 q3 L 0.000 4.000 9.000 15.500 30.500 35.000 17.500 ....... AnalysisGroup(TM) ....... ...... INPUT DATA LISTING FOR : BEAM ON ELASTIC FOUNDATION TODAY'S TIME AND DATE: Wed' Jul 20 16:49:34 1994 PROJECT TITLE : LINE D LINE FOOTING INEER: FRANK GLAZEWSKI PROJECT NUMBER: 'IVE UNITS : FEET KIPS.DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 4.103987e+05 NU = 0.17 ........ BEAM GEOMETRY INFORMATION .......... .SPAN SPAN MOMENT SOIL NUMBER LENGTH OF SUBGRADE INERTIA MODULUS 1 35.000 0.8500 259.200 .... BEAM LOADING INFORMATION .......... LOAD NO : 1 TOTAL LOAD SPAN WA WB LA LB P 1 0.0000 0.0000 0.000 35.000 7.040 1 0.0000 0.0000 .0.000 35.000 -7:040 1 0.0000 0.0000 0.000 35.000 .4.910 l 0.0000 0.0000 0.000 35.000 -4.910 1.. 0.0000 0..0000 0.000 35.000 1.730 1 0.0000 0.0000 0.000 35.000 -1.730 1 -0.4640 -0.4640 0.000 35.000 0.000 • U ui 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9 L 0.. 000 4.000 9.000 15.500 30.500 35.000 17.500 .:... AnalysisGroup(TM) ....... INPUT DATA LISTING FOR BEAM ON ELASTIC FOUNDATION TODAY"S TIME AND DATE: Wed Jul 20 16:49:34 1994 PROJECT TITLE LINE D LINE FOOTING INFER: FRANK GLAZEWSKI PROJECT NUMBER: IVE UNITS FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 4.103987e+05 NU = 0.17 RESULTS FOR LOADING NUMBER 1 .......... ....... TOTAL LOAD .......... BENDING MOMENTS ......... SPAN NO. 1 DISTANCE MOMENT FROM LEFT END 0.000. 0.000 1.750 11.610. 62 3.500 21. 913 5.250 21.766 7.000. 16.805 '"8.750 10.759 10.500 11.496 12.250 13.378 14.000 15.490 15.750 16.959 17.500 11.737 .19.250 7.340 21.000 3.661 22.750 0.716 24.500 -1.676 26.250 -3.538 28.000 -5.039 29.750 -6.172 31.500 -5.312 33.250 -2.813 35.000 0.000 BOEF LIST> 1 BEARINGS • • ....... AnalysisGroup(TM) . Gr ...... INPUT DATA LISTING FOR : BEAM ON ELASTIC FOUNDATION }o TODAY"S TIME AND DATE: Wed Jul 20 16:49:34 1994 PROJECT TITLE :*LINE D LINE FOOTING INEER: FRANK GLAZEWSKI PROJECT NUMBER: IVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS E = 4.103987e+05 NU = 0.17 RESULTS FOR LOADING NUMBER 1 ........ TOTAL LOAD .......... BEARING REACTIONS ......... SPAN NO. 1 DISTANCE'.BEARING FROM LEFT FORCE END 0.000 0.000 1.750 0.000 3.500 0.000 5.250 0.000 7.000 0.107 8.750 0.282 10.500 0.430 12.250 0.553 14.000 0.64.5 15.750 0.701 17.500 0.721 19.250 0.714 21.000 0.690 2-2--.750 0.658 2,4.500 0.624 26.250 0.594 28.000 0.571 29.750 0.560 31.500 0.563. 33.250 0.578 35.000 ...0.599 BOEF LIST> FINISH AnalysisGroup TERMINATION.... • AGROUP> TITLE LINE D LINE FOOTING AGROUP> ENGINEER NAME FRANK GLAZEWSKI AGROUP> UNITS FEET KIPS DEGREES AGROUP> MATERIAL CONCRETE FC 360.000000 AGROUP> BOEF WEEF ANAL> NUMBER OF SPANS 1 F ANAL> NUMBER OF SECTIONS 20 BOEF ANAL> SPAN LENGTH 1,35.000000 -BOEF ANAL> INERTIA 1 0.850000 EF ANAL> SOIL STIFFNESS 1 259.200000 ' F ANAL> LOADING 1 TOTAL LOAD BOEF LOAD 1> 1 P -7.04 L 0 BOEF LOAD 1> 1 P 7.04 L 4 BOEF LOAD 1> 1 P--4.91 L 9 BOEF LOAD 1> 1-P 4.91 L 15.5 BOEF LOAD 1> 1 P -1.73 L 30.5 BOEF LOAD 1> 1 P 1.73 L 35 BOEF LOAD 1> 1 WA -0.464 WB -0.464 LA 0 LB 35 BOEF LOAD 1> BOEF ANAL> PRINT ....... AnalysisGroup(TM) . ...... INPUT DATA LISTING FOR : BEAM ON ELASTIC FOUNDATION TODAY'S TIME AND DATE: Wed Jul 20 16:50:25 1994 PROJECT TITLE : LINE D LINE FOOTING #INFER: FRANK GLAZEWSKI PROJECT IVE UNITS : FEET KIPS DEGREES FAHRENHEIT NUMBER: MATERIAL CONSTANTS : E = 4.103987e+05 NU = 0.17 ...... BEAM GEOMETRY INFORMATION .......... SPAN SPAN MOMENT SOIL NUMBER LENGTH OF SUBGRADE INERTIA MODULUS 1 35.000 0.8500 259.200 .......... BEAM.LOADING INFORMATION .......... LOAD NO 1 TOTAL LOAD SPAN WA WB LA LB P M 1 0.0000 0.0000 0.000 35:000 -7.040 0.000 1 0.0000 0.0000 0.000 35.000 7.040 0.000 1 0-.0000 0:0000 0.000 35.000 -4.910 0.000 1---- 0.0000 0.0000 0.000 35.000 4.910 0.000 1.- 0.0000 0.0000 0.000 35.000 -1:730 0.000 1 0.0000 0:0000 0.000 35.000 1.730 0.000 1 -0.464.0 -0.4640 .. 0.000 35.000 0.000 0.000 BOEF ANAL> LIST 1 BOEF LIST> 1 MOMENTS L 0.000 , 4.000 9.000 15.500 30.500 35.000 17.500 ....... AnalysisGroup(TM) . ...... INPUT DATA LISTING FOR : BEAM ON ELASTIC FOUNDATION TODAY"S TIME AND DATE: Wed Jul.20 16:50:26 1994 PROJECT TITLE :LINE D LINE FOOTING INEER: FRANK GLAZEWSKI PROJECT NUMBER:, IVE UNITS : FEET KIPS DEGREES FAHRENHEIT - MATERIAL CONSTANTS E = 4.103987.e+05 NU = 0.17 ........ BEAM GEOMETRY -INFORMATION .......... SPAN SPAN MOMENT SOIL NUMBER LENGTH OF SUBGRADE INERTIA MODULUS 1 35.000 0.85.00 259.200 ........... BEAM LOADING INFORMATION .......... - LOAD NO 1 TOTAL LOAD SPAN WA WB LA LB P M L 1 0.0000 0.0000 0.000 35.000 -7.040 0.000 0.000 1 0.0000 0.0000 0.000 35.000 7.040 0.000 4.000 1 0.0000 .0.0000 0.000 35.000 -4.910 0.000 9..000 1 0.0000 0.0000 0.000 35.000 4.910 0.000 15.500 1 0.0000 0.0000 0.000 35.000 -1.730 0.000 30.500 1 0.0000 0.0000 0.000 35.000 1.730 0.000 ...' 35.000 1 -0.4640 -0.4640 0.000 35.000 0.000 0.000 17.500 r ....... AnalysisGroup(TM) . ...... INPUT DATA LISTING FOR :.BEAM ON ELASTIC FOUNDATION TODAY'S TIME AND DATE: Wed Jul 20 16:50:26 1994 PROJECT TITLE : LINE D LINE FOOTING GINEER: FRANK GLAZEWSKI PROJECT NUMBER: iIVE UNITS FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 4.103987e+05 NU = 0.17 ........ RESULTS FOR LOADING NUMBER 1 .......... .......... TOTAL LOAD .......... BENDING MOMENTS ......... SPAN NO. 1 DISTANCE MOMENT FROM LEFT END 0.000 0.000' 1.750 -.10.937 3.500 -19.779 5.250 -18.282 7.000 -12.394 8.750 -5.988 10.500 -6.852 12.250 -9.090 14.000 -11.775 15.750 -13.829 17.500 -9.253 19.250 -5.401 '21.000 -2.256. 22..750. 0.296 24.500 2.323 26.250 3.962 28.000. 5.254 29.750 6.301 31.500 5:347 33. 25.0 2.849 35.000 0.000.. BOEF LIST> 1 BEARINGS • . AnalysisGroup(TM) ..... . ...... INPUT DATA LISTING FOR:BEAM ON ELASTIC FOUNDATION TODAY'S TIME AND DATE: Wed Jul 20 16:50:26 1994 PROJECT TITLE : LINE D LINE FOOTING WrGINEER: FRANK GLAZEWSKI PROJECT NUMBER: IVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL.CONSTANTS E = 4.103987e+05 NU = 0.17 ........ RESULTS FOR LOADING NUMBER 1 .......... �........ TOTAL LOAD .......... BEARING REACTIONS ......... SPAN NO. 1 DISTANCE BEARING FROM LEFT FORCE END 0.000 1.421 1.750 1.170 3.500 0.944 5.250 0.760 7:000 0.618 8.750 0.504. 10.500 0.406 12.250 0.323 14.000 0.261 15.750• 0.226 17.500 0.221 19.250 0.237 21.000 0.265 22:750 0.298 24.500 0.331 26.250 0.359 28.000 0.377 29.750 0.384 31.500 0.377 33.250 0.357 35.000 0.332 BOEF LIST> FINISH AnalysisGroup TERMINATION.... 0 • M CAP 4:54 PM 7/20/94 ------------------------------------------------------------------------ Rev 4-29-96 Concrete section moment capacity ------------------------------------------------------------------------ Description Wine D line footing » ------------Section data ----------- I --------- Material constants --------- b > 12.000 inches f'.c > 2.500 ksi d > 22.000 inches fy > 40.000 ksi • B. > .850 > .900 --------------------------------Load data ------------------------------- Factor Mu M dl > .000 ft -kips 1.400 .000 M 11 > .000 ft -kips 1.700 .000 M wind > 21.798 ft -kips 1.700 37.057 • M eq > .000 ft -kips 1.870 .000 Modifier > 1.000 Mu. > 37.057 ft -kips As regd. > .762 in"2 Includes 33% increase since p actual is less than p min. -------------------- Actual As Actual - ---Summary --------------------------------- ----------------------=-- .930 �' - p min. > . 5 <200/Fy> :...p actual > .0035 <p=As/b*d> T > 37.200 kips <T=As*Fy> a > 1.459 inches <a=T/(B*F'c*b)> OMn. ----------------------------------------------------------------------- > 59.345 ft -kips > Mu - <ok>