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HomeMy WebLinkAbout060-110-0874. 1 •I I NIM ISI. y � • 060-110-057 02-0188 1 DREW, DEWAYNE & SU ff'T, ♦ 7-5-i_1 MADDRILL, BUTT. CONT: JOHN CORNIL�E_ NSF 3BR, 2BA, LOG H0 t ; s � � COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev.12/96) ' IAPPLICATION AND PERMIT 02-0188 ASSES�Q�P�QRCF�L1JtltABF,.Q 87 ► ZONING llY jjN�`EJ ��&JJ BUILDING PERMIT OWNEF�UUEUUWA SUZETTE DRE6��p. _, 70 TE/+5 0432 SQ. FT. OCC. BUILDING VALUATION 2320 R 125 280.00 OWNEF2 M`�,G o�E O , SANTA ROSA CA 95407 L 576 U cOM'TOTORNILSEN 7 TELEPHONE 7-527-7657 297 0 20 j980.00 0 258 C 4 644.00 CONTRACTORS MAILING ADDRESS - I -71r- GlIERNMITITE RD, SANTA R -0 -SA CA 954.01 CONSTRUCTION LENDER Fireplace 0 1500.00 LENDERS MNUNG ADDRESS Total Valuation $ 14Y, 871.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 793.50 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 515.78 BUILDING MADDRILL LN, BUTTE MEADOWS Energy Plan Checking Fee $ 23.00 $ PERMIT FEE $1352.28 LOT NO.4 SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF Ek Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 11 7-0084.00 Solar or heat pump water heater 23.00 Water piping 15-0015.00 Each as water heater or ventAi TYPE OF WORK New CX Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: _ NSF 3BR, 2BA LOG HOME Gas piping system 1 - 5 outlets Buildingsewer Mobile Home S G W PERMIT FEE $ 164.00 ELECTRICAL PERMIT Fling Fee 20.00 Main Service '*.A OR LESS 23.00 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION hereby affirm under penalty of perjury that I am exempt from the Contractors License L w r the following reason: 47 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shallR3 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 prov' ie of section 3700 of the Labor Code, I shall fcrthw' -comply with thoprpro ' Ions. IX _ _ Date / �u oz- Signature of App icant - 9 (5wner ❑ Contractor ❑ Age t An OSHA permit is required for excavation over 60" deep and demolition or construction of structures over 3 stories in height.III Main Service To 46.00 CCU000A NEW CONST. DWELLING OCCUP. SO 1 DWE200ALLING OR ADONS. ( a ADC. mss. 3.50Fr: 101. r",ON-RESI�. MULTI.ANCHOU C T (-a7.50 POWER APPARATUS 8 SINGLE OUTLET CIR. EX. Occup. OUTLET OR FIXTURES B20 @ 1.00 FIXI UTS "a.OR) E,._ 5.00 Ex. Occup. OUTLETS Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 144.36 MECHANICAL PERMIT Fling Fee 20.00 Heating 20.00 Cooling 20.00 Hood 6.50 6.50 Ventilation 2 4.50 9.00 GAS FIREPLACE 15.00 PERMIT FEE $ 90.50 Mobile Home Installation Fee $ Energy Inspection Fee $46.00 OCC CONST. TYPE 17 �O1T$L FEE $ V97.14 HAZ. �„ D. IMP 00 COF PARC PO D ISSU This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. D to PERMIT EXPIRES ON 63 Date -By Receipt No. I e-3 WHITE-D.D.S.-B.D. CANARY-ASSESSO PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE ` DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE CA 95965 TELEPHONE (916) 538-7541 SCHEDULE OF FEES DUE OWNER PROPOSED BUILDING USE I. BUILDING PERMIT FEES a '� -- Balance Due ................ $ -- Additional Fees Due ........... $ -- Additional Fees Due ........... $ -- Revised Plan Checking Fee ....... $ 2. SCHOOL DISTRICT FEES G (paid at District Office) 3. SHERIFF FEES (paid at Building Division) Residential ........x $360.00 = $ ulilits Commercial (sq.ft.)... x $0.03 = $ aq. rt. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit) I x : _ $ #Units Amt. Commercial (sq.ft.) .. x =$ Sq.Ft. . Amt. 5. RECREATION DISTRICT FEES (paid at District Office) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid'at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER A. P. # 66o • I lo' CJ O DATE I ' C9 p • O RECEIPT # DATE REC At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed dur' the plan chec ' process. APPLICANT DATE Pursuant to Government Code Section 66020, you are hereby notified that items 2,3,4,5,6,8,9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Div. 2nd Copy - Applicant 3rd Copy - Owner .-(Rev. 2/97) COUNTY OF, BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 Coun' Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 xe : PERMIT APPLICATION DATA SHEET OWNER: `i — ?/,-2 ASSESSOR PARCEL NUMBER O (PC) • � I `� OV (� 9, Proposed Buildi Use: t `'� Counter Technician: Date:U" 0 Items required -•in Wer to apply fora permit. All boxes MUST be checked OR marhell NA in order to apply. ,0/,]..Plot plans, 3 or 4 sets, signed by the preparer of the plans. �. Complete plans, 3 or 4 sets, signed by the preparer of the plans. . Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. PO4. Engineered truss details and layouts 'in duplicate. No faxes! ;e5. Energy compliance design and supporting documentation in duplicate. R 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or If" foundation plans, all in duplicate. f�7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceePThe permit will be indexed and returned to the plan review line-up when required items are received. Date Received By ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ❑ 9. Plot plan and business license approval from the City of Biggs .................................... t ❑ 10. Letter of intent for non-residential buildings......................................................... , ❑ 11. Detached Accessory Building Form filled out by the owner ..................................... ❑ 12. Hazardous Material Form............................................................................... ❑ 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) 14. Fees as shown on the attached Schedule of Fees Due Sheet ....................................... Statement of Intent for Non -heated and A/C Buildings................................/Sanitation and plot plan approval from the Environmental Health Department in 7/? Y( City of Chico Plumbing permit...........° :.... ........................ California Department of Forestry plan approval paid. Sent by. 119. Planning approval for (A) Use: �(B)Parking: (C) P 1 Check::.:' e0. Contact Land Development about ❑ Improvements, ❑ Drainage ...................:.............: 21. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 22. Pre -Inspection for required ................ ❑ 23. Contractor's license information. (Number;'Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carrier and Policy. -Number ....:.........:............................... ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... ❑ . Letter of Signature authorization............... ....................................................... b - . Recorded copy of Agricultural Acknowledgment Statement' ..................................... ❑ 28. Manufactured home utility clearance ................................. :............................ . ❑ 29. Existing violations and/or expired permits......................................................... ,CQ/ 30. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check t H. D. $ (1►' 31. Other: en issued Rn fnt�kup. I have been e abo t ms and rel nts for obtaining a buildi 'g pe;�02 Applicant: rC% Date: / 2•Y� 1. Index permit application for the above items numbered: 2. Additional items required o6p 4P.2,f- Contractor, designer, owner, was advised of the above data by Contractor, designer, owner, was advised of the above data by Plans reviewed by: Date: Structural reviewed by: Date: Note transfer by: Date: 11 Plan Check Letter phone, ❑ mail, ❑ counter, by Date: phone, ❑ mail, ❑ counter, by Date: Plans approved by:Date: / d 17 _Structural approved by: Date: / a Yellow: Building Division �TO:)�iding e FROM: Environmental Health SUBJECT: Sanitation Clearance E.H. USE ONLY P102 Plan Artachod Rosa P9an Alts .d :Sane to 0.4: Owner Location .. Plan Approved for: Sewage Disposal &.-,' Water Supply: Public ✓ Private Well Clearance for dwelling. Other O.K.'inal clearance NOTE: Environmental Health Specialist 8/96 CQ111aa.- Date �uo� lelepnone 15JU) 538.7541 412`96' APPLICATION AND PERMIT ^? •0 P RMIT h= v+n+o+r.wca wra _ BUILDING PERMIT >w : 5� rt+onOwc 14 Q -oq SO Fl. OCC BUILDING VALUATION 021 i,U c "Its :O'rr w AACTo , .d I I 1 G Y. :O.n VACrOSJ, www ADowe„ d W,4- :O.A rRWc ra ut-O a [•OCAS Wwll.p A00 leg F,ri lace Ac•.ntC+O4tr.0iK01 Total Valuation Is f Q LC('ee w `r d-7 F,fing Feo j acw+cCr OA 040&4a r, wLLirq AOOA[s+20 00 Permit F"j � ..4_30.0 ADOMS1 Plan Checkin �F�ee Energy Plan Checking Fee j PERMIT FEE Sj St?i3 �rw suaaveoraewwt i3Q,_ ` J rAAct� r,r � PLUMBING PERMIT Filing Fee 20 00 USEOFSTRUCTURE 5 64 QC_ Each Trap 7.00 Solar or heat um water heater 23.00 • Duplex O Mobilehome O Other Water piping L15.00 •rce ry TYPE OF WORK Each as water heeler or vent LL 1 5.00 .—A Addition O Remodel O UCGties installation O Other O Gus i in stem 1 • S outlets 15.00 Building sower 15.00 esr.ribe Work: Mobile Home 9G, W Q20.00 *PERMIT FEE PAU> SRA • . SHERIFF OTHPk AMOVNT RECEXWD •air Num 3`&I-1 • TO t! PVi' INTo cpMKlTER PERMIT FEE _ / �o MECHANICAL PERMITFiling fee 20.00 Heatina _ , \ 1 tw•ilw/m lila PERMIT FEE I f -6 Mobile Home Installation Fee f Energy Inspection Fee S TO A1�LDyFpJEE _ ' 0. "es I \ // car ►600,t This permit is hereby Issua'dundar the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON PERMIT FEE f _ ELECTRICAL PERMIT 'Filing Fee 20.00 Main Service on LEST »oA oA Ltss 23.00 Main Service ioow 48.00 -=-!!- NEW co.cr. t o IELLMOccur. so OA AOOr+4. a ACC. eLDs. 3•Sa:R OI• NO,a AQ,O T. fMULMOU'rUT Si7,50 PowAMAAArL � f tA 0 Cill Ex. Occup. ounar OA►OnWQ 70 7 ,.0so0 6AL . I Ex. Occur). ovrnEn Quo a 5.00 Temporary Service 23.00, Mobile Home Facilities 20.001 1 Misc. Wiring 23.001 PERMIT FEE _ / �o MECHANICAL PERMITFiling fee 20.00 Heatina _ , \ 1 tw•ilw/m lila PERMIT FEE I f -6 Mobile Home Installation Fee f Energy Inspection Fee S TO A1�LDyFpJEE _ ' 0. "es I \ // car ►600,t This permit is hereby Issua'dundar the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON OBER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is received. 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement : YES 0 NO 0 2. I HAVE � HAVE NOT 0 signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction: NAME: ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO. 4. I plan to provide portions of this work, but I have hired the following person to coordinate, supervise, and provide the major work: NAME: ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO. 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK SIGNED: PROPERTYOWNER:1*11A Q_Z�� SOCIAL SEC TY N i ER: DATE: SE=ER: �� Z NOTE: This Owner -Builder Verification is. required by Section 19831. and 198.32 of the California Health and Safety Code. This verification must be -completed and returned to our office before we are permitted to issue the permit. OVER OWNER BUILDER INFORMATION Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as 'owner -builder" you are the responsible parry of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: ♦ If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is 5300 or more for the entire project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. ♦ If you are an emplover, you must register with the State and Federal Governments as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. ♦ There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation insurance. ♦ For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations corder State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. I rely, Mic el C. Vi ira, C.B.O. NI ger, Building Inspection NOTE: This Owner -Builder Information is required by Section 198.10 of the California Health and Safety Coda OVER COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev1t2196)' ` APPLICATION AND PERMIT 02-0188 ASSES tW41 �7 �'L2..2 ZONING J (� Tzmi BUILDING PERMIT owNEq� AYj�4 .fit( MJ �- _ �O NV T-Eg J! .G tiiU 3"tb4 SO. FT. OCC. BUILDING VALUATION 2320, R 125.280.00. OWNJ,MpffM,F , SANTA ROSA CA 95407 576 !J 110.368.OQ OONTRMN NIISEN 7)M`7-7657 %;2,`� . n2 c} 258 C 4,6 44.00 4.00 CONTRACTORS MAILING ADDRESS -113 It S -,95401 CONST C ON LEND - Fireplace 0 1. 500. 00 LENDER'S MAILING ADDRESS Total Valuation $ 1431871.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 793.51) ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ _51, 5.7?, BUILDING5 �6� `7 . MADDRILL LN' gnn WAMS Energy Plan Checking Fee $ .(�( $ PERMIT FEE $1357.2;; LOT NO. 4 SUBDIVISIONS NAME PARCEL MAP Filing Fee 20.00 PLUMBING PERMIT 9 Each Trap 12 7.00 ({•fl{) USEOFSTRUCTURE SF ❑Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 15.00,5.,'X)x Water piping Each gas water heater or vent 15.0015 L- , TYPE OF WORK New IX Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work:- NSF' 3111. 78A •IAG HOME Gas piping system 1 - 5 outlets 15.00 1 f).C,(� Building sewer 15.00 t5. orj Mobile Home S G W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 600OR LESS Main Service 20OVA ORLESS23.00 ;�??. LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjurythat I am exempt from the Contractors license L w r the following reason: I, as owner of the property, or my emploNes with wages as their sole compensation, will do the work, and the structure is no *-tended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 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 peNbrmance of the work for which this permit is issued. ❑ ' 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certifythat in the performance of the work for which this permit is issued, I shall P P 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 provision,ss of section 3700 of the Labor Code, I shall forthwith` comply with those prova ions. ( *^ Date 112 2'' Signature of ApIpTicant - ©' Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction�/ of structures over 3 s�tories in height. Main Service TO tOooA 46.00so NEW CONST. DWELLING UP. SO !'1 WE OR ADDNS. ( 8 ACC. BIDS. `3.50FT. �`it NON.R°SID. MULTI.OUTLETBRANCH CIRCUITS @7.50 POWGERLE APPARATUS 8 SIN OUTLET CIA. ovrLEi°oR FIXTURES)_zo @ ,.00 Ex. OCCUSAL @ .50 Ex. Occup. OUTLETS FIXED Rao;°� 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 1.30 MECHANICAL PERMIT Fling Fee 20.00 Heating 2.,:,ti'.O Cooling�.( Hood 6.50 G.5 V0 Ventilation 4.5v 1.00 1;A.9 FIRFPLACE 1 � 00. PERMIT FEE $ 4 s•Od Mobile Home Installation Fee $ Energy Inspection Fee $4U, •Ua oc t'.� coNsr. ry I%, TPJTAL FEES 'i7{' 7. 1.4 HAZ. .�. D. P,p j f IMP ' FLOOD /' cDP PARC L�` V' Po HD ISsu - This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By [7 " VIDate 12 r PERMIT EXPIRES ON Dale .. . w tet, ReceiptNo. �� �(0(,P( ', Idol • �!A ..+ WHITE-D.D.S.-B.D. CANARY -ASSESSOR'/ PINK -INSPECTOR/ GOLDENROD -APPLICANT =R � COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 1 -County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE &R C w OIL" . 013 OWNER PERMIT NO. A routine inspection indicates that the following violations oftutte county Ordinances exist at the above address and should be corrected. Pleasexnoticelths office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. )0(j 004 G I /V A9X 41A17 0,J i"o 1�e 9A1,/ J C r Aom LJ - T, G,QM 4 J14 c . fir/ • Z 7s/ �;-- i Date 6' Inspector REV 10/92 — . - P.- +` COUNTY OF BUTTE :-BUILDING DIVISION'........... - DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA - (530) 891-2751 ' -7 Countv Center Drive - Oroville, CA - 530).538-7541____._ _a • CORRECTION NOTICE f OWNER PERMIT NO. . _= "µ A routine inspection indicates that the following violations of butte county Ordinances exist At the ' above addre s and should be corrected. Please notice this office when correction of work is completed If you have any questions pertaining to this matter, or need additional explanation, please ntact this office immediately. - ky t V v[- 73 -,.- ' e_�a N- N -77 It w bre 'r=5115 x ' Date Inspector'- REV 10!92 .•t R L.i� t ' COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 41=1 Main Street - Chico, CA - (530) 891-2751 7 County Center Drive - Oroville, CA - (530) 538-7541 CORRECTION NOTICE 464f 192- OWNER PERMIT NO. A routine Inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please Contac office immediately. 1 R£FA� TI? U ss ur/���`�_ jV1341,1,d 5,41q 67,97D4 OQo4 rO f,^//1 -r F/1 P , P )C 3. t STD mrl c /o r n1irh /9F/—fc /gc,/es.j i Arf. R `/T- (;S -PL/VL P'P'tnlr if -,P /9r 11,7,JNSrA f 2f Date 14 yr 3 Inspector14 REV 10/92 C �� 5 NOTES ; �RESIDENTAAL.. ti _ 060-110-087,,., " 02-0188 ' 1 DREW, DEWAYNE &-SUZETTE s - P� � IT NO %rj`J % MADDRILL; BUTTE`MEADO` CONT: JOHN -( NSF 3BR,' 2BA;'L'OG HOME c ` .� a—_ IlOFFICGG M L� V 09P ��� Address ^Myy DatePIS Meer 6Y Date L � ' * -6.1 LZ D 1 CMeeterter ' SPECIAL'CONDITIONS C - `_ i CHECKED °` �- ` ' " ,� •' �,J\ SRA of y • ,- a `; r FLOOD CERTIFICATE REQ. ` Y FIRE SPRINKLERS REQ. SPECIAL' INSPECTION ITEMS otjriY� 'F �� ti.//� `+ V (r VERIFY' , USE PERM IT, CONDITIONS ,r Je SUB-STANDARD,HOUSINGIETTER a t ffi { :: r OFFICE COPY ' t7 Address GAS t Meter By Date - ELECTRIC 3�pv ` Meter By ' Date S, A r JOB FINALED (Date) �• I f O R Signature ow �lQ INTER -DEPARTMENTAL MEMORANDUM TO: BUILDING 9IVISION,,OROVILLE c �1 FROM: , ENVIR. HEALTH, CHICO DATE: RELEASE ENV. ALTH HOLD ON BUILDING FINAL FOR: 'OWNER NAME: �bc;cd. SEPTIC: � WELL: AP#: &l dtQ -- ///I — P? g1ADDRESS/L0CATI0N: /m&_- �/(9 ams —,4 Comments: GL/memos/releasehold 9 V= OK 0 = Not OK = Not Applicable = Not Ready MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or / /"L"ft./ /'LPG 7. Well Clearance & Disconnect 8. Utility Clearance Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements Date Footings; Soils -Size -Depth -Spacing -Connectors -Steel Card B-1 Date Card B-1 Date Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails . Card B-1 Date Card 3-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. Date 10. Exits; Insp.-Sketch Date 11. Cert. of Occupancy Date 12. Permanent Foundation Only; License Decal 1. Setbacks -Easements Date 2. Card B-1 Date Card B-1 Date 3. 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 i 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails . 4. Wood Awn.; Posts- Beams- Rftrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 - Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 ,/ _ ©K : 0 = Not K,.61 RESIDENTIAL (Single & Duplex) loor (Plans) OK except #'s acks• ments-Flood-Slope '750-- ,oils-Elec. Grnd.-/ /" Ftg. Del ggst8oils-Steel-Elec. Grnd.-/ /" hes-&-Decks; Soils -Steel-/ /" FI Steel-Blockouts- 41. Walls Studs -Nailing Spacing & Braces -Plates -Sound 42. Pearing Walls over Girders & Floor Nailing p' raft Stop in Walls (rat proof) lf' a Stops, Furred Ceilings -Stairs -Chasers- u Zd Headers & Beams -Size & Bearing (lejvfy�117/ S Date 6 6a. Hold Downs and Special Anchors ngers-Post Caps -Anchors -Connectors 7 ab, Steel -Wrapped Date 8. Pie rs•Fireplace Ftg.-Steell Date 52. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test Date 10. Yf, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 23. Water Pipe; Test -Anchors- Reg ulator-Service Test 57. 1 lectric Underground Glazing Area -Glass Protection -Skylights -Plastic 1 3 lenu ucts; Clearance -Material -Support -Ins. Ce.) -N-O,) J/r&irders-Sills-Anchor Bolts-Joists-Vents-Crippies Insulation -Walls -Ceilings Infiltration -Walls -Windows Z •'f �ess & Ventilation 16. Insulation 29. Subteed Wire Size / / ga. du or AI-A.C. Wire Size / / ga Cu or At Date ward B-1 ate Card B-1 Date VA -;-.-Card B-1 Date Card B-1 Date Service -Riser Conductors & Ground Main Disconnect PLUMBING (Permit) OK except #'s 32. 17 ter Htr.; Vent• ccess-Combustion Air affle 33. 00 i ter ipe chor-Nail Protection s & Anchor -Nail Protection 34. 4 i Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 41. Walls Studs -Nailing Spacing & Braces -Plates -Sound 42. Pearing Walls over Girders & Floor Nailing p' raft Stop in Walls (rat proof) lf' a Stops, Furred Ceilings -Stairs -Chasers- u Zd Headers & Beams -Size & Bearing (lejvfy�117/ S Date 22. Gas Pipe; Sixe & Anchors ngers-Post Caps -Anchors -Connectors llW91ing. Joist-Rftr. Ties -Pullin- Roff Brac.-Truss-Shting.-Rfng. Date Fireplace Ties Ty ue-Fireplace Throat Clearance Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles Card B-1 Date Card B-1 Date 52. Card B-1 Date Card B-1 Date Doors -One 3' -Check Garage 3rd Story, 2 Exits ELECTRICAL (Permit) OK except #'s Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 23. Fixture & Transformer Clearance -Ins. Protection 57. 24. Elec. Receptacles Spacing -Lights & Switches at Doors Glazing Area -Glass Protection -Skylights -Plastic 25. Size Boxes & No. of Conductors Stapled 26. Romex Installed Close to Edge of Studs & C.J. Insulation -Walls -Ceilings Infiltration -Walls -Windows Z •'f Equip. Ground mLd6- p w/Mech Fasteners -Bond Gas & Water r 28. 2 Appliance Circuits in Kitchen & Conductor Size GFI 29. Subteed Wire Size / / ga. du or AI-A.C. Wire Size / / ga Cu or At 30. Range Circle / / ga Cu or AI -Oven Circ. / / ga Cu or AI Insulated Neutral l] Yes CI No 31. Service -Riser Conductors & Ground Main Disconnect 32. Equip. Clearances Panels-Motors-Mech. Equip. 33. Clothes Closet Light -Shower Light -Spa Light 34. Smoke Detector Date Card B-1 Date Card B-1 Date Card B•1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 35. A.C. Ducts Insulation & Support 36. Vent Fan, Exhaust above insulation 37. Condensate Drain & Overflow, Size & Grade 38. Furnace -Vent Access -Comb. Air -Return Air Vent 115 outlet 39. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s J" 40. Sits Proper Materials & Anchors 41. Walls Studs -Nailing Spacing & Braces -Plates -Sound 42. Pearing Walls over Girders & Floor Nailing p' raft Stop in Walls (rat proof) lf' a Stops, Furred Ceilings -Stairs -Chasers- u Zd Headers & Beams -Size & Bearing (lejvfy�117/ S Date FRAMING (Continued) 46. ngers-Post Caps -Anchors -Connectors llW91ing. Joist-Rftr. Ties -Pullin- Roff Brac.-Truss-Shting.-Rfng. . 49. Fireplace Ties Ty ue-Fireplace Throat Clearance Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles %6 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions Garage Fire Protection Framing joj > �- 52. Property Line Firewall & Openings r 53.. Doors -One 3' -Check Garage 3rd Story, 2 Exits . 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic 59. Shear Walls; Nailing -Bolts race Interior/Exterior Wall Panels LpOr 62. Insulation -Walls -Ceilings Infiltration -Walls -Windows Date idrla06CCard B-1 Date A"-/ Card B-1 Date Card B-1 97 Date Card B-1 Date oOIFINAI laps) OK except #'s U!2eps-Door & Sidelight Protection -Landings "496-ke Detector e& -furnace Vents -clearance -Comb, Air -Connector - Above Floor-Ducts-Mech. Fixtures & Tub jk!aKc. Trim & Subpanel, Breaker Sizes & Labels s & Rails Fireolace or Stove. Clearance -Hearth -34-El . Outlets at Wood Panel, Int. & Ext. . Fixt. & Appliance; Ground -Air Gap -Cooking Clearance ATO�c. Outlets & Receptacles at Kit. Counter Garage Fire Door; Swing -Landing -Closure T� Duct in Garage -Damper Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in arage; Above Floor-Mech. Protection PI_4Elec. & Mech. Equip. Listed for Location K§di4lwaptacies in Garage (F.F.I.)-Romex Protection In ation-Foam-Looked in Attic unrd Hails & Deck Construction -Post Caps -Bt Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes .82- Following Instld./Drive ] Yes 0 NoMalks J Yes J No/Planters 0 Yes 'J No 49- S co Brown -Finish Awe' Unit Disconnect, Electrical- PIumbino Or Ve0ts Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings Trim, G.F.I. Rec ,oughout House from Previous Inspections 9f. Ga Test -Meters Tagged, Gas -Electric U000ater & Sewer Connected -C/O to Grade -HD Approval 9:)Energy Compliance Certificate -Other Certificates :jjXddress Posted Date Card B-1 Date Card B-1 Dat!!2.,,,(::4,O�rj Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: a COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530).538-7541,Y CORRECTION NOTICE' OWNER < PERMIT NO. I A routine inspection indicates that the following violations of butte county Ordinances exist at the 1 above address and 'should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, plea5wcontact this office immediately. Date ` ' v Inspector ` REV 10/92 4 Insulation Certificate BUILDING OWNER: I BUILDING LOCATION: BUILDING P��T � • V t�' i�)1 S 'moi ®e,sclripti®n.®f Installati®n , ROOF ' Material — — Thickness (inches) Hz.. CEILING Brand Name tk k 9&, e_-7 'Dermal Resistance (R -Value) —_30 Baty,orBlanketType q ! l Brand Name Thickness Cinches) P2 TherTnal Resistance. (R -Value) �a Loose Fill .a ype Brand Name— Contractor's minimum installed weight/ft lb Minimum thickness inches Manufacturer's installed weight per square foot to acheive Thermal Resistance (R -Value) _ EXTERIOR WALL Material) d O D — �' 1 pC1 Thickness (inches) RAISED FLOOR Material V0,01 n J - et,( ( %2 Thickness (inches) wta)c Thickness (inches) Width (inches) FOUNDATIONTALL Material Thickness (inches) Declaration' Brand Name.. Loci Thermal Resistance (R -Value),__ Brand Name O W15h 5 167 , r,: , Thermal Resistance (R -Value) brand Name Thermal Resistance (R -Value) Brand Name thermal Resistance (R -Value) I hereby certify that the above insulation was installed in the building at the above location in conformance with the current Building Energy Efficiency Standards for new residential buildings contained in Title 24 of the California AdminisDde. General ConV*Eor (Builder) Signarureand Tide � V rL Co �9 �hvC� </ C tractor (Insulation Installer) W:14 Signature and Title %_'�9 / License Number — GD/te_ ; License Number THIS CERTIFICATE MUST -BE PROVIDED TC TILE BUILDING DEPARTMENT APPROVAL AND A COPY SHALL BE POSTED WITHIN THE BUILDING. ,JANUARY 1993 Dace PRIOR TO FINAL INSPECTION £,o DEC-19-2002 03:11P FROM: T0:15308956512 P:2/2 ,[Pec-19-02 04:06P DESIGN PROFESSIONALS 480 894'-2529 P-01 Mage t of I Design Professionals From: Design Professionals <dpllo@primenet.com> To: <suzdrew(Mmsn.com> Sent: Friday, December 13, 20f.02 9:57 AM Subject Re: Beam connection Suzette: I have reviewed you photo's and you will need to have the framer place the 4x6 post we called for below the splice in the glue lam beams. This post must be solid and extend down to the foundation system below the Orsi floor, however it does not need to he continuous and can be spliced at the floor levels. Because the wall framing has been removed, you will need to install a Simpson CC74 column cap on the post at the Splice. The smaller beam will need;to be shimmed to awept this cap. The ridge beam through the living room cAmiributes no load the transverw beam that is the spliced beam in which you need the past. There is no load contributkin as the ridge beam cantulevers above the transverse beam The connection of these two beams is purely for stifFnem of the two .Tool' diaphragms. Removal of the wall 'Mow the transverse beam is fine as it was never.a bearing wail and the trvnsvem beam was designed for the roof load ifcarries, but the post definitely needs to be there. 1 hope this helps and if you have any further questions please do n(It hesitate to call John C. Manross Architc;ct r� U L Original Message -- From; <suulrew@nisn_com> To: <dpllc@Pa enet.corn>; 4dpllc@globalcrQ)Asing.r e Sent: Thursday, December 12, 2002 7:29 AM Jahn/lra- Here are some current pictures. The framing wall in question is shown, please call me with any questions at 530-873-3602. The only way to get ahold of Vernel6r at the county is by faxing her a note. se They do not have a cretary or voice mail. - tfer fax #; 534-895-6512. Thank You, Suzette Environmental Healfl, DEC 1 9 2002 Chico, California V 12/19/02 K Vv\ 03/17/2003 10:29 5303431124 WESTERNWOOPS EWP PAGE 01/01 PAAff®A®AM AW VW%7 Certificate of Conform'anc'e- Certificate - 054078 THIS IS TO CERTIFY that the glued laminated timber products Identified with a collective mark of Engineered Wood Systeme (EWS) were manufactured in accordance with the applicable standards urid astsucialtid bNecifivatiuns indicated below: ANSI Standard All 90.1-1992, For Wood Products— Structural Glued Laminated Timber NER-486 Glued Laminated Timber Combinations And "GAP" Computer Program For Determining Design Stresses AITC 117-93 — Manufacturing — Standard Specifications For Structural Glued Laminated Timber Of Softwood Species ` IT IS HEREBY CERTIFIED that the APA EWStrademarked structural glued larninated timber members were produced in a manufacturing facility subject to regular audits in -accordance with the Engineered WoodSystems (EWS) Quality Assurance Program. Routine audits include inspection of this, manufacturing process and evaluation of the in -plant QA program with adequate sampling to verify conformance to Industry standards for lumber grade and giueline bond quality. $ iJ,r <g ��z 46 SIN Q -»`, rSEAL �.11� by �� lop Thomas G. Williamson �Fo Executive Vlce President a *i; IN Ode, ENGINEERED WOOD SYSTEMS Is a related corporation of AAO —THE ENGINEERED W000 A6a=Ar,,ON 7oltsouth 19th stroet • P.O. Box t 1700 • Tacoma, WA 9647 1-0700 Telephone: (2M 666-6600 • Fax Number: (263) 6667266 ePIB CMJeAQJ UO UOIIWJ")c V, 117' VT ONS ISO dal }o Sololol -s "q III^ Pull '*"-golnd jo MIM 3j.polrad 9 jo. H.Lt11 R'4111P,• WI)GO-IM IV till, VA: f'g,(A A 41 7-P C." z tj 4 .1-une "1"'I FA•I T ;? :3WH cin -I A.8tj F -1 Az 'OH 90' 71 ik, 'gA IOLZ-99E (0ES) CZ15-Lsz (m) 40096 V;) ',%IOSNHaNV 0C196 VD 'RT11ANVSi19 RUE -969 (OES) Z16 XOR 'O'd ttL I X08 'O'd M56 VD '0,71H:) Kg.LNRD 'M 000z 'GH HTRANOISNHOf C-10 '(1A -TV 3WVC1 alfLON oW-, ,A"1ddnsDNi(nneSS31AVd H� M, A d1v.19. T DO 6.19 i 1 %);.1 As mg V 3 C&U 1A !71217i':q ISoS get X 19; 1 C, Gz )j IA fit!. 10 V� 0 s' m tilt ,PIT 171 X '41 T 'T; 'I . -10"Y'A 40 WIqm 4P.-9 till, VA: f'g,(A A 41 7-P C." z tj 4 .1-une "1"'I FA•I T ;? :3WH cin -I A.8tj F -1 Az 'OH 90' 71 ik, 'gA IOLZ-99E (0ES) CZ15-Lsz (m) 40096 V;) ',%IOSNHaNV 0C196 VD 'RT11ANVSi19 RUE -969 (OES) Z16 XOR 'O'd ttL I X08 'O'd M56 VD '0,71H:) Kg.LNRD 'M 000z 'GH HTRANOISNHOf C-10 '(1A -TV 3WVC1 alfLON oW-, ,A"1ddnsDNi(nneSS31AVd 4. School District A.P. Number BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) 6 4k 0g Jurisdiction: Clt) Property Owner Property Location/Address Subdivision Building Department No. County Lot No. ......................................................................... Residential Development Sq. Footage Noof"Living Mobile Home Addition/ 'Supplemental to (Group R) Units Installation Conversion Permit # *(No foundation inspection): ................................................................................................................... Commercial/Industrial New wilding Department Representative Sq. Footage (Including Exterior Roofed Areas) Da Date Date (Floor Plans reviewed by School District Personnel) No. ,Sphool District certifies that (Applicant) 0 has complied with the requirements of Resolution No. representing square feet. /'N. Paid by Check # Remarks: r O (Phone Number) by payment of $ ' 4 AB 2926 $ l' FULL MITIGATION $ Date / Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, incompliance with Government Code Section 660201a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is, notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act ICEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) , feeform.xls (10/98)dmm J AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE. CA 95965 ,.COPY of Document Recorded. - 20 -Hay -2002 2002-0025606 Has not been compared with original BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust; smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm ` operations. All that real property situate in the County of Butte, State of California, described as follows: .DESCRIPTION THE LAND REFERRED TO IN THIS REPORT IS SITUATED IN THE STATE OF . CALIFORNIA, COUNTY OF BUTTE, AND IS DESCRIBED AS FOLLOWS, PARCEL L PARCEL Ili IAT 4, AS SHOWN ON THAT CERTAIN MAP ENTITLED •BIGGERS GLEN . SUBDIVISION•, WHICH MAP WAS RECORDED IN THE OFFICE OF THS -RECORDER OF THE COUNTY OF BUTTS, STATE OF CALIFORNIA, ON SEPTEMBER 30, 1993, IN BOOK 130 OF MAPS, AT PAOB(B) 51, 52, 53, 54, 55, 56, 57 AND Se. RESERVING THEREFROM A 20 FOOT EMERGENCY EXIT EASEMENT OVER IAT 15, AS SHOWN ON THE SAID MAP. APA: 060-110-087-000 Date_MR,4 W, -7002-PROPERTY OWNERS: State of California County of bL+_44,e- A 20 FOOT EMERGENCY EXIT EASEMENT OVER IAT 15, AS SHOWN ON THAT CERTAIN MAP ENTITLED, •BIGGERS GLEN SUBDIVISION•, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON SEPTEMBER 30, 1993, IN BOOK 130 OF MAPS, AT PAGE(S) 51, 52, 53, 54, 55, 56, 57.AND Se. On ,AAaT M 2Q02 before me, personally apqSeared 5u-7 e� 4C, Ore,w b ne J 0 o I \lin peUJcup 11 e ( GAJ personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signatur beL Seal: CHRISTYL. HINKLECOMM. 11258485 171 _O Fi@Nco NOTARY PUBUC•CALIFd6tMfA A.P. # 1 V COUNTY OF BUTi'E mm. Expires March 27, 2004 FEB -25-2003 08:198 FROM: February 25, 2003 Butte County Building Division 7 County Center Dr Oroville, Ca 95965 Re: Building Permit,:AE*Q&D Q 0, 7 b1-010 To whom it may concern, TO:15305382140 P:2/2 This letter is to notify the county that there has been a change in the construction of our log home at 7597 Maddrill Ln; Butte Meadows, Ca 95942. Our contractor of record, John Cornilsen has been removed from the job site because of unethical business practices. It was advised by my inspector to complete a change of contractor form at your office. I called to inquire if the form could be faxed to me and a representative in your office advised me that since I was the one to take out the permit and not the contractor, I needed only to send a letter advising your department of the change. There is no official contractor of record at this time, as all work to be completed will be pieced by local tradesmen and overseen be the owners, Melvin and Suzette Drew. Should you have any questions, please feel free to contact me at 707-545-0432. Thank You, Auzette FEB -25-2003 08:19A FROM: I TO:15305382140 P:1/2 Sendto: FAX COVER SKEET DREW UNDERGROUND CONSTRUCTION BBB DREW UNDERGROUND CoNmucno? PARTICIPATES N BBB CARE 2100 Llano Rd 4L7 T— /d� BBD# 51023&1000 Sawa Rosa, Ca 95407 (,ill' A CUSTOMER ASSISTANCE PROGRAM Phone: 707-545-0432 �.� OF THE BETTER BUSINESS BURE11 W Fax: 707-545-0926 Sendto: From: &L'ar- Company: Date: Fax Number: Phone Number 53() — 3`_ 5-61 9 Total pages, including cover: C Comments: December 23, 2002 Dept of Development Services 7 County Center Dr Oroville, Ca 95965 Re: Building Permit # 02-0188, 7597 Maddrill Ln, Butte Meadows To Whom It May Concern: Enclosed are three sets of plans reflecting the changes to the original plans that are approved and on file. The enclosed plans show the changes in the location of the bedroom and master bathroom in the upstairs. All changes are in the interior walls. According to our architect, John C. Manross, there are no structural changes. One area of concern of Vernelle's is the beam which has been marked on plan #1 in yellow. She is concerned that there may be a structural change in this location, after speaking to my architect I believe this concern was addressed and dismissed. Another area of concern was the area where the glue lam beams meet. This is a large concern as this was a contractor error. The contractor did not place the correct supporting beam under this area. The architect has instructed, on the enclosed letter, how to correct this error. Also, per Vernelle, some type of support bracket is needed at the splice in the glue lam beams. The architect has advised a Simpson CC74 column cap on the post at the splice (see enclosed letter). My contractor has ordered a cap to accommodate this issue. Should you have any questions, please feel free to contact me at (707) 545-0432, or contact Vemelle at the Chico office for a more exact explanation. We are now at the point where we will be ready for a four-way inspection within two weeks. If you could expedite the permit process phase it would be greatly appreciated. Thank You, Suzette Drew I J I March 25, 2002 County of Butte- FIRST REVIEW Jurisdiction Appl. No.: 0270188 r LP2A Job No. 202015-002 Mr. Michael Vieira County of Butte , 7 County Center Drive Oroville, CA 95965-3397 Phone: (530) 538-7541 Fax: (530) 538-2140 - Re: Plan Review: Drew SFD� Address: Maddrill Lane, Butte Meadows Dear Mr. Vieria: Linhart Petersen Powers Associates (LP2A) has completed an initial,review of the following documents: 1. Plans: One (1) copy plan sheets Al through Al2, title sheet dated September 20, 2001 by Design Professionals. 2. Structural Calculations: One (1) copy dated January 10, 2002 by Consulting Engineers Corporation. 3. Title 24 Eneray Compliance Documentation: One ,(1) copy dated October 29, 2001 by Monterey Energy Group. 4. Geotechnical Report: Not Provided i t Note: Floodplain Mitigation Measures and/or.comments will be reviewed by Butte County.. , T-h-ese—documents—were—reviewed—oniy-for-their—conforniance--to th-e—i-998—Caisforma—B-midmg, --F Plumbing, Mechanical, and Electrical Codes> (i.e., state amended 1997 UBC, UMC,,and UPC and 1996 NEC). Our comments follow on'the attached list. Please'submit an itemized response letter and two (2) sets of complete and revised documents with all revisions clouded. Sincerely, LI ART I ETERSEN POWERS ASSOCIATES S'Czanne Ramirez, P.E. ` Supervising Plan Review Engineer I.C.B.O. Plans Examiner SR:kb f:\butte county 015\butte county 2002\202015-002-pc1.doc enclosures a cc: Applicant LINHART PETERSEN POWERS ASSOCIATES 7610 Auburn Boulevard • Citrus Heights, CA 95610 (916) 725-4200 • FAX (916) 725-82422 -- Toll Free (877) 235-0653 Drew SFD County of Butte- First Review Maddrill Ln., Butte Meadows LP2A Job No.: 2020015-002 March 25, 2002 i Page 2 GENERAL COMMENTS: �G1. The following plan review documents are based on the County of Butte Building 'Regulations. For your convenience, the following comments are referred to the 1998 California Building Code (i.e., 1997 UBC, et al, as amended by the State of California) unless otherwise noted. G2. Please respond in writing to each,comment by marking the attached comment list or creating a response letter. Indicate which detail,'specification, or calculation shows the requested information. Your complete and clear responses will expedite the, re -check and hopefully, approval of this project. Thank you for your assistance. • G3. For clarity, specify on cover sheet that the 1997 UBC, UMC,,.,UPC, and 1996. NEC; as amended by State of California and local jurisdiction aie applicable to this project. ARCHITECTURAL COMMENTS: Al. The plans must be stamped and signed by a.California licensed architect. Eventhough a California engineer has stamped the structural calculations, all professions practicing -in California must be licensed by the State.- A2. tate.A2. Specify new 110V smoke detector(s), with battery backup, which are audible in all sleeping areas at the following locations: (1) all bedrooms; (2) hallways leading to.,bedrooms; (3) above tops of stairs; and (4) at least one at every level. Sheet A10, UBC 310.9.4,.4 A3. Specify handrails at stairways with four or more risers , See the front entry porch -on sheet A2, UBC 1003:3.3.6 Ex. 3 A4: Specify handrails have a 1-1/4 - 2 inch grippable cross section, no sharp corners, height of - 34 inches to 38 inches above nosing, extend continuously from top to bottom riser, and terminate at newel posts or return to walls. UBC 1003.3.3.6 A5. Specify safety (i.e. tempered) glazing -at hazardous locations - such as windows adjacent to1(1) tubs, showers, and tub/showers; (2) adjacent to and within 24 inches of either edge of doors. Identify these. locations on the plans and specify safety glazing. UBC 2406.4 A6. Will the rear and covered porches off of bedrooms #1 and #2 have stairs from them.? If so, then show these stairs and all applicable information and details. A7. Specify attachment of masonry veneer (anchored or,adhered). If anchored, specify 22 ga galvanized sheet metal anchor ties (with a lip or hook on extended leg engaging no. 9 ga -- continuous wire joint reinforcement) spaced @ 24" o.c. maximum horizontal and 16" o.c. maximum .vertical — although spacing should result in one anchor per maximum 2 sq ft" -(e.g., anchors @ -16" o.c. vertical and horizontal). If adhered, specify an approved adhesive material and method. UBC 1403.5 (adhered)' 1403.6 (anchored) MECHANICAL, PLUMBING AND ELECTRICAL COMMENTS: M1. Provide an isometric venting detail for the island kitchen sink and dishwasher. , I IG c v I IG c I IG / ` X Drew SFD County of Butte - First Review Maddrill Ln., Butte Meadows „ ` , LP2A Job No.: 2020015-002 March 25, 2002 Page 3 M2. Specify seismic anchorage of water heater to include anchors or straps at points within the upper and lower one-third of its vertical dimension, the lower anchor/strap located to maintain a minimum distance of 4 inches above the controls. UPC 510.5 M3. r Per NEC210-8, amend plans to specify GFCI protection at: A. All outdoor receptacles. B. All receptacles serving kitchen counter tops. C. Receptacles within 6 feet of a wet sink. D. Non -dedicated outlets in garages M4. Amend plans to specify a dedicated 20 amp circuit to serve the required bathrooms. M5. Clearly show on the plans the shower in the master bathroom is at least 1096 sq. in. and can maintain a 30" diameter circle. - T-24 ENERGY COMPLIANCE'COMMENTS: T1. The Title 24 energy documentation shall be on the plans. Provide the. CF -1 R and MF -1 R forms bluelined onto the plans with the appropriate signatures. T2. Clearly note on the cover sheet of the plans that Low E glazing is required for all windows in this project. STRUCTURAL COMMENTS: ' _S1. The foundation plans indicate the shearwalls are shown on the floor plan. However, this is not the case. Amend the floor plans to show the location, type -and length of all the shearwalls. S2. Provide a ;detail for the installation of the full height %" bolt @ 36" o.c. through each log wall. Will each wall,begin and end with this type of bolting? Will this bolting be'used to resist uplift and overturning? How will shrinkage of ,the wood be'accommodated once the bolts are installed and tightened and covered up? S3. Provide framing details for stairs. S4. Provide a detail of the .porch framing into the exterior continuous footing when the porch framing is running parallel with the footing. How will the edge of the decking be supported? Will a ledger be provided and how will it be attached to the main framing of the house? S5. Detail 3/A9 shows a side view of the post notch and the installation of the PA51. Please provide a face -on view of the installation for clarification. Provide calculations verifying the end bearing capacity is not exceeded based on the reduced end bearing area. , S6. Indicate how the 4 2x12's acting as floor girders will be stitched together to evenly distribute the Weight between all members. S7. Provide a connection detail of the 4-2x12's framing into the exterior continuous foundation. S8. How will ,the deck floor joists be connected to the exterior wally foundation? Detail 2/A9 shows hangers, but which hanger can be used that will be able to use only a small fraction . r r Drew SFD - County of Butte - First Review Maddrill Ln., Butte Meadows LP2AVob No.: 2020015-002 March 25, 2002 " ' Page 4 of wood framing as shown in the, detail? Please clarify and amend the detail so the framing is clear. ` -sq. All isolated pier sizes must be shown on the plans. Currently only a few of the pier sizes are shown, assumptions of their sizes cannot be made. S10. • Provide a detail of the 5'9" prefab web truss block used over the garage roof framing. S11. Detail 17/A9.was incorrectly referenced to'the roof framing plans as detail 16/A9. Amend the plans to provide the correct detail reference to this location. S12. Detail 12/A9 is. incorrectly referenced to the roof framing plan as a roof eave detail. Please provide' a' separate roof eave detail for this location. The shear transfer from the roof diaphragm to;the wall below must be clear and showing all connection hardware. S13. Provide a roof framing detail for the change in elevation between the roofs over the studio and the master bedroom. S14. Provide a framing detail for the fireplace chimneys and California _framed crickets. S15. � Show all post locations and sizes on the roof and floor framing plans. S16. The assumption that the glue develops full horizontal -shear in the walls cannot be made without substantial supporting documentation. Provide manufacturer specifications; ICBO (or approved equal) testing information for the installation and special inspection for the glue. Glue used in wood laminations is applied under a controlled environment that is subject to_ testing and inspection by a regulator. The gluing specified in this project must be proven.to meet or exceed the standards,outlined. in the building codes. S17. Provide structural calculations -for the collar ties (and connections) and the plywood gussets (and nailing). Since these are structural members, their design is required. S18. As mentioned briefly above, how will shrinkage of the wood be addressed? Once the wood' shrinks and the bolts and.rods•are loose,,'how will the gap in the framing be -addressed? S19. All post to beam connections must be positive connections. Please specify hardware connectors for post/bean, connections. ,S20. Provide a shed roof framing detail for the bay window in the dining area. , S21. The'snow load shall be reduced in accordance with equation 1471 of the UBC 1614, not per 1607.5 of the'UBC. S22. The deflection of the left cantilever of beam A is 1.5 inches. Verify this deflection *will not - adversely affect the performance of the valley beams or the roof structure of the master bedroom. ln' addition, provide details for the connection between the valley and ridge beams. Include the point loads from the valley beams into the design of the leff cantilever since it appears by the roof framing plan that the ridge beam is supporting .the valley beams. S23. Amend the calculations. for the valley beams G. Include the cantilevers at both ends of the beams for the eave overhand and the portion over the master bedroom., , N 1 Drew SFDCounty of Butte - First Review Maddrill Ln., Butte Meadows "LP2A Job No.: 2020015-002 March - 25, 2002 Page_ 5 S24. The calculations indicate beam I is 9.5 feet long, however, the plans show this beam as 17 feet long. Please amend the calculations to reflect the plans. In addition, there are three point loads this beam is carrying, not one. One from, beam A and two from beams G. S25. Amend the calculations to increase the spans of beam J and K to 13 feet, not the 10.5. feet - currently indicated. ` , S26. Provide a cross section framing -detail for the 6x8 beams cantilevered out to support the studio balcony. How is this done without interfering with the ceiling framing. below.or the , floor framing above? Be very clear on how'these 6x's will be attached to the floor framing. Provide calculations verifying the 6x's can resist the bending moment from the deck and snow loading. r f S27. Provide calculations for the second floor framing level. .--S28. Provide lateral resistance along the window wall in the living room and at the rear porch wall at the dining room. These walls ,have not been stabilized against lateral loading. In _ order to use rotation to transfer the loads from the unstabilized wall to the side walls, a fully blocked diaphragm must be used.. In addition, a calculation for the diaphragm deflection must be performed to make sure the deflection does not exceed the allowable. S29.' Provide rho calculations for the entire building. The, maximum rho in each direction and on each level shall be applied to all walls in that direction & level. S30. In order the shearwalls to.work properly, the assumption has been made that a continuous top plate'is provided to transfer the lateral loads to the shearwalls and the drag struts and collector members will be provided. This is not clearly demonstrated on the plans. S31. Provide a justification for the weight of the building. It appears the weight of the wood was not included into the weight of the building. This weight could be significant since an 18" diameter log self -weight is approximately 65 plf. Therefore,' please review all member - calculations and include the member self weight into the member design calculation, especially for the log members. S32. Provide typical and/or specific framing details for the "second floor at the interior support lod columns and _exteriorglulam beams. S33. Please amend the unit shear capacity' calculations for the log shear walls to' include combined shear and tension loads on the' 1/2" diameter threaded rods to resist deflection or racking effects of log shear wall pier elements. $34. Provide details showing how the floor will frame into the exterior walls and adequately ' transfer the,lateral forces from the floor diaphragm into the shearwalls. If you have any questions regarding the above comments, please contact Suzanne Ramirez_ , P.E. at (916) 725-4200 between 8:00 A.M. to 5:00 P.M., M -F. [END], ..LINHART PETERSEN POWERS ASSOCIATES - �• 7610 Auburn.B616ard Citrus Heights, CA 95610' C Consulting Engineers Corporation "E 2131 East Broadway Road, Suite 2 Tempe, AZ 85282 Phone: (480) 731-5400 Fax: (480) 731-5700 STRUCTU %#&UujLntATIONS MAY 17 2002 IINHART PEIERSEN POWERS ASSOCIATES RECEIVE➢. APR 2 9 2002 FOR SA UNHARTP6"AFME owEas soCLA DWAYNE & SUZETTE DREW RESIDENCE FOREST RANCH/BUTTE MEADOWS CALIFORNIA QaOFESS I 3777 rn P• 06/3D/D 04/24102- Civil, 4/24fozcivic , FBF CAI�F�Q` April 22, 2002 CEC PROJECT NO. CA01148 STRUCTURAL CALCULATIONS JOB NAME: Drew Custom Log Home JOB # CLH-0107 JOB LOCATION: Forest Ranch Chico, California INDEX TO CALCULATIONS DESCRIPTION Calculations DESIGN CRITERIA BUILDING CODE: 97 UBC SEISMIC ZONE: 3 WIND: 70 MPH Exp. C LIVE LOADS: Roof 150 PSF, Floor 40 PSF ( roof reduction per UBC 1614 ) 150 / 40- 1/2 = 3.25 Rs 33.69° -20° = 13.69 3.25 x 13.69 = 54.24# ( 150 - 54.24 = 95.76# psf ) ( All calcs are based on net 112# psf ) CONCRETE: Fc=2500 At 28 days 2500 REINF. BARS: GR 40 MASONRY: Grade "N' (ASTM C-90-70) Fm = 1350 PSI PAGE NO. 1 - MORTAR: Type "S" ASTM -270 Fc=1800 PSI Grout: Fc=2000PSI At 28 days STRUCTURAL STEEL: Fi = 46 KSI SOIL: 1500 PSF / PER UBC ADDITIONAL: GLB 22F -V3, DF No. 2 MULTI -SPAN TIMBER BEAM DESIGN RIDGE BEAM "A" DREW RESIDENCE GENERAL DATA - 1 -2 2 -3 3 -4 - 4 - All All Spans Simple Support ?? NO Spans Length ft : 2.00 18.00 7.00 3.00 End Fixity: Free:Pin Pin:Pin Pin:Pin Pin:Free Beam Width in : 6.750 6.750 6.750 6.750 Beam Depth in : 13.50 13.50 13.50 13.50 - CALCULATED VALUES - -OK- -OK- -OK- -OK- F'b-Modified Allow. psi 2714.2 2677.1 2714.2 2714.2 fb - Actual. psi 148.7 2192.9 2192.9 27.9 F'v-Modified Allow. psi : 206.3 206.3 206.3 206.3 fv (actual) * 1.5 psi : 23.4 197.5 119.9 3.1 Moment @ Left k -in : 0.0 -30.5 -449.6 -5.7 Moment @ Right k -in : -30.5 -449.6 -5.7 0.0 Max. Mom. @ Mid -Span k -in : 0.0 395.0 0.0 0.0 X -Dist ft : 0.00 7.44 0.00 3.00 Shears: Left k : 0.00 9.49 8.62 0.48 Right k : -2.54 -13.37 3.06 0.00 Reaction @ Left DL k : 0.00 1.42 2.60 -0.31 LL k : 0.00 .10.61 19.39 -2.28 Total k : 0.00 12.03 21.99 -2.59 Reaction @ RightDL k : 1.42 2.60 -0.31 0.00 LL k : 10.61 19.39 -2.28 0.00 Total k : 12.03 21.99 -2.59 0.00 Max. Defl. @ Mid Span in : 0.263 -0.688 0.070 -0.075 X -Dist ft : 0.00 8.16 2.85 3.00 DESIGN DATA Le: Unsupported Length ft : 2.00 18.00 7.00 3.00 Fb:Basic Allowable psi : 2200.0 2200.0 2200.0 2200.0 Fv:Basic Allowable psi 165.0 165.0 165.0 165.0 Elastic Modulus ksi 1700 1700 1700 1700 Load Duration Factor 1.25 1.25 1.25 1.25 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Uniform...... DL plf : 150.0 150.0 0.0 0.0 LL plf : 1120.0 1120.0 0.0 0.0 Trapezoidal DL @ Left plf : 150.00 37.50 DL @ Right plf : 37.50 LL @ Left plf : 1120.00 280.00 LL @ Right plf : 280.00 X -Left ft : 0.00 0.00 X -Right ft : 7.00 3.00 QUERY VALUES Location ..... ft : 2.00 20.00 27.00 30.00 Shear # : 1-2.54 0.00 0.00 0.00 Moment k -in : -30.48 0.00 56.78 0.00 Deflection in : 0.000 0.000 0.000 -0.746 Example Problem Example for User's Guide 0000 (continued on next page....) MULTI -SPAN TIMBER BEAM DESIGN RIDGE BEAM "A" (.....continued) Example Problem Example for User's Guide 0000 . • IIIIIIIiin����.� .Its • • iunnumunmunm�umuuunuumunn 001 18.00 1 7.00 13.00 GENERAL TIMBER BEAM DESIGN RIDGE BEAM "B" DREW RESIDENCE Timber Section Beam Width Beam Depth Lamination Thickness Fb - Bending Fv - Shear Fc - Bearing BEAM DATA :6x10 R.S. End Fixity Pin:Pin = 6.000 in Elastic Modulus = 1600000 psi = 10.00 in Beam Density = 40.0 pcf = 0.00 in Load Duration Factor = 1.25 = 1300 psi Beam Wt. is Added to Loads = 95 psi End Shear Calc'd at Support = 875 psi Max. Allow Moment = APPLIED LOADS Uniform Load @ Center Span: DL = 105.0 plf LL = 784.0 plf Uniform Load @ Right Cantilever: DL = 105.0 plf LL = 784.0 plf USING 6.000 x 10.000 Beam, _- - wmmMn f - Bending = 82.68%, Shear = 99.12% Max. Pos Mom @ 4.95 ft= 11.20 k -ft Shear: Max. @ Left = Max. Neg Mom @ 10.00 ft= -0.24 k -ft ....used for dsgn = Max @ Left = 0.00 k -ft ....Area Req'd = Max @ Right = -1.81 k -ft Max. @ Right = Max. Allow Moment = 13.54 k -ft ....used for dsgn = fb : Max. Actual = 1343.6 psi ....Area Req'd = Fb : Allowable = 1625.0 psi fv : Max. Actual = Fv : Allowable = Ck = .811(E/Fb)-.5 = 25.45 Cs = (LeD/B'2)-.5 = 0.00 Bearing Req'd @ Left = Cf = (12/d)'.111 = 1.00 Bearing Req'd @ Right = 888lllllllllllllllllllllllllllllllllllllllllll88 1 10.00 l 2.00 1 4.50 k 6.75 k 56.88 in2 4.71 It 7.06 k 59.47 in2 117.70 psi 118.8 psi 0.86 in 1.24 in SPAN DATA Center Span = 10.00 ft Left Cantilever = 0.00 ft Right Cantilever = 2.00 ft UNBRACED LENGTHS Le : Center Span = 0.00 ft Le : Left Cant. = 0.00 ft Le : Right Cant. = 0.00 ft Mmex • 10.43ft-k • 4.80 f M -In • -1.81 ft -k ♦ 9.98 f YMaX • 4.34 kip* • 0.00 ft Y.in - -4.70 k10e e' 9.98 f Dmex 0.13 In • 11.9S fl Dmin • -0.23 In O 4.89 fl Reactions... DL Maximum Left = 0.58 k 4.50 k Right = 0.87 k 6.52 k Deflections... Center = -0.03 in -0.25 in ....Dist = 4.90 ft 5.000 ft ...UDefl = 3887 477 Left = 0.00 in 0.000 in ...UDefl = 0 0 Right = 0.02 in 0.155 in ...L/Defl = 2734 310 10.46 ino 1 l M jd.1- IhLvp-- -1.01 4.54 t r 11111gh,11',- -4.70 0.13 D -0.23 fl I i I iT-1 0.0 1.9 3.9 6.0 8.0 10.0 12.0 GENERAL TIMBER BEAM DESIGN PORCH BEAM "C" DREW RESIDENCE APPLIED LOADS Uniform Load @ Center Span: DL = 75.0 plf LL = 560.0 plf Uniform Load @ Right Cantilever: DL = 75.0 plf LL = 560.0 plf -- OUMMA%nT - USING 6.000 x 8.000 Beam, Bending = 92.46%, Shear = 88.69% BEAM DATA Timber Section 6x8 R.S. End Fixity Pin:Pin Beam Width = 6.000 in Elastic Modulus = 1600000 psi Beam Depth = 8.00 in Beam Density = 40.0 pcf Lamination Thickness = 0.00 in Load Duration Factor = 1.25 Fb - Bending = 1300 psi Beam Wt. is Added to Loads Fv - Shear = 95 psi End Shear Calc'd at Support Fc - Bearing = 875 psi APPLIED LOADS Uniform Load @ Center Span: DL = 75.0 plf LL = 560.0 plf Uniform Load @ Right Cantilever: DL = 75.0 plf LL = 560.0 plf -- OUMMA%nT - USING 6.000 x 8.000 Beam, Bending = 92.46%, Shear = 88.69% Max. Pos Mom @ 4.95 ft= 8.01 k -ft Shear: Max. @ Left = Max. Neg Mom @ 10.00 ft= -0.18 k -ft ....used for dsgn = Max @ Left = 0.00 k -ft ....Area Req'd = Max @ Right = -1.30 k -ft Max. @ Right = Max. Allow Moment = 8.67 k -ft ....used for dsgn = fb : Max. Actual = 1502.6 psi ....Area Req'd = Fb : Allowable = 1625.0 psi fv : Max. Actual = Fv : Allowable = Ck = .81 1(E/Fb)-.5 = 25.45 Cs = (LeD/8.2)'.5 = 0.00 Bearing Req'd @ Left = Cf = (12/d)-.111 = 1.00 Bearing Req'd @ Right = 6301111111111111111111111111111111111111111163 I 10.00 1 2.00 S 3.22 k 4.83 k 40.71 in2 3.37 k 5.06 k 42.57 in2 105.32 psi 118.8 psi 0.61 in 0.89 in Mmex - 7.46ft-k • 4.80 fl Mmin - -1.29 fl -k • 9.98 f Max - 3.11 kips 0 0.00 ft Vmfn - -3.37 kips • 9.90 f Dmex - 0.10 In • 11.95 rt D.I. - -0.32 In o 4.89 rl SPAN DATA Center Span = 10.00 ft Left Cantilever = 0.00 ft Right Cantilever = 2.00 ft UNBRACEDLENGTHS Le : Center Span = 0.00 ft Le : Left Cant. = 0.00 ft Le : Right Cant. = 0.00 ft Reactions... DL Maximum Left = 0.42 k 3.22 k Right = 0.63 k 4.67 k Deflections... Center = -0.04 in -0.35 in ....Dist = 4.90 ft 5.000 ft ...L/Defl = 2741 342 Left = 0.00 in 0.000 in ...L/Deft = 0 . 0 Right = 0.02 in 0.216 in ...L/Deft = 1929 222 7.46 t M -1.29 3.11 t r 0.10 D -0.32 0.0 1.9 3.9 6.0 0.0 10.0 1-.0 UclvtnHt- I IMt$th bLAM DESIGN PORCH CROSS TIE BEAM "D" DREW RESIDENCE Timber Section Beam Width Beam Depth Lamination Thickness Fb - Bending Fv - Shear Fc - Bearing BEAM DATA 6.75x10.5 End Fixity Pin:Pin = 6.750 in Elastic Modulus = 1700000 psi = 10.50 in Beam Density - 40.0 pcf = 1.50 in Load Duration Factor - 1.25 = 2200 psi Beam Wt. is Added to Loads = 165 psi End Shear Calc'd at Support = 650 psi Le : Right Cant. = APPLIED LOADS Point Load: DL = 870.0 N LL = 6530.0 /1 at 7.50 ft SPAN DATA Center Span = 15.00 ft Left Cantilever = 0.00 ft Right Cantilever 0.00 ft UNBRACEDLENGTHS Le : Center Span = 0.00 ft Le : Left Cant. = 0.00 ft Le : Right Cant. = 0.00 ft SUMMARY USING 6.750 x 10.500 Beam, Bending = 99.55%, Shear = 39.46% Max. Pos Mom @ 7.50 ft= 28.30 k -ft Shear: Max. @ Left = 3.85 k Reactions... DL Maximum Max. Neg Mom @ 0.00 ft= 0.00 k -ft ....used for dsgn 5.77 k Left - 0.58 k 3.85 k Max @ Left 0.00 k -ft ....Area Req'd - 27.97 int Right = 0.58 k 3.85 k Max @ Right 0.00 k -ft Max. @ Right - 3.85 k Max. Allow Moment = 28.42 k -ft ....used for dsgn 5.77 k Deflections... fb : Max. Actual = 2737.6 psi ....Area Req'd = 27.97 in2 Center = -0.12 in -0.83 in Fb : Allowable = 2750.0 psi fv : Max. Actual - 81.38 psi ....Dist = 7.50 ft 7.500 ft Fv : Allowable = 206.3 psi ...L/Defl = 1559 216 Ck = .811(E/Fb)-,5 = 20.16 Left = 0.00 in 0.000 in Cs = (LeD/B' 2)' .5 0.00 Bearing Req'd @ Left = 0.88 in ...UDefl 0 0 Cf = (12/d)'.111 = 1.00 Bearing Req'd @-flight 0.88 in Right = 0.00 in 0.000 in ...UDefl = 0 0 0 26.29 N) rN �I J OJ M.Ox 20.29ft-k 7.50 fl Mm10.0.00 fl -k 0.00 ft 0.00 3.64 YMOX . 3.64 kips • 0.00 It Ymin • -3.04 klpl • 15.00 11 Dm�z.0.001" 00.00 ft -3.64 Dmin . •0.63 In 7.50 ft 0.00 15.00 -0.03 J f t !---� 0.0 2.4 4.9 7.5 10.0 12.5 15 0 GENERAL TIMBER BEAM DESIGN ROOF RAFTERS "E" DREW RESIDENCE BEAM DATA SPAN DATA Timber Section 2X10 End Fixity Pin:Pin Center Span = 10.00 ft Beam Width = 1.500 in Elastic Modulus = 1600000 psi Left Cantilever = 0.00 ft Beam Depth = 9.25 in Beam Density = 40.0 pcf Right Cantilever = 2.00 ft Lamination Thickness = 0.00 in Load Duration Factor = 1.25 UNBRACED LENGTHS Fb - Bending = 1300 psi Beam Wt. is Added to Loads Le : Center Span = 0.00 ft Fv - Shear = 95 psi End Shear Celc'd at Support Le : Left Cant. = 0.00 ft Fc - Bearing = 875 psi Le : Right Cant. = 0.00 ft APPLIED LOADS Uniform Load @ Center Span: DL = 20.0 plf LL = 149.0 plf Uniform load @ Right Cantilever: DL = 30.0 plf LL = 149.0 plf SUMMARY USING 1.500 x 9.250 Beam, Bending = 73.40%, Shear = 81.98% Max. Pos Mom @ 4.95 ft= 2.13 k -ft Shear: Max. @ Left = 0.86 k Reactions... DL Maximum Max. Neg Mom @ 10.00 ft-- -0.07 k -ft ....used for dsgn = 1.29 k Left = 0.11 k 0.86 k Max @ Left = 0.00 k -ft ....Area Req'd = 10.83 in2 Right = 0.19 k 1.27 k Max @ Right = -0,37 k -ft Max. @ Right = 0.90 k Max. Allow Moment = 2.90 k -ft ....used for dsgn = 1.35 k Deflections... fb : Max. Actual = 1192.8 psi ....Area Req'd = 11.38 in2 Center = -0.03 in -0.24 in Fb : Allowable = 1625.0 psi fv : Max. Actual = 97.36 psi ....Dist = 4.90 ft 5.000 ft Fv : Allowable = 118.8 psi ...L/Deft = 4106 498 Ck = .81 1(E/Fb)'.5 = 25.45 Left = 0.00 in 0.000 in Cs = (LeD/B' 2)' .5 = 0.00 Bearing Req'd @ Left = 0.65 in ...L/Defl = 0 '0 Cf = (12/d)-.111 = 1.00 Bearing Req'd @ Right = 0.96 in Right = 0.02 in 0.147 in ...L/Deft = 3085 326 168 178 1.98 Mmax � 1,98ft-k Y 4.80 ft Mmtn " -0.36 ft -k Y 9.90 ft M -0.36 0.82 Ymex a 0.82 kips • 0.00 ff vmin - -0.90 kips • 9.90 ft -0.90 0.12 Dmex - 0.121n• 11.95 ft Dmin" -0.22 In a 9.89 it O -0.22 10.00 2•00 1t 1 0.0 1.9 3.9 6.0 8.0 10.0 12.0 ULNEHAL TIMBER BEAM DESIGN PORCH ROOF RAFTERS "F" DREW RESIDENCE - Jumm'"T USING 4.000 x 6.000 Beam, Bending = 55.25%, Shear = 55.08.% BEAM DATA Timber Section 4X6 RS End Fixity Pin:Pin Beam Width = 4.000 in Elastic Modulus = 1600000 psi Beam Depth = 6.00 in Beam Density 40.0 pcf Lamination Thickness = 0.00 in Load Duration Factor = 1.25 Fb - Bending = 1300 psi Beam Wt. is Added to Loads Fv - Shear = 95 psi End Shear Calc'd at Support Fc - Bearing = 875 psi fb : Max. Actual = APPLIED LOADS Uniform Load @ Center Span: DL = 30.0 plf LL = 224.0 plf Uniform Load @ Right Cantilever: DL = 30.0 plf LL = 224.0 plf - Jumm'"T USING 4.000 x 6.000 Beam, Bending = 55.25%, Shear = 55.08.% Max. Pos Mom @ 3.73 ft= 1.80 k -ft Shear: Max. @ Left = Max. Neg Mom @ 7.50 ft= -0.07 k -ft ....used for dsgn = Max @ Left = 0.00 k -ft ....Area Req'd = Max @ Right = -0.52 k -ft Max. @ Right = Max. Allow Moment = 3.25 k -ft ....used for dsgn = fb : Max. Actual = 897.8 psi ....Area Req'd = Fb : Allowable = 1625.0 psi fv : Max. Actual = Fv : Allowable = Ck = .811(E/Fb)'.5 = 25.45 Cs = (LeD/8-2)-.5 = 0.00 Bearing Req'd @ Left = Cf = 02/d)-.111 = 1.00 Bearing Req'd @ Right = 2531111111111111111111111111111111111111111111253 1 7.50 1 2.00 l 0.97 k 1.45 k 12.22 in2 1.05 k 1.57 k 13.22 in2 65.41 psi 118.8 psi 0.28 in 0.45 in SPAN DATA Center Span = 7.50 ft Left Cantilever = 0.00 ft Right Cantilever = 2.00 ft UNBRACED LENGTHS Le : Center Span = 0.00 ft Le : Left Cant. = 0.00 It Le : Right Cant. = 0.00 ft MMOX - 1.58ft-k Y 5.45 ft Mmin - -0.52 1t-1, a 7.48 f Vmsx - 0.90 kips P 0.00 fl Vm1n - -1.04 kips • 7.4E It D... - O.O a I n• 9.46 f t Dmtn - -0.13 In ♦ 3.64 ft Reactions... DL Maximum Left = 0.13 k 0.97 k Right = 0.22 k 1.57 k Deflections... Center = -0.02 in -0.16 in ....Dist = 3.65 ft 3.731 ft ...UDefl = 4798 573 Left = 0.00 in 0.000 in ...UDefl = 0 0 Right = 0.01 in 0.129 in ...L/Defl = 3865 373 l.se t M -0.52 0.90 Y -1.04 0.00 D 11 TI I I 1 O.O I.5 5.1 4.7 6.5 7.9 9.5 GENERAL TIMBER BEAM DESIGN VALLEY BEAM "G" DREW RESIDENCE Timber Section Beam Width Beam Depth Lamination Thickness Fb - Bending Fv . Shear Fc - Bearing BEAM DATA 404 RS End Fixity Pin:Pin = 4.000 in Elastic Modulus = 1600000 psi = 14.00 in Beam Density = 40.0 pcf = 0.00 in Load Duration Factor = 1.25 = 1300 psi Beam Wt. is Added to Loads = 95 psi End Shear Calc'd at Support = 875 psi APPLIED LOADS Trapezoidal Load: DL: 37.5plf @ Ift, 105.Oplf @ rt LL: 280.Oplf @ Ift, 784.Oplf @ rt from 0.00 ft to 8.00 ft Trapezoidal Load: DL: 105.Oplf @ Ift, O.Oplf @ rt LL: 784.Oplf @ Ift, O.Oplf @ rt from 8.00 ft to 13.00 ft SUMMARY USING 4.000 x 14.000 Beam, Bending = 81.93%, Shear = 86.1796 Max. Pos Mom @ 6.60 ft = 14.25 k -ft Shear: Max. @ Left 3.78 k Reactions... Max. Neg Mom @ 0.00 ft= 0.00 k -ft ....used for dsgn = 5.66 k Left Max @ Left 0.00 k -ft ....Area Req'd = 47.70 in2 Right = Max @ Right = 0.00 k -ft Max. @ Right = 3.47 k M All M SPAN DATA Center Span = 13.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft - UNBRACED LENGTHS Le : Center Span = 0.00 ft Le : Left Cant. = 0.00 ft Le : Right Cant. = 0.00 ft DL Maximum 0.53 k 3.78 k 0.50 k 3.47 k ax. ow oment = 17.39 k -ft ....used for dsgn = 5.21 k Deflections... fb : Max. Actual = 1308.7 psi ....Area Req'd = 43.85 in2 Center = -0.04 in -0.29 in Fb : Allowable = 1597.4 psi fv : Max. Actual = 101.14 psi ....Dist = 6.50 ft 6.500 ft Fv : Allowable 118.8 psi ...L/Deft = 3892 540 Ck = .811(E/Fb)-.5 = 25.45 Cs = (LeD/8.2)-.5 = 0.00 Bearing Req'd @ Left = 1.08 in Cf = (12/d)-.111 = 0.98 Bearing Req'd @ Right = 0.99 in 279 783 37 104 783ff@MQMMM=,,,, 0 104 0 1 13.00 Mmex - 14.25rt-k 0 6.60 ft Mmin 0.00 ft -k • 0.00 it Left = 0.00 in 0.000 in ...L/Defl = 0 0 Right = 0.00 in 0.000 in ...L/Deft = 0 0 14.25 0.00 3.77 Vmkx - 3.77 kip. O 0.00 it V.I. . -3.47 kip. • 13.00 Il V Dmnx - 0.00 In • 0.00 rl 3.47 Omfn . -0.20 1n V 6.50 It 0.00 -0.20 it I i --I 0.0 2.1 4.3 6.5 0.6 10.8 IS.O GENERAL TIMBER BEAM DESIGN ROOF SUPPORT BEAM "H" DREW RESIDENCE BEAM DATA SPAN DATA Timber Section 6.75x13.5 End Fixity Pin:Pin Center Span = 15.00 ft Beam Width = 6.750 in Elastic Modulus = 1700000 psi Left Cantilever = 0.00 ft Beam Depth = 13.50 in Beam Density = 40.0 pcf Right Cantilever = 0.00 ft Lamination Thickness = 1.50 in Load Duration Factor = 1.25 UNBRACED LENGTHS Fb - Bending = 2200 psi Beam Wt. is Added to Loads Le : Center Span = 0.00 ft Fv - Shear = 165 psi End Shear Calc'd at Support Le : Left Cant. = 0.00 ft Fc - Bearing = 650 psi Le : Right Cant. = 0.00 ft APPLIED LOADS Uniform Load @ Center Span: DL = 172.5 plf LL = 1288.0 plf SUMMARY USING 6.750 x 13.500 Beam, Bending = 90.09%, Shear = 88.91 % Max. Pos Mom @ 7.50 ft = 41.78 k -ft Shear: Max. @ Left = 11.14 k Reactions... DL Maximum Max. Neg Mom @ 15.00 fit= 0.00 k -ft ....used for dsgn = 16.71 k Left = 1.48 k 11.14 k Max @ Left = 0.00 k -ft ....Area Req'd = 81.02 int Right = 1.48 k 11.14 k Max @ Right = 0.00 k -ft Max. @ Right = 11.14 k Max. Allow Moment = 46.38 k -ft ....used for dsgn = 16.71 k Deflections... fb : Max. Actual = 2445.2 psi ....Area Req'd = 81.02 in2 Center = -0.10 in -0.72 in Fb : Allowable = 2714.2 psi fv : Max. Actual = 183.39 psi ....Dist = 7.50 ft 7.500 ft Fv : Allowable = 206.3 psi ...L/Deft = 1883 250 Ck = .81 1(E/Fb)' .5 = 20.16 Left 0.00 in 0.000 in Cs = (LeD/B-2)-.5 , = 0.00 Bearing Req'd @ Left = 2.54 in ...L/Deft = 0 0 Cf = (12/d)-.111 = 0.99 Bearing Req'd @ Right = 2.54 in Right = 0.00 in 0.000 in ...L/Deft = 0 0 1460 417 MmOx - 41.77ft-k P 7.50 ft 16111, Mmin - -0.00 fl -k • 15.00 It -0.00 11.14 Vmex - 11.14 klp• P 0.00 fl YMin . -11.14 kips 015- It V Omax - 0.00 In P 0.00 ft 11.14 Dmin --0.71 to P 7.50 ft 0.00 15.00 0 2.4 4.9 7.5 10.0 12.5 15.0 GENERAL TIMBER BEAM DESIGN ROOF SUPPORT BEAM nln DREW RESIDENCE Timber Section Beam Width Beam Depth Lamination Thickness Fb - Bending Fv - Shear Fc - Bearing BEAM DATA 5:125x13.5 End Fixity Pin:Pin = 5.125 in Elastic Modulus = 1700000 psi = 13.50 in Beam Density 40.0 pcf = 1.50 in Load Duration Factor = 1.25 = 2200 psi Beam Wt. is Added to Loads = 165 psi End Shear Calc'd at Support = 650 psi Le : Right Cant. = APPLIED LOADS Uniform Load @ Center Span: DL = 105.0 plf LL = 784.0 plf Point Load: DL = 530.0 # LL = 3250.0 # at 2.50 ft SPAN DATA Center Span = 9.50 ft Left Cantilever 0.00 ft Right Cantilever = 0.00 ft UNBRACED LENGTHS Le : Center Span = 0.00 ft Le : Left Cant. = 0.00 ft Le : Right Cant. = 0.00 ft -- ovmmP%n r USING 5.125 x 13.500 Beam, Bending = 44.06%, Shear = 74.61 % Max. Pos Mom @ 3.65 ft= 15.51 k -ft Shear: Max. @ Left = 7.10 k Reactions... DL Maximum Max. Neg Mom @ 9.50 ft= . 0.00 k -ft ....used for dsgn = 10.65 k Left = 0.98 k 7.10 k Max @ Left = 0.00 k -ft ....Area Req'd = 51.62 int Right = 0.73 k 5.31 k Max @ Right = 0.00 k -ft Max. @ Right = 5.31 k Max. Allow Moment = 35.21 k -ft ....used for dsgn = 7.96 k Deflections... fb : Max. Actual = 1195.8 psi ....Area Req'd = 38.60 in2 Center = -0.02 in -0.14 in Fb : Allowable = 2714.2 psi fv : Max. Actual = 153.88 psi ....Dist = 4.56 ft 4.560 ft Fv : Allowable = 206.3 psi ...L/Deft = 5904 813 Ck = .811(E/Fb)'.5 = 20.16 Left = 0.00 in 0.000 in Cs = (LeD/B'2)-.5 = 0.00 Bearing Req'd @ Left = 2.13 in ...UDefl = 0 0 Cf = (12/d)'.111 = 0.99 Bearing Req'd @ Right = 1.59 in Right = 0.00 in 0.000 in ...UDefl = 0 0 8 V 15.51 0 N Bill, N In II II Mme. • 15.51ft-k o 3.64 fl JMmin . -0.00 it- Y 9.50 rt -0.00 7.09 Ymex . 7.09 klpe • 0.00 ft vmin.- 5.30 kip.• 9.50 / 1 V omex . 0.00 in 0 0.00 r1 5.30 0m1n.-0.14 In•4.56 ft 0.00 1 9.50 -0.14 \%Nftft� ft O.O 1.5 3.1 4.7 6.3 7.9 9.5 GENERAL TIMBER BEAM DESIGN ROOF SUPPORT BEAM "J" DREW RESIDENCE 8.79 k 13.19 k 63.93 in2 8.79 k 13.19 k 63.93 in2 190.59 psi 206.3 psi Ck = .811(E/Fb)-.5 = 20.16 Cs = (LeD/B"2)".5 = 0.00 Bearing Req'd @ Left = 2.64 in Cf = 02/d)'.111 = 0.99 Bearing Req'd @ Right = 2.64 in 1333 1 13.00 1 SPAN DATA BEAM DATA Timber Section 5:125x13.5 End Fixity Pin:Pin Beam Width = 5.125 in Elastic Modulus = 1700000 psi Beam Depth = 13.50 in Beam Density = 40.0 pcf Lamination Thickness = 1.50 in Load Duration Factor 1.25 Fb - Bending = 2200 psi Beam Wt. is Added to Loads Fv - Shear = 165 psi End Shear Calc'd at Support Fc - Bearing = 650 psi Fv : Allowable = 8.79 k 13.19 k 63.93 in2 8.79 k 13.19 k 63.93 in2 190.59 psi 206.3 psi Ck = .811(E/Fb)-.5 = 20.16 Cs = (LeD/B"2)".5 = 0.00 Bearing Req'd @ Left = 2.64 in Cf = 02/d)'.111 = 0.99 Bearing Req'd @ Right = 2.64 in 1333 1 13.00 1 SPAN DATA APPLIED LOADS Uniform Load @ Center Span: DL = 157.5 plf LL = 1176.0 plf 13.00 ft SUMMARY: -- USING 5.125 x 13.500 Beam, Bending = 81.14%; Shear = 92.41 % Max. Pos Mom @ 6.50 ft = 28.57 k -ft Shear: Max. @ Left = Max. Neg Mom @ 13.00 ft= 0.00 k -ft ....used for dsgn = Max @ Left = 0.00 k -ft ....Area Req'd = Max @ Right = 0.00 k -ft Max. @ Right = Max. Allow Moment = 35.21 k -ft ....used for dsgn = fb : Max. Actual = 2202.3 psi ....Area Req'd = Fb : Allowable = 2714.2 psi fv : Max. Actual = Left Fv : Allowable = 8.79 k 13.19 k 63.93 in2 8.79 k 13.19 k 63.93 in2 190.59 psi 206.3 psi Ck = .811(E/Fb)-.5 = 20.16 Cs = (LeD/B"2)".5 = 0.00 Bearing Req'd @ Left = 2.64 in Cf = 02/d)'.111 = 0.99 Bearing Req'd @ Right = 2.64 in 1333 1 13.00 1 SPAN DATA DL Center Span = 13.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft UNBRACED LENGTHS Deflections... Le : Center Span = 0.00 ft Le : Left Cant. = 0.00 ft Le : Right Cant. = 0.00 ft Reactions... DL Maximum Left = 1.15 k 8.79 k Right = 1.15 k 8.79 k Deflections... Center = -0.06 in -0.49 in ....Dist = 6.50 ft 6.500 ft ...L/Deft = 2458 321 Left = 0.00 in 0.000 in ...L/Deft = 0 0 Right = 0.00 in 0.000 in ...L/Deft = 0 0 Mmax - 28.57ft-k P 6.50 ft Mmtn - -0.00 ft -k 013.00 ft Ymex - 8.79 kip. 0 0.00 ft Ymtn - -0.79 k1P3 0 13.00 ft Dmex - 0.00 1 n O 0.00 ft 0m1n - -0.48 in (P 6.50 ft 28.57 -0.00 8.79 tl -8.79 0.00 -0.48 1t 0.0 2.1 4.3 6.5 8.6 10.8 13.0 GENERAL TIMBER BEAM DESIGN ROOF SUPPORT BEAM "K" DREW RESIDENCE Timber Section Beam Width Beam Depth Lamination Thickness Fb - Bending Fv - Shear Fc - Bearing BEAM DATA 5:125x10.5 End Fixity = 5.125 in Elastic Modulus = = 10.50 in Beam Density = = 1.50 in Load Duration Factor = = 2200 psi Beam Wt. is Added to Loads = 165 psi End Shear Calc'd at Support = 650 psi ....used for dsgn = Pin:Pin 1700000 psi 40.0 pcf 1.25 APPLIED LOADS Uniform Load @ Center Span: DL = 105.0 plf LL = 784.0 plf SUMMARY USING 5.125 x 10.500 Beam, Bending = 88.46%, Shear = 79.39% Max. Pos Mom @ 6.50 ft = 19.09 k -ft Shear: Max. @ Left = Max. Neg Mom @ 13.00 ft-- 0.00 k -ft ....used for dsgn = Max @ Left = 0.00 k -ft ....Area Req'd = Max @ Right = 0.00 k -ft Max. @ Right = Max. Allow Moment = 21.58 k -ft ....used for dsgn = fb : Max. Actual = 2432.7 psi ....Area Req'd = Fb : Allowable = 2750.0 psi fv :'Max. Actual = Left = 0.00 in Fv : Allowable = 5.87 k 8.81 k 42.72 int 5.87 k 8.81 k 42.72 int 163.74 psi 206.3 psi Ck = .811(E/Fb)".5 = 20.16 Cs = (LeD/B"2)".5 = 0.00 Bearing Req'd @ Left = 1.76 in Cf = 02/d)".111 = 1.00 Bearing Req'd @ Right = 1.76 in 88 13.00 SPAN DATA - Center Span = Left Cantilever = Right Cantilever = UNBRACED LENGTHS Le : Center Span = Le : Left Cant. _ Le : Right Cant. _ 13.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Reactions... DL Maximum Left = 0.78 k 5.87 k Right = 0.78 k 5.87 k Deflections... Center = -0.09 in -0.69 in ....Dist = 6.50 ft 6.500 ft ...L/Deft = 1704 226 Left = 0.00 in 0.000 in ...L/Deft = 0 0 Right = 0.00 in 0.000 in ...L/Defl = 0 0 Mmex - 19.09ft-k o 6.50 ft MMin --0.00 ft -k ® 13.00 ft Vmex - 5.07 ktp3 P 0.00 ft Vmt n - - 5.67 k1 p. • 13.00 ft Dmex - 0.00 1. 4- 0.00 ft Om1n - -0.69 In o 6.50 ft 19.09 -0.00 1 Ad s.a7 V -5.87, 0.00 -0.69 it t 1 T158rT1 0.0 2.1 4.3 6.5 8.6 10.8 13.0 GENERAL TIMBER BEAM DESIGN FLOOR BEAM @ KITCHEN "L" DREW RESIDENCE APPLIED LOADS Uniform Load @ Center Span: DL = 191.3 plf LL = 510.0 plf USING 6.000 x 9.250 Beam, BEAM DATA Timber Section 4-2x10 End Fixity Pin -.Pin Beam Width = 6.000 in Elastic Modulus = 1600000 psi Beam Depth = 9.25 in Beam Density = 40.0 pcf Lamination Thickness = 0.00 in Load Duration Factor = 1.00 Fb - Bending = 1300 psi Beam Wt, is Added to Loads Fv - Shear = 95 psi End Shear Celc'd at Support Fc - Bearing 875 psi fv : Max. Actual = APPLIED LOADS Uniform Load @ Center Span: DL = 191.3 plf LL = 510.0 plf USING 6.000 x 9.250 Beam, SUMMARY - Bending = 69.80%, Shear = 86.62% Max. Pos Mom @ 4.25 h = 6.47 k -ft Shear: Max. @ Left Max. Neg Mom @ 0.00 ft= 0.00 k -ft ....used for dsgn = Max @ Left = 0.00 k -ft ....Area Req'd = Max @ Right = 0.00 k -ft Max. @ Right = Max. Allow Moment = 9.27 k -ft ....used for dsgn = fb : Max. Actual = 907.4 psi ....Area Req'd = Fb : Allowable = 1300.0 psi fv : Max. Actual = Fv : Allowable = Ck = .811(E/Fb)'.5 = 28.45 Cs = (LeD/B-2)'.5 = 0.00 Bearing Req'd @ Left = Cf = (12/d) - .1 1 1 = 1.00 Bearing Req'd @ Right = 701 3.04 k 4.57 k 48.08 in2 3.04 k 4.57 k 48.08 in2 82.29 psi 95.0 psi 0.58 in 0.58 in .max 6.47ft-k • 4.25 ft H.J. 0.00 rt -k Y 0.00 ft Ymax - 3.04 kips • 0.00 fl Vmin - -5.04 kip. • 6.50 f Omax - 0.001.• 0.00 f1 Omin - -0.15 In • 4.25 ft SPAN DATA Center Span = 8.50 ft Left Cantilever = 0.00 h Right Cantilever = 0.00 ft UNBRACEDLENGTHS Le : Center Span = 0.00 ft Le : Left Cant. = 0.00 It Le : Right Cant. = 0.00 ft Reactions... DL Maximum Left = 0.88 k 3.04 k Right = 0.88 k 3.04 k Deflections... Center = -0.04 in -0.13 in ....Dist = 4.25 ft 4.250 It ...L/Deft = 2664 768 Left = 0.00 in 0.000 in ...UDefl = 0 0 Right = 0.00 in 0.000 in ...L/Defl = 0 0 6.47 0.00 3.04 1 V -3.04 0.00 _0.15 n �-IT r -I 0.0 1.3 2.0 4.2 5.6 1.1 9.5 UENEHAL TIMBER BEAM DESIGN FLOOR BEAM @ LAUNDRY "M" DREW RESIDENCE Timber Section Beam Width Beam Depth Lamination Thickness Fb - Bending Fv - Shear Fc - Bearing BEAM DATA 4-2x10 End Fixity Pin:Pin = 6.000 in Elastic Modulus = 1600000 psi = 9.25 in Beam Density = 40.0 pcf = 0.00 in Load Duration Factor = 1.00 = 1300 psi Beam Wt. is Added to Loads = 95 psi End Shear Celc'd at Support = 875 psi 9.27 k -ft APPLIED LOADS Uniform Load @ Center Span: DL = 262.5 plf LL = 700.0 plf - wmm�an r - USING 6.000 x 9.250 Beam, Bending = 50.19%, Shear = 85.8196 Max. Pos Mom @ 3.08 h = 4.65 k -ft Shear: Max. @ Left Max. Neg Mom @ 0.00 ft= 0.00 k -ft ....used for dsgn = Max @ Left = 0.00 k -ft ....Area Req'd = Max @ Right = 0.00 k -ft Max. @ Right Max. Allow Moment = 9.27 k -ft ....used for dsgn = fb : Max. Actual = 652.5 psi ....Area Req'd Fb : Allowable = 1300.0 psi fv : Max. Actual Fv : Allowable = Ck = .811(E/Fb)-.5 = 28.45 Cs = (LeD/B- 2)' .5 = 0.00 Bearing Req'd @ Left = Cf = (12/d)'. 1 1 1 = 1.00 Bearing Req'd @ Right = 62 t 6.17 I 3.02 k 4.52 k 47.62 in2 3.02 k 4.52 k 47.62 in2 81.52 psi 95.0 psi 0.57 in 0.57 in Mmkx " 4.65rt-k P 3.00 ft Mmin 0.00 rt -k 1 0.00 It SPAN DATA Center Span = 6.17 ft Left Cantilever = 0.00 h Right Cantilever = 0.00 ft UNBRACED LENGTHS Le : Center Span = 0.00 ft Le : Leh Cant. = 0.00 ft Le : Right Cant. = 0.00 ft Max - 3.01 kip. P 0.00 rl Vmin - -3.01 k pa O 6.17 it Dmex - 0.00 1. • 0.00 rt 0.1.--0.05 to O 3.00/t Reactions... DL Maximum Left = 0.86 k 3.02 k Right = 0.86 k 3.02 k Deflections... Center = -0.01 in -0.05 in ....Dist = 3.08 ft' 3.085 ft ...L/Defl = 5177 1471 Left = 0.00 in 0.000 in ...L/Deft = 0 0 Right 0.00 in 0.000 in ...UDefl = 0 0 4.65 0.00 3.01 V -3.01 0.00 -0.05 0.0 1.0 2.0 3.0 4.1 5.1 6.1 ULNEHAL TIMBER BEAM DESIGN GARAGE DOOR HEADER "N" DREW RESIDENCE Timber Section Beam Width Beam Depth Lamination Thickness Fb - Bending Fv - Shear Fc - Bearing BEAM DATA 5-8"die. End Fixity Pin:Pin = 6.500 in Elastic Modulus = 1100000 psi = 35.00 in Beam Density = 40.0 pcf = 7.00 in Load Duration Factor = 1.00 = 925 psi Beam Wt. is Added to Loads = 65 psi End Shear Calc'd at Support = 625 psi 28.20 k -ft 8181111111111 I11111111111111111111111111111111818 16.00 SPAN DATA Center Span = 16.00 ft APPLIED LOADS Uniform Load @ Center Span: DL = 135.0 plf LL = 684.0 plf Uniform Load @ Right Cantilever: DL = 135.0 plf LL = 684.0 plf Le : Center Span = SUMMARY - USING 6.500 x 35.000 Beam, Bending = 31.05%, Shear = 71.5196 Max. Pos Mom @ 8.00 ft = 28.20 k -ft Shear: Max. @ Left = Max. Neg Mom @ 16.00 ft-- 0.00 k -ft ....used for dsgn = Max @ Left = 0.00 k -ft ....Area Req'd = Max @ Right = 0.00 k -ft Max. @ Right = Max. Allow Moment = 90.82 k -ft ....used for dsgn = fb : Max. Actual = 255.0 psi ....Area Req'd = Fb : Allowable = 821.3 psi fv : Max. Actual = Fv : Allowable = Ck = .811(E/Fb)'.5 = 27.97 Cs = (LeD/B' 2) ' .5 = 0.00 Bearing Req'd @ Left Cf = (12/d) -.I I 1 = 0.89 Bearing Req'd @ Right = 8181111111111 I11111111111111111111111111111111818 16.00 SPAN DATA Center Span = 16.00 ft Left Cantilever, = 0.00 ft Right Cantilever = 0.00 ft UNBRACED LENGTHS Le : Center Span = 0.00 ft Le : Left Cant. = 0.00 ft Le : Right Cant. = 0.00 ft 7.05 k Reactions... DL Maximum 10.57 It Left = 1.58 k 7.05 k 162.69 in2 Right = 1.58 k 7.05 k 7.05 k 10.57 k Deflections... 162.69 in2 Center = -0.01 in -0.05 in 46.48 psi ....Dist = 8.00 ft 8.000 ft 65.0 psi ...L/Deft = 16865 3775 Left = 0.00 in 0.000 in 1.74 in ...L/Defl = 0 0 1.74 in Right = 0.00 in 0.000 in ...L/Deft = 0 0 28.19 '110,1111 1 111116k flmex 26.19ft-k v 8.00 ft Plmin . -0.00 fl -k Y 16.00 ft -0.00 7.04 Yin- - 7.04 kip. • 0.00 it Vmin.-7.04 kips• 16.00 ft V Dmex. 0.00 in 0.00 ft -7.04 Dmin.-0.091n o 8.00 ft 0.00 -0.05 it F 0.0 2.6 S.i 0.0 10.6 I;.; 16.0 GENERAL TIMBER BEAM DESIGN PORCH FLOOR BEAM "O" DREW RESIDENCE Timber Section Beam Width Beam Depth Lamination Thickness Fb - Bending Fv - Shear Fc - Bearing BEAM DATA 3-2x8's End Fixity Pin:Pin = 4.500 in Elastic Modulus = 1600000 psi = 7.50 in Beam Density = 40.0 pcf = 0.00 in Load Duration Factor = 1.15 = 1300 psi Beam Wt. is Added to Loads = 95 psi End Shear Calc'd at Support = 875 psi Max @ Right = 0.00 k -ft 2.39 k 3.59 k 32.88 in2 2.39 k 3.59 k 32.88 in2 106.43 psi 109.3 psi Ck = .811 (E/Fb)'.5 = 26.53 Cs = (LeD/B'2)'.5 = 0.00 Bearing Req'd @ Left = 0.61 in Cf = (12/d)'.111 = 1.00 Bearing Req'd @ Right = 0.61 in 46 634 I. : .. � ----A 1 6.33 1 SPAN DATA APPLIED LOADS Uniform Load @ Center Span: DL = 75.0 plf LL = 672.0 plf Uniform Load @ Right Cantilever: DL = 75.0 plf LL = 560.0 plf Left Cantilever = SUMMARY - USING 4.500 x 7.500 Beam, Bending = 72.13%, Shear = 97.42% Max. Pos Mom @ 3.17 ft = 3.79 k -ft Shear: Max. @ Left = Max. Neg Mom @ 6.33 ft= 0.00 k -ft ....used for dsgn = Max @ Left = 0.00 k -ft ....Area Req'd = Max @ Right = 0.00 k -ft Max. @ Right = Max. Allow Moment = 5.26 k -ft ....used for dsgn = fb : Max. Actual = 1078.4 psi ....Area Req'd = Fb : Allowable = 1495.0 psi fv : Max. Actual = = 0.00 in Fv : Allowable = 2.39 k 3.59 k 32.88 in2 2.39 k 3.59 k 32.88 in2 106.43 psi 109.3 psi Ck = .811 (E/Fb)'.5 = 26.53 Cs = (LeD/B'2)'.5 = 0.00 Bearing Req'd @ Left = 0.61 in Cf = (12/d)'.111 = 1.00 Bearing Req'd @ Right = 0.61 in 46 634 I. : .. � ----A 1 6.33 1 SPAN DATA DL Center Span = 6.33 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft UNBRACED LENGTHS Deflections... Le : Center Span = 0.00 ft Le : Left Cant. = 0.00 ft Le : Right Cant. = 0.00 ft Reactions... DL Maximum Left = 0.27 k 2.39 k Right = 0.27 k 2.39 k Deflections... Center = -0.01 in -0.11 in ....Dist = 3.17 ft 3.166 ft ...L/Defl = 6310 • 703 Left = 0.00 in 0.000 in ...L/Deft = 0 0 Right = 0.00 in 0.000 in ...L/Deft = 0 0 GENERAL TIMBER BEAM DESIGN PORCH FLOOR BEAM "P" DREW RESIDENCE 1 10.66 l SPAN DATA BEAM •DATA. Center Span = Timber Section 2-2x8's End Fixity Pin:Pin Beam Width = 3.000 in Elastic Modulus = 1600000 psi Beam Depth = 7.50 in Beam Density = 40.0 pcf Lamination Thickness = 0.00 in Load Duration Factor = 1.00 Fb - Bending = 1300 psi Beam Wt. is Added to Loads Left Fv - Shear = 95 psi End Shear Calc'd at Support = 0 Fc - Bearing = 875 psi = 0.00 in 0.000 in ...L/Defl = 0 APPLIED LOADS Uniform Load @ Center Span: DL = 30.0 plf LL = 80.0 plf SUMMARY USING 3.000 x 7.500 Beam, Bending = 54.22%, Shear = 43.47% Max. Pos Mom @ 5.33 ft = 1.65 k -ft Shear: Max. @ Left = 0.62 k Max. Neg Mom @ 0.00 ft= 0.00 k -ft ....used for dsgn = 0.93 k Max @ Left = 0.00 k -ft ....Area Req'd = 9.78 in2 Max @ Right = 0.00 k -ft Max. @ Right = 0.62 k Max. Allow Moment = 3.05 k -ft ....used for dsgn = 0.93 k fb : Max. Actual = 704.9 psi ....Area Req'd = 9.78 in2 Fb : Allowable = 1300.0 psi fv : Max. Actual = 41.30 psi Fv : Allowable = 95.0 psi Ck = .811(E/Fb)'.5 = 28.45 Cs = (LeD/B'2)".5 = 0.00 Bearing Req'd @ Left = 0.24 in Cf = 02/d)'.111 = 1.00 Bearing Req'd @ Right = 0.24 in 1 10.66 l SPAN DATA DL Center Span = 10.67 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft UNBRACED LENGTHS Deflections... Le : Center Span = 0.00 ft Le : Left Cant. = 0.00 ft Le : Right Cant. = 0.00 ft Reactions... DL Maximum Left = 0.19 k 0.62 k Right = 0.19 k 0.62 k Deflections... Center = -0.06 in -0.20 in ....Dist = 5.33 ft 5.333 ft ...L/Deft = 2051 638 Left = 0.00 in 0.000 in ...L/Deft = 0 0 Right = 0.00 in 0.000 in ...L/Defl = 0 0 GENERAL TIMBER BEAM DESIGN PORCH FLOOR BEAM "Q" DREW RESIDENCE 1 5.66 1 BEAM DATA SPAN DATA Timber Section 2-2x8's End Fixity Pin:Pin Center Span = 5.67 ft Beam Width = 3.000 in Elastic Modulus = 1600000 psi Left Cantilever = 0.00 ft Beam Depth = 7.50 in Beam Density 40.0 pcf Right Cantilever = 0.00 ft Lamination Thickness = 0.00 in Load Duration Factor = 1.00 UNBRACED LENGTHS Fb - Bending = 1300 psi Beam Wt. is Added to Loads Le : Center Span = 0.00 ft Fv - Shear = 95 psi End Shear Calc'd at Support Le : Left Cant. = 0.00 ft Fc - Bearing = 875 psi Le : Right Cant. = 0.00 ft APPLIED LOADS Uniform Load @ Center Span: DL = 75.0 pif LL = 200.0 plf SUMMARY USING 3.000 x 7.500 Beam, Bending = 37.04%, Shear = 55.90% Max. Pos Mom @ 2.83 ft = 1.13 k -ft Shear: Max. @ Left = 0.80 k Reactions... DL Maximum Max. Neg Mom @ 0.00 ft= 0.00 k -ft ....used for dsgn = 1.19 k Left = 0.23 k 0.80 k Max @ Left = 0.00 k -ft ....Area Req'd = 12.58int Right = 0.23 k 0.80 k Max @ Right = 0.00 k -ft Max. @ Right = 0.80 k Max. Allow Moment = 3.05 k -ft ....used for dsgn = 1.19 k Deflections... fb : Max. Actual = 481.5 psi ....Area Req'd = 12.58 in2 Center = -0.01 in -0.04 in Fb : Allowable = 1300.0 psi fv : Max. Actual = 53.11 psi ....Dist = 2.83 ft 2.833 ft Fv : Allowable = 95.0 psi ...L/Defl = 6095 1759 Ck = .811(E/Fb)'.5 = 28.45 Left = 0.00 in 0.000 in Cs = (LeD/B'2)'.5 = 0.00 Bearing Req'd @ Left = 0.30 in ...L/Defl = 0 0 Cf = 02/d)'.111 = 1.00 Bearing Req'd @ Right = 0.30 in Right = 0.00 in 0.000 in ...L/Defl = 0 0 1 5.66 1 GENERAL TIMBER BEAM DESIGN PORCH FLOOR BEAM "R" DREW RESIDENCE 164 1 7.66 1 SPAN DATA BEAM DATA Center Span = 7,67 ft Timber Section 2-2x6's End Fixity Pin:Pin Beam Width = 3.000 in Elastic Modulus = 1600000 psi Beam Depth = 5.50 in Beam Density = 40.0 pcf Lamination Thickness = 0.00 in Load Duration Factor = 1.00 Fb - Bending = 1300 psi Beam Wt. is Added to Loads = 0.00 in Fv - Shear = 95 psi End Shear Calc'd at Support 0 Fc - Bearing = 875 psi 0.000 in ...L/Deft = 0 0 APPLIED LOADS Uniform Load @ Center Span: DL = 45.0 plf LL = 120.0 plf SUMMARY USING 3.000 x 5.500 Beam, Bending = 76.01 %, Shear = 62.18% Max. Pos Mom @ 3.83 ft= 1.25 k -ft Shear: Max. @ Left = 0.65 k Max. Neg Mom @ 7.67 ft= 0.00 k -ft ....used for dsgn = 0.97 k Max @ Left = 0.00 k -ft ....Area Req'd = 10.26 in2 Max @ Right = 0.00 k -ft Max. @ Right = 0.65 k Max. Allow Moment = 1.64 k -ft ....used for dsgn = 0.97 k fb : Max. Actual = 988.1 psi ....Area Req'd = 10.26 in2 Fb : Allowable = 1300.0 psi fv : Max. Actual = 59.07 psi Fv : Allowable = 95.0 psi Ck = .811(E/Fb)'.5 = 28.45 Cs = (LeD/8'2)'.5 = 0.00 Bearing Req'd @ Left = 0.25 in Cf = (12/d)'.111 = 1.00 Bearing Req'd @ Right = 0.25 in 164 1 7.66 1 SPAN DATA DL Center Span = 7,67 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft UNBRACED LENGTHS Deflections... Le : Center Span = 0.00 ft Le : Left Cant. = 0.00 ft Le : Right Cant. = 0.00 ft Reactions... DL Maximum Left = 0.19 k 0.65 k Right = 0.19 k 0.65 k Deflections... Center = -0.06 in -0.20 in ....Dist = 3.83 ft 3.833 ft ...L/Defl = 1591 465 Left = 0.00 in 0.000 in ...L/Def = 0 0 Right = 0.00 in 0.000 in ...L/Deft = 0 0 SERIES OF CANTILEVERED BEAMS CANTILIVER DECK BEAMS "A -A" DREW RESIDENCE Lamination Thickness = 1.50 in Live Load Is Being Placed for Maximum Values (Skip Loaded) SPAN TYPE ----> > - R Cant — Key— Column Bay Spacing ft : 6.00 8.00 ....Actual Span ft : psi 14.00 Left Cantilever ft 0 58 Right Cantilever ft : -6.00 # : Beam Width in : 6.000 6.000 Beam Depth in : 10.00 10.00 MOMENTS plf : M @ Left Support k -ft 240.0 M @ Center k -ft : 0.0 8.1 M @ Right Support k -ft : 0.0 RESULTS F'b - Allowable fb -Actual F'v - Allowable fv -Actual Max. Shear Max. Left Reaction Max. Right Reaction DEFLECTIONS - Center DL Center Max Left Cant DL Left Cant Max Right Cant DL Right Cant Max MATERIAL DATA Unbraced Length Fb Fv Elastic Modulus APPLIED LOADS Uniform Dead Load Uniform Live Load Point Dead Load Live Load X Distance in : -OK- -OK- psi 1300 1300 psi : 0 970 psi 95 95 psi 0 58 # : 0 2310 # : 1524 2310 # : 0 2310 in : 0.00 -0.00 in : 0.00 -0.00 in in in : 0.00 in : 0.00 ft : 6.0 2.0 psi 1300 1300 psi : 95 95 *10'6 1600.00 1600.00 plf : 90.0 plf : 240.0 # : 180.0 # : 1344.0 ft : 0.00 Example Problem #1 Example For User's Guide 0000 Cantilevers Assumed Braced for Lateral Stability Load Duration Factor = 1.00 (continued on next page....) SERIES OF CANTILEVERED BEAMS Example Problem #1 Example For User's Guide CANTILIVER DECK BEAMS "A -A" 0000 DREW RESIDENCE (..... continued) uuuumuuuunnnn�muunuuummnuni M GENERAL TIMBER BEAM DESIGN 2ND FLOOR JOIST "B -B" DREW RESIDENCE SPAN DATA BEAM DATA Timber Section 6x8 R.S. End Fixity Pin:Pin Beam Width = 6.000 in Elastic Modulus = 1600000 psi Beam Depth = 8.00 in Beam Density = 40.0 pcf Lamination Thickness = 6.00 in Load Duration Factor = 1.00 Fb - Bending = 1300 psi Beam Wt. is Added to Loads Fv - Shear = 95 psi End Shear Calc'd at Support Fc - Bearing = 875 psi SPAN DATA Center Span = 12.75 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft UNBRACED LENGTHS • Le : Center Span = 0.00 ft Le : Left Cant. = 0.00 ft Le : Right Cant. = 0.00 ft APPLIED LOADS Uniform Load @ Center Span: DL = 60.0 plf LL = 160.0 plf SUMMARY USING 6.000 x 8.000 Beam, Bending = 68.33%, Shear = 48.89% Max. Pos Mom @ 6.37 ft= 4.74 k -ft Shear: Max. @ Left = 1.49 k Reactions... DL Maximum Max. Neg Mom @ 12.75 ft-- 0.00 k -ft . ....used for dsgn = 2.23 k Left = 0.47 k 1.49 k Max @ Left = 0.00 k -ft ....Area Req'd = 23.47 in2 Right = 0.47 k 1.49 k Max @ Right = 0.00 k -ft Max. @ Right - 1.49 k Max. Allow Moment = 6.93 k -ft ....used for dsgn = 2.23 k Deflections... fb : Max. Actual = 888.2 psi ....Area Req'd = 23.47 in2 Center = -0.11 in -0.34 in Fb : Allowable = 1300.0 psi fv : Max. Actual = 46.44 psi ....Dist = 6.37 ft 6.375 ft Fv : Allowable = 95.0 psi ...L/Deft = 1441 452 Ck = .811(E/Fb)".5 = 28.45 Left = 0.00 in 0.000 in Cs = (LeD/B"2)".5 = 0.00 Bearing Req'd @ Left = 0.28 in ...L/Defl = 0 0 Cf = (12/d)'.111 = 1.00 Bearing Req'd @ Right = 0.28 in Right = 0.00 in 0.000 in ...L/Deft 0 0 = 219 4.73 Mmax - 4.73ft-k th 6.37 It M111111 m -O.DO ft -k 0 12.75 It 1.48 Vmax - 1.48 kips ® 0.00 It Vmtn--1.46 kips so 12.75 It V 1.48 Dmax - 0.00 in Y 0.00 It Dmin - -0.33 in 0 6.37 It 0.00 41 f -0.33 12.75 1 It 1 , 0.0 2.0 4.2 6.3 8.5 10.6 12.7 GENERAL TIMBER BEAM DESIGN 2ND FLOOR JOIST "C -C" DREW RESIDENCE Fb - Bending = BEAM DATA Beam Wt. is Added to Loads Timber Section 6x8 R.S. End Fixity Pin:Pin Beam Width = 6.000 in Elastic Modulus = 1600000 psi Beam Depth = 8.00 in Beam Density = 40.0 pcf Lamination Thickness = 6.00 in Load Duration Factor = 1.00 Fb - Bending = 1300 psi Beam Wt. is Added to Loads Fv - Shear = 95 psi End Shear Calc'd at Support Fc - Bearing - 875 psi UNBRACED LENGTHS Le : Center Span = APPLIED LOADS Le : Left Cant. = 0.00 ft Uniform Load @ Center Span: DL = 60.0 plf LL = 160.0 plf SUMMARY - USING 6.000 x 8.000 Beam, Bending = 15.13°x6, Shear = 23.01 % Max. Pos Mom @ 3.00 ft= 1.05 k -ft Shear: Max. @ Left = Max. Neg Mom @ 0.00 ft= 0.00 k -ft ....used for dsgn = Max @ Left = 0.00 k -ft ....Area Req'd = Max @ Right = 0.00 k -ft Max. @ Right = Max. Allow Moment = 6.93 k -ft ....used for dsgn = fb : Max. Actual = 196.7 psi ....Area Req'd = Fb : Allowable = 1300.0 psi fv : Max. Actual = Fv : Allowable = 0.70 k 1.05 k 11.04 in2 0.70 k 1.05 k 11.04 in2 21.86 psi 95.0 psi Ck = .811(E/Fb)".5 = 28.45 Cs = (LeD/B"2)".5 = 0.00 Bearing Req'd @ Left = 0.13 in Cf = (12/d)".111 = 1.00 Bearing Req'd @ Right = 0.13 in 219 SPAN DATA Center Span = 6.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft UNBRACED LENGTHS Le : Center Span = 0.00 ft Le : Left Cant. = 0.00 ft Le : Right Cant. = 0.00 ft Hmax a 1.04ft-k P 3.00 ft Hmin m 0.00 ft -k ® 0.00 ft Vmax - 0.69 kips P 0.00 ft Vmin - -0.69 kips P 6.00 f Dmax - 0.00 In P 0.00 ft Dmin - -0.01 in ® 3.00 ft 1 6.00 Reactions... DL Maximum Left = 0.22 k 0.70 k Right = 0.22 k 0.70 k Deflections... Center = -0.01 in -0.02 in ....Dist = 3.00 ft 3.000 ft ...L/Deft = 13829 4338 Left = 0.00 in 0.000 in ...L/Deft = 0 0 Right = 0.00 in 0.000 in ...L/Deft = 0 0 1.04 0.00 0.69 t Y -0.69 0.00 _D.D1 ft 0.0 0.9 1.9 3.0 4.0 5.0 6.0 GENERAL TIMBER BEAM DESIGN 2ND FLOOR BEAM "D -D" DREW RESIDENCE Point Load: DL = 690.0 # LL = 1490.0 # at 4.25 ft BEAM DATA SPAN DATA Timber Section 6x8 R.S. End Fixity Pin:Pin Center Span = 9.50 ft Beam Width = 6.000 in Elastic Modulus = 1600000 psi Left Cantilever = 0.00 ft Beam Depth = 8.00 in Beam Density = 40.0 pcf Right Cantilever = 0.00 ft Lamination Thickness = 6.00 in Load Duration Factor = 1.00 UNBRACED LENGTHS Max. Allow Moment = Fb - Bending = 1300 psi Beam Wt. is Added to Loads Le : Center Span = 0.00 ft Fv - Shear = 95 psi End Shear Calc'd at Support Le : Left Cant. = 0.00 ft Fc - Bearing = 875 psi Le : Right Cant. = 0.00 ft APPLIED LOADS Point Load: DL = 690.0 # LL = 1490.0 # at 4.25 ft Point Load: DL = 690.0 # LL = 1490.0 # at 8.25 ft SUMMARY USING 6.000 x 8.000 Beam, Bending = 93.49%, Shear = 96.41 % Max. Pos Mom @ 4.26 ft= 6.48 k -ft Shear: Max. @ Left = Max. Neg Mom @ 9.50 ft= 0.00 k -ft ....used for dsgn = Max @ Left = 0.00 k -ft ....Area Req'd = Max @ Right = 0.00 k -ft Max. @ Right = Max. Allow Moment = 6.93 k -ft ....used for dsgn = fb : Max. Actual = 1215.3 psi ....Area Req'd = Fb : Allowable = 1300.0 psi fv : Max. Actual = Fv : Allowable = Ck = .811(E/Fb)".5 = 28.45 Cs = (LeD/B'2)".5 = 0.00 Cf = (12/d)'.111 = 1.00 00 0� 0 II J j 0J if 9.50 Bearing Req'd @ Left = Bearing Req'd @ Right = 1.55 k 2.33 k 24.54 int 2.93 k 4.40 k 46.28 in2 91'.59 psi 95.0 psi 0.30 in 0.56 in 0 01 II p J J Mmax = 6.48ft-k r4.25 ft Min 1n - -0.00 ft -k ® 9.50 f Vmax - 1.55 kip* 0 0.00 rt Vm1n -2.93 kip, ® 9.50 f Dmax - 0.00 in O 0.00 ft Dmi n - -0.23 in 4. 4.78 ft Reactions... DL Maximum Left = 0.53 k 1.55 k Right = 0.97 k 2.93 k Deflections... Center = -0.08 in -0.23 in ....Dist = 4.79 ft 4.788 ft ...L/Defl = 1479 494 Left = 0.00 in 0.000 in ...L/Defl = 0 0 Right = 0.00 in 0.000 in ...L/Deft = 0 0 6.48 t -0.00 1.55 t V 0.00 -0.23 ft 0.0 1.5 3.1 4.7 6.3 7.9 9.5 GENERAL TIMBER BEAM DESIGN 2ND FLOOR BEAM "E -E" DREW RESIDENCE Timber Section Beam Width Beam Depth Lamination Thickness Fb - Bending Fv - Shear Fc - Bearing BEAM DATA 6x6 R.S. End Fixity Pin:Pin = 6.000 in Elastic Modulus = 1600000 psi = 6.00 in Beam Density = 40.0 pcf = 6.00 in Load Duration Factor = 1.00 = 1300 psi Beam Wt. is Added to Loads = 95 psi End Shear Calc'd at Support = 875 psi 0.00 k -ft 53 0.79 k 1.19 k 12.50 int 0.79 k 1.19 k 12.50 in2 32.98 psi 95.0 psi .0. 15 in 0.15 in ramex - 1.10ft-k O 3.00 it mrnin a 0.00 ft -k O 0.00 ft Ymex - 0.79 kips @ 0.00 ft Ymtn - -0.79 kips 0 6.00 f Dmex m 0.00 In o 0.00 ft Dmin - -0.04 in ® 3.00 ft 6:00 SPAN DATA APPLIED LOADS Uniform Load @ Center Span: DL = 30.0 plf LL = 224.0 plf Left Cantilever = 0.00 ft SUMMARY - USING 6.000 x 6.000 Beam, Bending = 30.44%, Shear = 34.72% Max. Pos Mom @ 3.00 ft =. 1.19 k -ft Shear: Max. @ Left = Max. Neg Mom @ 0.00 ft= 0.00 k -ft ....used for dsgn = Max @ Left = 0.00 k -ft ....Area Req'd = Max @ Right = 0.00 k -ft Max. @ Right = Max. Allow Moment = 3.90 k -ft ....used for dsgn = fb : Max. Actual = 395.8 psi ....Area Req'd = Fb : Allowable = 1300.0 psi fv : Max. Actual = Fv : Allowable = Ck = .811(E/Fb)".5 = 28.45 Cs = (LeD/B'2)".5 = 0.00 Bearing Req'd @ Left = Cf = (12/d)".111 = 1.00 Bearing Req'd @ Right = 53 0.79 k 1.19 k 12.50 int 0.79 k 1.19 k 12.50 in2 32.98 psi 95.0 psi .0. 15 in 0.15 in ramex - 1.10ft-k O 3.00 it mrnin a 0.00 ft -k O 0.00 ft Ymex - 0.79 kips @ 0.00 ft Ymtn - -0.79 kips 0 6.00 f Dmex m 0.00 In o 0.00 ft Dmin - -0.04 in ® 3.00 ft 6:00 SPAN DATA Center Span = 6.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft UNBRACEDLENGTHS Le : Center Span = 0.00 ft Le : Left Cant. = 0.00 ft Le : Right Cant. = 0.00 ft Reactions... DL Maximum Left = 0.12 k 0.79 k Right = 0.12k 0.79 k Deflections... Center = -0.01 in -0.04 in ....Dist = 3.00 ft 3.000 ft ...L/Deft 10707 1617 Left = 0.00 in 0.000 in ...L/Dell = 0 0 Right = 0.00 in 0.000 in ...L/Defl = 0 0 0.00 0.79 t Y -0.79 0.00 -0.04 ft L 1 0.0 0.9 1.9 3.0 4.0 5.0 6.0 GENERAL TIMBER BEAM DESIGN 2ND FLOOR BEAM "F -F" DREW RESIDENCE Timber Section Beam Width Beam Depth Lamination Thickness Fb - Bending Fv - Shear Fc - Bearing BEAM DATA 6x8 R.S. End Fixity Pin:Pin = 6.000 in Elastic Modulus = 1600000 psi = 8.00 in Beam Density = 40.0 pcf = 6.00 in Load Duration Factor = 1.00 = 1300 psi Beam Wt. is Added to Loads = 95 psi End Shear Calc'd at Support = 875 psi Max. Neg Mom @ 0.00 ft= 1.58 k 2.36 k 24.89 int 1.58 k 2.36 k 24.89 int 49.27 psi 95.0 psi 0.30 in 0.30 in MmeX - 3.15ft-k 0 4.00 ft Mmin - 0.00 ft -k 0 0.00 ft Vmex - 1.57 kips 0 0.00 ft Vmin = -1.57 kips 0 0.00 f Omex - 0.00 in 0 0.00 ft Dmin - -0.00 to 0 4.00 ft SPAN DATA Center Span = 8.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft UNBRACEDLENGTHS Le : Center Span = 0.00 ft Le : Left Cant. = 0.00 ft Le : Right'Cant. = 0.00 ft Reactions... DL Maximum Left = 0.23 k 1.58 k Right = 0.23 k 1.58 k t Deflections... Center = -0.01 in -0.09 in ....Dist = 4.00 ft 4.000 ft ...L/Deft = 7340 1083 Left = 0.00 in 0.000 in ...L/Defl = 0 0 Right = 0.00 in 0.000 in ,..L/Dell = 0 0 3.1 S 0.00 1.57 V -1.57 0.00 -0.00 it 1 T 0.0 1.3 2.6 4.0 5.3 6.6 0.0 APPLIED LOADS Uniform Load @ Center Span: DL = 45.0 plf LL = 336.0 plf SUMMARY - USING 6.000 x 8.000 Beam, Bending = 45.48%, Shear = 51.86% Max. Pos Mom @ 4.00 ft = 3.15 k -ft Shear: Max. @ Left = Max. Neg Mom @ 0.00 ft= 0.00 k -ft ....used for dsgn = Max @ Left = 0.00 k -ft ....Area Req'd = Max @ Right = 0.00 k -ft Max. @ Right = Max. Allow Moment = 6.93 k -ft ....used for dsgn = fb : Max. Actual = 591.2 psi ....Area Req'd = Fb : Allowable = 1300.0 psi fv : Max. Actual = Fv : Allowable = Ck = .811(E/Fb)".5 = 28.45 Cs = (LeD/B"2)".5 = 0.00 Bearing Req'd @ Left = Cf = 02/d1".111 = 1.00 Bearing Req'd @ Right = 1.58 k 2.36 k 24.89 int 1.58 k 2.36 k 24.89 int 49.27 psi 95.0 psi 0.30 in 0.30 in MmeX - 3.15ft-k 0 4.00 ft Mmin - 0.00 ft -k 0 0.00 ft Vmex - 1.57 kips 0 0.00 ft Vmin = -1.57 kips 0 0.00 f Omex - 0.00 in 0 0.00 ft Dmin - -0.00 to 0 4.00 ft SPAN DATA Center Span = 8.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft UNBRACEDLENGTHS Le : Center Span = 0.00 ft Le : Left Cant. = 0.00 ft Le : Right'Cant. = 0.00 ft Reactions... DL Maximum Left = 0.23 k 1.58 k Right = 0.23 k 1.58 k t Deflections... Center = -0.01 in -0.09 in ....Dist = 4.00 ft 4.000 ft ...L/Deft = 7340 1083 Left = 0.00 in 0.000 in ...L/Defl = 0 0 Right = 0.00 in 0.000 in ,..L/Dell = 0 0 3.1 S 0.00 1.57 V -1.57 0.00 -0.00 it 1 T 0.0 1.3 2.6 4.0 5.3 6.6 0.0 Reactions... DL Maximum Left = 0.23 k 1.58 k Right = 0.23 k 1.58 k t Deflections... Center = -0.01 in -0.09 in ....Dist = 4.00 ft 4.000 ft ...L/Deft = 7340 1083 Left = 0.00 in 0.000 in ...L/Defl = 0 0 Right = 0.00 in 0.000 in ,..L/Dell = 0 0 3.1 S 0.00 1.57 V -1.57 0.00 -0.00 it 1 T 0.0 1.3 2.6 4.0 5.3 6.6 0.0 TIMBER COLUMN DESIGN PORCH POST DESIGN -H-H' DREW RESIDENCE Design Data Allowable Stresses Column Depth = 5.50 in Fc: Parallel to Grain = 875 psi Column Width = 5.50 in Fb: Bending = 1300 psi Load Duration Factor = 1.25 Elastic Modulus = 1600000 psi Total Column Ht = 8.00 ft Le for X -X Axis Axial Loads 16.00 ft Le for Y -Y Axis Axial Loads 0.00 ft Le for X -X Bending = 16.00 ft Applied Loads Dead Live Short Term Axial Load = 1210.0 # 7040.0 # 0.0 # ...Eccentricity = 0.00 in (along "depth" axis) Transverse Moment = 0 in-# 0 in-# 0 in-# Eccentric Side Load = 0 # 0 # 0 # ....Eccentricity = 0.00 in 0.00 in 0.00 in ....Distance above Base = 0.00 ft 0.00 ft 0.00 in Calculated Moments Equivalent Load @ Mid -Height 0 # 0 # 0 # Side Load Moment = 0 in-# 0 in-# 0 in-# Max. Design Moment = 0 in-# 0 in-# 0 in-# Design Summary DL+LL DL+LL+ST DL+ST Actual Axial Stress = 272.7 psi 272.7 psi 40.0 psi Allowable = 393.9 psi 393.9 psi 393.9 psi Actual Bending Stress = 0.0 psi 0.0 psi 0.0 psi Allowable = 1300.0 psi 1625.0 psi 1625.0 psi Stress Interaction Value 0.692 -OK- 0.692 -OK- 0.102 -OK- 11 %ZooF IZcalJc--� g:T-r P R Ew (LE.SI aw,ti4 C....'F 14co PL.� I�1 - - �' � 35'1 %• I .c,oCo c Z � �c� � 4n To U R.A.1 ham ............... ___ ...._...... _moo N .sS 2'r.1_u ....._....__.._.__...__.._.._. t - if G f�X 2> S I D �. PL.A.•rES TIMBER MEMBER BOLT GROUP PLYWOOD GUSSET DREW RESIDENCE Example Problem Example for User's Guide 0000 DESIGN DATA MEMBER DATA STEEL SIDE PLATE DATA # of Rows of Bolts = 2 Bolt Diameter = 0.625 in Plate Height = 12.00 in # of Bolts per Row = 2 Member Width = 1.500 in Plate Thickness = 0.750 in Spacing Btwn Rows = 4.00 in Member Height = 10.00 in Plate on Both Sides Spacing Btwn Bolts = 5.00 in ...A1 = 15.00 in2 Load Duration Factor = 1.15 ...A2 = 18.00 in2 Side Plate Factor = 1.00 Are two parallel rows being Are Rows Staggered Yes used as one row ? No Load Direction Perpendicular SUMMARY Applied Parallel Load = 2146.0 # Na = Load Per Row = 1073.0 # Basic Allow Per Bolt = 563.5 # N = Allow Per Bolt 563.5 # ...Reduction Factor = 1.000 Na / N = 1.904 Allow Load per Bolt = 563.50 # # Bolts Required per Row = 2 BOLT GROUP ANALYSIS... (allowable values) Na = Load Per Row = 1127.00 # Na / N = 563.50 # N = Load Per Bolt = 2.00 Capacity of Bolt Group Parallel to Grain = 2254.00 # REQUIRED CLEARANCES Min. Center -Center Spacing of Bolts in a Row = 2.50 in Min. Spacing Between Adjacent Rows of Bolts = 3.13 in End Distance With Force ACTING Toward END = 0.00 in End Distance With Force NOT ACTING Toward END = 2.50 in Edge Distance With Force ACTING Toward END = 2.50 in Edge Distance With Force NOT ACTING Toward END = 1.00 in Maximum Row Spacing = 5.00 in - VAI o�$ b$� - VAI P F i Y_ •fps y� .N .•.i .N L•.0 .N i•.0 e� Fy (/ppy J • Jt j �art3s�s Iwn II M � �1:.... . i Ills�Gs�■►1■ CEC DREW RESIDENCE SHEET L2 LAI hHAL LUAD ANALYSIS & DESIGN 1997 UBC WIND P = CE x Co x qs x Iw Wind Speed = 70 mph Exposure : C Use : p2_R PRIMARY FRAMES AND SYSTEMS qs = 12.5 psf IW = 1.00 Use: p2 -LW P1 ( 0' - 15') p2(15'-20') p3(20'-25'), Method 2 CE P (Psf) Mai= 23.0' ( Method 1 only) Roof Pitch = 8.0:12 Method 2 Cq = 1.3 Method 1 Cq = 0.8 Method 1 Cq = 0.5 Method 1 Cq = 0.3 Method 1 Cq = 0.7 Method 1 Cq = 1.0 (p_ Used unless noted otherwise) Windward Wall (p_WW) Leeward Wall (p -LW) Windward Roof (p_WR) Leeward Roof (p -LR) Windward and Leeward Roofs (p -WLR) WIND BACK TO FRONT Total Wind (Ibs) = 15075 < < DOES NOT GOVERN ( SEE SEISMIC) 511 Wall Subtotal = 5757 Roof Subtotal = 9318 Wall : Length Heiaht Pressure Wind Load Rnnf ' I onnth Ht / Wirith Pro-- %Ali a 1 1 1SW1 12 4 p1WW 511 3SW1 13 15V p2WLR 1843uV 2SW1 12 4 p2LW 340 3SW2 11 15 p2WLR 1559 1SW2 18 4 p 1WW 766 4SW2 7 23 p2WLR 1521 2SW2 18 4 p2LW 510 5SW3 9 14 p2WR 357 1SW3 7 4 P1WW 298 6SW31 17 9 p2WR 434 2SW3 10 7.8 p1WW 830 7SW3 11.5 23 p2LR 1750 3SW3 10 2.5 p2WW 283 4SW4 12 9 p2WR 306 4SW3 10 7.8 p2LW 553 5SW4 10.5 8 p2LR 556 1SW4 10 7.8 p1WW 830 6SW4 10.5 10 P2WLR 992 2SW410 4 2.5 2WW 283 3SW4 10 7.8 p2LW 553 WIND LEFT TO RIGHT Total Wind (Ibs) = 12685 < < DOES NOT GOVERN ( SEE SEISMIC) 1053 Wall Subtotal = 8595 Roof Subtotal = 4089 Wall : Length Heiaht Pressure Wind Load Roof : I Pnnth Ht / Wirith PrPS4z11rP Winri I nnri 1SW5 18 5.5 p1WW 1053 4SW5 13.5 12 p2WLR 1531 yY 2SW5 8 3 p1WW 255 5SW5 13.5 9 p2WLR 1148 3SW5 5 12 p2WW 680 6SW5 24.3 5.5 p2LW 947 1SW6 19 10.5 PIWW 2122 5SW6 7 7 p2WLR 463 2SW6 8 5 p2WLW 737 3SW6 19 10.5 p2LW 1414 4SW6 8 2 p3WLW 310 1SW7 13 7.5 p1WW 1037 2SW7 13 7.5 P2LW 691 3SW7 4 4 p2WLW 295 CEC DREW RESIDENCE SHEET L3 LATERAL LOAD ANALYSIS P. DFSIGN 1QQ7 l lar BACK/FRONT S W 1 2693 SW2 4357 SW3 4504 SW4 3520 SW5 0 SW6 0 SW7 0 SW8 0 SW9 0 SW10 0 SW11 0 SW12 0 SW13 0 SW14 0 SW15 0 SW16 0 SW17 0 SW18 0 SW19 0 SW20 0 SW21 0 SW22 0 15075 LEFT / RIGHT SW1 0 SW2 0 SW3 0 SW4 0 SW5 5615 SW6 1 5047 SW7 2023 SW8 0 SW9 0 SW10 0 SW11 0 SW12 0 SW13 0 SW14 0 SW15 0 SW16 0 SW17 0 SW18 0 SW19 0 SW20 0 SW21 0 SW22 0 12685 CEC DREW RESIDENCE SHEET L4 LAI tHAL LUAU ANALYSIS & DESIGN 1997 UBC WIND P = CE x Co x qs x IW Wind Speed = 70 mph Exposure : C Use : P2_R PRIMARY FRAMES AND SYSTEMS qs = 12.5 psf IW = 1.00 Use : p2—LW Method 2 ( Method 1 only) Roof Pitch = 8.0:12 P1 ( 0' - 15 ) p2(15'-20') p3(20'-25) CE P (Psf) 1.06 17.3 1.13 18.4 1.19 19.4 P2WLR 1843 2SW1 12 4 PIWW Method 2 Cq = 1.3 Method 1 Cq = 0.8 Method 1 Cq = 0.5 Method 1 Cq = 0.3 Method 1 Cq = 0.7 Method 1 Cq = 1.0 (p_ Used unless noted otherwise) Windward Wall (p—WW) Leeward Wall (p—LW) Windward Roof (p_WR) Leeward Roof (p—LR) Windward and Leeward Roofs (p—WLR) Max. _ p3 M .= 2a 3.0' p4 <-E p2 �--- P3 011 p2 H = P1 H = 8.0' P1I H= WIND FRONT TO BACK Total Wind (lbs) = 15185 < < DOES NOT GOVERN ( SEE SEISMIC) Wall Subtotal = 5722 Roof Subtotal = 9464 Wall ' I annth Hainht Procci va \M-1 1 —4 u• i %ACAIJ n____.._ 1SW1 12 4 p2LW 340 3SW1 13 15 P2WLR 1843 2SW1 12 4 PIWW 511 3SW2 11 15 p2WLR 1559 1SW2 18 4 p2LW 510 4SW2 7 23 p2WLR 1521 2SW2 18 4 p1WW 766 5SW31 9 14 p2LR 833 1 SW3 7 4 p2LW 198 6SW3 17 9 p2LR 1012 2SW3 10 7.8 p1WW 830 7SW3 11.5 23 p2WR 750 3SW3 10 2.5 p2LW 177 4SW4 12 9 p2LR 714 4SW3 10 7.8 p1WW 830 5SW4 10.5 8 p2WR 238 1SW4 10 7.8 p2LW 553 6SW4 10.5 10 D2WLR 992 2SW4 10 2.5 p2LW 177 3SW4 10 7.8 p1WW 830 WIND RIGHT TO LEFT I < < BY INSPECTION, SEISMIC GOVERNS Wall Subtotal =L 0 Roof Subtotal =�_� CEC DREW RESIDENCE SHEET L5 LAI tKAL LUAU ANALYSIS & DESIGN 1997 UBC FRONT/BACK S W 1 2693 SW2 4357 SW3 4630 SW4 3504 SW5 0 SW6 0 SW7 0 SW8 0 SW9 0 SW10 0 SW11 0 SW12 0 SW13 0 SW14 0 SW15 0 SW16 0 SW17 0 SW18 0 SW19 0 SW20 0 SW21 0 SW22 0 15185 RIGHT / LEFT SW1 0 SW2 0 SW3 0 SW4 0 SW5 0 SW6 0 SW7 0 SW8 0 SW9 0 SW10 0 SW11 0 SW12 0 SW13 0 SW14 0 SW15 0 SW16 0 SW17 0 SW18 0 SW19 0 SW20 0 SW21 0 SW22 0 u CEC DREW RESIDENCE SHEET L6 LATERAL LOAD ANALYSIS & DESIGN Ioo7 HRr SEISMIC V= 2.5 x Cax Is x W STRENGTH DESIGN LOAD ( EO. 30-5) Zone : 3 R Soil Profile Type : Sp Z=0.30 R=5.5 V = 0.164 x W NA= N/A Ca = 0.360 IS= 1.00 V = 0.117 x W ALLOWABLE STRESS DESIGN ( Divided by 1.4) W (lbs) = 169670 Base Shear, V (Ibs) =1 19832 1< GOVERNS ALL DIRECTION: UPPER LEVEL: Height = 7 ft. 4475 v s Ad'. v sf Primary Roof Dead Load = 44 psf r1 4475 Mt 5.84 5.49 Secondary Roof Dead = 1154 psf 0 N/A N/A Walls, per sf roof area = 6 psf ( Included in r1, r2 ) LOWER LEVEL: Height = 9 ft. Adj.V (Ibs) = 5357 v s Ad*. v (psf) Primary Roof Dead Load = psf r3 lbs = 0 N/A N/A Secondary Roof Dead = psf r4 lbs = 0 N/A N/A Floor Dead Load= 12 psf f1 lbs = 5357 2.81 3.39 One story walls, per sf roof area = psf ( Included in r3, r4 ) Two story walls, per sf floor area = 12 psf ( Included in f1 ) SEISMIC LOADS - UPPER LEVEL E Dead Load (Ibs) = 131750 ( Adjusted for vert. distr. ) Roof : Lencith Width Roof Tvoe Dead Load V (Ibs) Adi V (lbs) 22 30 r1 18 46.5 r1 20 35 r1 24 9.5 r1 10.5 20 r1 33000 3857 3626 41850 4892 4598 35000 4091 3845 11400 1332 1252 10500 1227 1154 SEISMIC LOADS - LOWER LEVEL E Dead Load (Ibs) = 37920 ( Adjusted for vert. distr. ) Roof : Len th Width Rf/Flr T e Dead Load V (Ibs) Ad' V Ibs 22 26 f1 8 7 f1 14 38 f1 20 21 f1 13728 1605 1939 1344 157 190 12768 1492 1804 10080 1178 1424 CEC DREW RESIDENCE SHEET L7 Q ( lbs) = Jt1tAHVVALL ANALY51b - I -HUN I / t3AC:K 1997 UBC Load (W, EQ) : EQ SW1 SW2 SW3A SW3B SW4A SW4B TOTAL E Lateral P = 3510. lbs 5690. Ibs 2550. lbs 3500. Ibs 2230. lbs 2360. lbs 19840. lbs At Elevated Floor ? N N N N N N L (ft.) = 26 13 8 8 9 9.5 • H(ft.)= 11 11 11 8 8 8 q ( plf) = 135 438 319 437 248 248 H/L = 0.42 0.85 1.38 1.00 0.89 0.84 Select Shearwall : CUSTOM CUSTOM CUSTOM CUSTOM CUSTOM CUSTOM Q ( lbs) = 3510 5690 2550 3500 2230 2360 Dir R MOT ( ft-Ibs) = 38610 62590 28050 28000 17840 18880 Dir L MOT ( ft-Ibs) = -38610 -62590 -28050 -28000 -17840 -18880 Unif. Wo ( plf ) = 1 220 260 220 310 220 310 Dir. R MR ( ft-Ibs) = -66924 -19773 -6336 -8928 -8019 -12590 Dir. L MR ( ft-Ibs ) = 66924 19773 6336 8928 8019 12590 Dir. R MNET ( ft-Ibs) = -28314 42817 21714 19072 9821 6290 Dir. L MNET ( ft-Ibs) = 28314 -42817 -21714 -19072 -9821 -6290 Stable Hold'n Req'd Hold'n Req'd Hold'n Req'd Hold'n Req'd Hold'n Req'd LH end Uplift ( Ibs ) = -1089 3294 2714 2384 1091 662 RH end Uplift ( Ibs) = -1089 3294 2714 2384 1091 662 Stable Hold'n Req'd Hold'n Req'd Hold'n Req'd Hold'n Req'd Hold'n Req'd 2 Req'd 2 Req'd 2 Req'd 1 Re 'd 1 Req'd LH end Holdown : 1/2" BOLT 1/2" BOLT 1/2" BOLT 1 1/2" BOLT 1/2" BOLT R end Holdown : 1/2" BOLT 1/2" BOLT 1 1/2" BOLT 1 1/2" ROOT 1 1/2" ROI T 2 Req'd 2 Req'd 2 Req'd 1 Req'd 1 Req'd SW1 SW2 SW3A SW3B SW4A SW4B ;EC REW RESIDENCE SHEET L LH end Holdown :1 SHEAHWALL ANALYSIS - LEFT / RIGHT 1997 UBC Load (W, EQ) : EQ SW5A SWSB 1W6 2W7 TOTAL E Lateral P = 2700. lbs 1920. lbs 10380. lbs 4830. lbs 19830. lbs At Elevated Floor ? N N N N L(ft.)= 4.5 3.2 18.5 8.5 H(ft.)= 8 8 8 8 q ( plf) = 600 600 561 568 H/L = 1.78 2.50 0.43 0.94 Select Shearwall : CUSTOM CUSTOM CUSTOM CUSTOM Q ( lbs) = 2700 1920 10380 4830 Dir R MOT ( ft -lbs) = 21600 15360 83040 38640 Dir L MOT ( ft -lbs) = -21600 -15360 -83040 -38640 Unif. WD ( plf ) = 1 420 420 210 210 Dir. R MR (ft -lbs) = -3827 -1935 -32343 -6828 Dir. L MR( ft -lbs) = 3827 1935 32343 6828 Dir. R MNEr (ft -lbs) = 17773 13425 50697 31812 Dir. L MNEr ( ft -lbs ) = -17773 -13425 -50697 -31812 Hold'n Req'd Hold'n Req'd Hold'n Req'd Hold'n Req'd LH end Uplift ( lbs) = 3949 4195 2740 3743 RH end Uplift ( lbs) = 3949 4195 2740 3743 Hold'n Req'd Hold'n Req'd Hold'n Req'd Hold'n Req'd 2 Req'd 2 Req'd 2 Rea'd 2 Rea'd LH end Holdown :1 1/2" BOLT 1 1/2" BOLT 1/2" BOLT 1/2" BOLT RH end Holdown : 1 1/2" BOLT 1 1/2" BOLT 1/2" BOLT 1/2" BOLT 2 Req'd 2 Req'd 2 Req'd 2 Req'd SW5A SW5B SW6 SW7 a 'r May 17, 2002 l County of Butte- FINAL REVIEW - Jurisdiction Appl.. No.: 02-0188 - 1-P2A Job No. 202015-002 Mr. Michael Vieira County of Butte 7 County Center Drive Oroville, CA 95965-3397 ` Phone: (530) 538-7541 Fax: (530) 538-2140 Re: Plan Review: Drew SFD t Address: " Maddrill Lane, Butte'Meadows Dear Mr. Vieria: Linhart Petersen Powers Associates (LP2A) has completed a FINAL review of the following documents: 1 \' 1. Plans: One (1) copy plan sheets Al through Al2, title sheet dated September 20, 2001 by Design Professionals. ` 2. Structural Calculations: One (1) copy dated January 10, 2002 by Consulting Engineers Corporation. ; Note: Floodplain. Mitigation Measures and/or comments will be reviewed by Butte County. , ' These documents were reviewed only'for their conformance to the 1998 California Building, Plumbing, Mechanical, and Electrical Codes'(i.e., state amended 1997 UBC, UMC, and. UPC -and - 1996 NEC). Please see the 8 %2" x 11" attachments that are to be a part of the plan set. ). We do not have any comments regarding this submittal package. This plan review is recommended for approval as submitted. ' Enclosed for your use are the above noted documents that were reviewed, bearing the,LP2A plan approval - o , stamps. If you have any questions; please do not hesitate to contact us directly. ' Sincerely, LIN ART PETERSEN POWERS ASSOCIATES r ZanneRamire P.E. r Supervising Plan Review Engineer y I.C.B.O. Plans Examiner SR:kb f.•Ibutte county 0151butte county 2002120.2015-002-pcf.doc enclosures cc: Applicant pa LINHART PETERSEN POWERS ASSOCIATES 7610 Auburn Boulevard, 2nd Floor, Citrus Heights, CA 95610 - (916) 725-4200 FAX (916).725-8242. 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Qa o -I r� o NS _,gym w Pea pa4wco ❑ •(£Z abed sdeW )o Li )1008 QO JoW PWJMW sdeW) wum4M WI uols!nlPgr►S PIO tMm OwD ❑ (�uaugsritPv au!1 �1/uoaeoftddl+aW a �1 �uawdoFi^a0 PUe1 aa5) Pa31lul,ad fou sI scull /�ada,d sone uo�nDsuoJ ❑ •(uoaeMWe sol u mNa buWueld aaS) aouepduoo 10 meDYapo a umM ❑ n,ol{ pmudde Jo SJOR uoo)o •ou uopp= qw Aldu1cr-) ❑ Paaa upeao wv&w ❑ -4009 Vole 4�El - W=V led=, ARMA ❑ ,wed PSVI NWA ❑ �b-(V—Z,-b .**UOM)D am dew saA ❑ ON ❑ :uopeao Pvao jW sWePualS Am* 4w =q u co :aKueN PQ0v 10A ❑ ON ❑ :Pall P 421LM APWb uo loed iaA ❑ ON ❑ :Pawfty w=v P =q,pa Pno RA ❑ ON ❑ :MVAV mwv On :uolxao p weo :aA ❑ ON ❑ (amW/PuIAWD) URW 96euP0 �,� ❑ ON alts I!aM Paleubw SOA ❑ ON 0 wow www k Wo ❑ MaNab 3ua440p.wo Puln :Mi1Nab 3ft"Ad IIaM :MPIA&V 31uuad MCIaS 4 Eatte, county LAND OF NATURAL WEALTH AND BEAUTY BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 March 26, 2002 Re: Building Permit Application for: Dewayne and Suzette Drew 2100 Llano Road Santa Rosa, CA 95407 Dear Mr. and Mrs. Drew, t-7o7-��ts --oyz la In order to alleviate a current backlog in our plan check process, we recently contracted with an outside firm to provide plan check services for a number of jobs. Please find the enclosed plan check letter from LP2A regarding the above mentioned job and location. The following comments are included on the parcel map and should also be considered as part of the plan check response. 1. All areas of soil exposed for construction shall be covered by buildings, paving, or with mulch to prevent erosion. Any fill developed during leveling of the site shall be compacted to 95% relative compaction. There are also a number of comments included in the LP2A plan check letter which are required by the Uniform Codes, but in Butte County are not generally required as part of a plan submittal. These are reviewed during construction inspections by the field inspector. I have lined through the items that we do not need a response for. Please respond to all other items as requested. Please direct all re -submittal documents to the Butte County Building Division. Sincerely, Scott Rutherford Chief Building Inspector Michael C. Vieira Manager, Building Inspection Post -it® Fax Note 7671 To Date(* v-21Pages From ��/I_ .dry 0� Co./Dept. Co. ^ - Phone # Phone #. � 36 5 111sy Fax #1 W7 54Y Z Fax # UJ/IJ/LUUL 10. LJ 710/LJOL4L Lr LM f-I.1U i March 25, 2002• • County of Butte- FIRST REVIEW Jurisdiction Appl. No.: 02-0188 LP2A Job No. 202015-002 Mr. Michael Vieira County of Butte 7 County Center Drive Oroville, CA 95965-3397 Phone: (530) 538-7541 Fax: (530) 538-2140 Re: Plan Review: Drew SFD Address: Maddrill Lane, Butte Meadows Dear Mr. Vieria: Linhart Petersen Powers Associates (LP2A) has completed an initial review of the following documents: 1. Plans: One (1) copy plan sheets Al through Al2, title sheet dated September 20, 2001 by Design Professionals. 2. Structural Calculations: One (1) copy dated January 10, 2002 by Consulting Engineers Corporation. 3. Title 24 Energy Compliance Documentation: One (1) copy dated October 29, 2001 by Monterey Energy Group. Note: Floodplain Mitigation Measures and/or comments will be reviewed by Butte County, dpi'umerrts�wene-neviewed-rmty--for-thei�nCe-trrth�Y998-CaFifomiar-BTritdi . Plumbing, Mechanical, and Electrical Codes (i.e., state amended 1997 UBC, UMC, and UPC and 1996 NEC). Our comments follow on the attached list. Please submit an itemized response letter and two (2) sets of complete and revised documents with all revisions clouded. Sincerely, L!INWART PETERSEN POWERS ASSOCIATES i zanne Ramirez, P.E. Supervising Plan Review Engineer I.C.B.O. Plans Examiner SR:kb f:lbutte county 0151butte county 20021202015-DD2-pcl.doc enclosures cc: Applicant r NH.A RT PETERSENT POWERS ASSOCIATES Draw SFD 0 Sty of Butte - First Review Maddrill Ln., Butte Meadows LP2A Job No.: 2020015-002 March 25, 2002 Page 2 GENERAL COMMENTS: G1. The following plan review documents are based on the County of Butte Building Regulations. For your convenience, the following comments are referred to the 1998 California Building Code (i.e., 1997 UBC, et al, as amended by the State of California) unless otherwise noted. G2. Please respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which detail, specification, or calculation shows the requested information. Your complete and clear responses will expedite the re -check and hopefully, approval of this project. Thank you for your assistance. G3. For clarity, specify on cover sheet that the 1997 UBC, UMC, UPC, and 1996 NEC, as amended by State of California and local jurisdiction are applicable to this project. ARCHITECTURAL COMMENTS: Al. The plans must be stamped and signed by a California licensed architect. Eventhough a California engineer has stamped the structural calculations, -all professions practicing in California must be licensed by the State. Specify new 110V smoke detector(s), with battery backup, which are audible in all sleeping areas at the following locations: (1) all bedrooms; (2) hallways leading to bedrooms; (3) above tops of stairs; and (4) at least one at every level. Sheet A10, UBC 310.9.1.4 Specify handrails at stairways with four or more risers. See the front entry porch on sheet A2, UBC 1003.3.3.6 Ex. 3 _.SpeCify_handrails have. a_1-1/4 = 34 inches to 38 Inches .above nosing, extend continuously from top to bottom riser, and terminate at newel posts or return to walls. UBC 1003.3.3.6 . Specify safety (i.e. tempered) glazing at hazardous locations - such as windows adjacent to' (1) tubs, showers, and tub/showers; (2) adjacent to and within 24 inches of either edge of doors. Identify these locations on the plans and specify safety glazing. UBC 2406.4 Will the rear and covered porches off of bedrooms #1 and #2 have stairs from them? If so, then show these stairs and all applicable information and details. Specify attachment of masonry veneer (anchored or adhered). If anchored, specify 22 ga galvanized sheet metal anchor ties (with a lip or hook on extended leg engaging no. 9 ga continuous wire joint reinforcement) spaced @ 24" o.c. maximum horizontal and 16" o.c. maximum vertical — although spacing should result in one anchor per maximum 2 sq ft (e.g., anchors @ 16" o.c. vertical and horizontal). If adhered, specify an approved adhesive material and method. UBC 1403.5 (adhered) 1403.6 (anchored) MECHANICAL. PLUMBING AND ELECTRICAL COMMENTS: �A'ir Provide an isometric venting detail for the island kitchen sink and dishwasher. Drew SFD 0 Maddrill Ln., Butte Meadows March 25, 2002 County of Butte - First Review LP2A Job No.: 2020015-002 . Page 3 Specify seismic anchorage of water heater to include anchors or straps at points within the upper and lower one-third of its vertical dimension, the lower anchor/strap located to maintain a minimum distance of 4 inches above the controls. UPC 510.5 x' Per NEC210-8, amend plans to specify GFCI protection at: A. All outdoor receptacles. B. All receptacles serving kitchen counter tops. C. Receptacles within 6 feet of a wet sink. D. Non -dedicated outlets in garages G" Amend plans to specify a dedicated 20 amp circuit to serve the required bathrooms. Clearly show on the plans the shower in the master bathroom is at least 1096 sq. in. and can maintain a 30" diameter circle. T-24 ENERGY COMPLIANCE COMMENTS: The Tifle 24 energy documentation shall be on the plans. Provide the CF -1R and MF -1R forms bluelined onto the plans with the appropriate signatures. Clearly note on the cover sheet of the plans that Low E glazing is required for all windows in this project. STRUCTURAL COMMENTS: S1. The foundation plans indicate the shearwalls are shown on the floor plan. However, this is not the case. Amend the floor plans to show the location, type and length of all the - ..__..._.._........:.._ sheanwalls: - - - S2. Provide a detail for the installation of the full height %z" bolt @ 36" o.c. through each log wall. Will each wall begin and end with this type of bolting? Will this bolting be used to resist uplift and overturning? How will shrinkage of the wood be accommodated once the bolts are installed and tightened and covered up? S3. Provide framing details for stairs. S4. Provide a detail of the .porch framing into the exterior continuous footing when the porch framing is running parallel with the footing. How will the edge of the decking be supported? Will a ledger be provided and how will it be attached to the main framing of the house? S5. Detail 3/A9 shows a side view of the post notch and the installation of the PA51. Please provide a face -on view of the installation for clarification. Provide calculations verifying the end bearing capacity is not exceeded based on the reduced end bearing area. S6. Indicate how the 4 2x12's acting as floor girders will be stitched together to evenly distribute the weight between all members. S7. Provide a connection detail of the 4-2x12's framing into the exterior continuous foundation. S8. How will the deck floor joists be connected to the exterior wan foundation? Detail 2/A9 shows hangers. but which hanger can be used that will be able to use only a small fraction Drew SFD County of Butte - First Review Meddrill Ln., Butte Meadows LP2A Job No.: 2020015-002 March 25, 2002 Page 4 of wood framing as shown in the detail? Please clarify and amend the detail so the framing is clear. S9. All isolated pier sizes must be shown on the plans. Currently only a few of the pier sizes are shown, assumptions of their sizes cannot be made.. S10. Provide a detail of the 5'9" prefab web truss block used over the garage roof framing. S11. Detail 17/A9 was incorrectly referenced to the roof framing plans as detail 16/A9. Amend the plans to provide the correct detail reference to this location. $12. Detail 12/A9 is incorrectly referenced to the roof framing plan as a roof eave detail. Please provide a separate roof eave detail for this location. The shear transfer from the roof diaphragm to the wall below must be clear and showing all connection hardware. S13. Provide a roof framing detail for the change in elevation between the roofs over the studio and the master bedroom. S14. Provide a framing detail for the fireplace chimneys and California framed crickets. S15. Show all post locations and sizes on the roof and floor framing plans. S16. The assumption that the glue develops full horizontal shear in the walls cannot be made without substantial supporting documentation. Provide manufacturer specifications, ICBG (or approved equal) testing information for the installation and special inspection for the glue. Glue used in wood laminations is applied under a controlled environment that is subject to testing and inspection by a regulator. The gluing specified in this project must be proven to meet or exceed the standards outlined in the building codes. S17. Provide structural calculations for the collar ties (and connections) and the plywood gussets (and nailing). Since these are structural members, their design is required. S18. As mentioned briefly above, how will shrinkage of the wood be addressed? Once the wood shrinks. and the bolts and rods are loose, how will the gap in the framing be addressed? S19. All post to beam connections must be positive connections. Please specify hardware connectors for post/beam connections. S20. Provide a shed roof framing detail for the bay window in the dining area. S21. The snow load shall be reduced in accordance with equation 14-1 of the UBC 1614, not per 1607.5 of the UBC. $22. The deflection of the left cantilever of beam A is 1.5 inches. Verify this deflection will not adversely affect the performance of the valley beams or the roof structure of the master bedroom. In addition, provide details for the connection between the valley and ridge beams. Include the point loads from the valley beams into the design of the left cantilever since it appears by the roof framing plan that the ridge beam is supporting the valley beams. S23. Amend the calculations for the valley beams G. Include the cantilevers at both ends of the beams for the cave overhand and the potion ove- the master bedroom. u Drew SFD Maddrill Ln., Butte Meadows March 25, 2002 �unty of Butte - First Review LP2A Job No.: 2020015-002 Page 5 S24. The calculations indicate beam I is 9.5 feet long, however, the plans show this beam as 17 feet long. Please amend the calculations to reflect the plans. In addition, there are three point loads this beam is carrying, not one. One from beam A and two from beams G. S25. Amend the calculations to increase the spans of beam J and K to 13 feet, not the 10.5 feet currently indicated. S26. Provide a cross section framing detail for the 6x8 beams cantilevered out to support the studio balcony. How is this done without interfering with the ceiling framing below or the floor framing above? Be very clear on how these 6x's will be attached to the floor framing. Provide calculations verifying the 6x's can resist the bending moment from the deck and snow loading. S27. Provide calculations for the second floor framing level. S28. Provide lateral resistance along the window wall in the living room and at the rear porch wall at the dining room. These walls have not been stabilized against lateral loading. In order to use rotation to transfer.the loads from the unstabilized wall to the side walls, a fully blocked diaphragm must be used. In addition, a calculation for the diaphragm deflection must be performed to make sure the deflection does not exceed the allowable. S29. Provide rho calculations for the entire building. The maximum rho in each direction and on each level shall be applied to all walls in that direction & level. S30. In order the shearwalls to work properly, the assumption has been made that a continuous top plate is provided to transfer the lateral loads to the shearwalls and the drag struts and collector members will be provided. This is not clearly demonstrated on the plans. S31. Provide a justification for the weight of the building. It appears the weight of the wood was not included into the weight of the building. This weight could be significant since ani 18" diameter log self -weight is approximately 65 plf. Therefore, please review all member calculations and include the member self weight into the member design calculation, especially for the log members. S32. Provide typical and/or specific framing details for the second floor at the interior support log columns and exterior glulam beams. S33. Please amend the unit shear capacity calculations for the log shear walls to include combined shear and tension loads on the 1/2" diameter threaded rods to resist deflection or racking effects of log shear wall pier elements. S34. Provide details showing how the floor will frame into the exterior walls and adequately transfer the lateral forces from the floor diaphragm into the shearwalls. If you have any questions regarding the above comments, please contact Suzanne Ramirez, P.E. at (916) 725-4200 between 8:00 A.M. to 5:00 P.M., M -F. [END) Rutherford, Scott From: Rutherford, Scott Sent: Friday, March 29, 2002 11:24 AM To: Houx, Mary Anne Subject: Dewaye and Suzette Drew plan check Mary Anne, M. A.. Meleka received an inquiry from your office 3/28/02 regarding status of the above mentioned property owners. He had not heard of the project and asked me. The Building Division has a permit application for a single family home on Maddrill Lane, in Butte Meadows, in plan check at this time. The building permit application date was 1/28/02. In an effort to expedite our plan check process, we contracted with a consulting firm to perform plan check review services for 18 residential plans, including the Drew job, and 1 non-residential plan. Mr. Drew telephoned me on Thursday, 3/21/02, regarding the status of his plan check and expressed his need to begin construction by the middle of April. I called the outside plan check firm the following day to inquire about the Drew job, and received a faxed copy of the initial plan check review letter on Monday, 3/25/02. I immediately called Mrs. Drew, and faxed the letter to her, so that they could contact their architect in Arizona, and begin work on a response as soon as possible. Their architect has been in contact with Michael Vieira several times since then, and has also been in contact with the plan check engineer at the consulting firm. We are well aware of the urgency with which the owners would like to proceed, and are awaiting solutions to the plan check items requested in the initial plan check review in order to proceed. Please let me know if you need anything else. Scott Rutherford. COVER SHEET To: Suzanne Ramirez, P.E., Supervising Plan Review Engineer Fax #: (916) 725-8242 Subject: Second Review Letter for Dewayne and Suzette Drew Maddrill Lane, Butte Meadows Date: May 7, 2002 Pages: 2 including this one COMMENTS: FAX From the desk of... Scott Rutherford Chief Building Inspector Butte County Building Division Department of Development Services 7 County Center Drive Oroville, CA 95965 (530) 538-7541 Fax(530)538-2140 d 2 ' COVER SHEET To: Dewayne and Suzette Drew Fax #: (707) 545-0926 Subject: Resolution of Items on 2nd Plan Check Review Letter Date: May 7, 2002 Pages: 2 including this one COMMENTS: Faxed this letter to LP2A this a.m. FAX From the desk of... Scott Rutherford Chief Building Inspector Butte County Building Division Department of Development Services 7 County Center Drive Oroville, CA 95965 (530) 538-7541 Fax (530) 538-2140 c-, E; May 6, 2002 Linhart Petersen Powers Associates Ms. Suzanne Ramirez, P.E. Supervising Plan Review Engineer I.C.B.O. Plans Examiner ffatte, co, L A N D O F N AT U RA L W EA L T H A N D BEAUTY Re: Second Review Letter Dated April 30, 2002; Single Family Dwelling Dewayne and Suzette Drew Maddrill Lane, Butte Meadows Dear Ms. Ramirez, BUILDING DIVISION . DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 Although we received your April 30, 2002 second review letter, we did not receive the plans. In speaking to Mrs. Drew this morning, I told her that several of the items remaining on the second letter appeared to be of a nature that might be addressed with additional calculations and details which could be attached to the final plans. She asked me to communicate that to you. If, in your opinion, these items can be addressed on additional legible attachment sheets, we would not have any objections as long as you are satisfied that each item has been adequately documented and addressed. There are also a number of comments included in your plan check letters which are required by the Uniform Codes, but in Butte County are not generally required as part of a plan submittal. These are reviewed during construction inspections by our field inspectors, and would include items A2 through A7, MI through M5, and T1 and T2. It is therefore acceptable to us to approve the plans without a response to. those specific items. Thank you for your co-operation. Sincerely, Scott Rutherford Chief Building Inspector Michael C. Vieira Manager, Building Inspection Design Professionals, LLC 2023 East University, Suite #2 Tempe, Arizona 85281 (480) 894-1680 Fax (480) 894-2529 transmittal. to: Scott Rutherford Chief Building Inspector Bitte County 7 County Center Drive Oroville, Ca. 95965-7541 phone #: 1 530-538-7541 from: IJohn C. Manross, Architect date: IApril 25, 2002 subject: I Drew's Log Residence, 2"d submittal pages: 12 set ( including this one ) NOTES: The Drews are behind schedule due to the time it has taken to obtain a construction permit. We would respectfully request your direct review and prompt action with this submittal. I have been very specific with our response and this should allow you a very quick and easy review. Your help in this matter will be greatly appreciated and please call if you have any questions. Thanks, John C. Manross Architect 7017 IA-- ,� 0) any - l ba o �s 2L) D AL -6 tL. April 30, 2002 Cb 1913 REVIEW Jurisdiction Appl. No.: 02-0188. LP2A Job No. 202015-002 Mr. Michael Vieira 1 , County of Butte TCounty Center Drive Oroville, CA 95965-3397 Phone: (530) 538-7541 Fax: (530) 538-2140 a � r Re: . Plan Review: Drew SFD Address: Maddrill Lane, Butte Meadows ' Dear Mr. Vieria: Linhart Petersen Powers Associates (LP2A),ha's -completed a second review of the following Ile documents: 1. Plans: One (1).copyplan sheets Al through Al2, title sheet dated September 20, 2001 by Design Professionals. , 2. Structural Calculations: One (1) copy dated January 10, 2002 'by Consulting Engineers, Corporation. 3. Title 24 Energy Compliance Documentation: One (1) copy dated October'29, 2001 by Monterey Energy Group. 4. . -,Geotechnical Report: Not Provided' - - Note Floodplain Mitigation Measures and/or comments will be reviewedby Butte County. . These documents were reviewed only for their conformance to .the 1998 California Building, Plumbing, Mechanical, and Electrical Codes (i.e., state amended 1997'UBC, UMC, and UPC' and T 1996 NEC). Our comments follow on the attached list. } { - Please submit an itemized response` letter and two (2) sets of complete and revised, documents " with all revisions clouded. Sincerely, 'LINHART PETERSEN POWERS ASSOCIATES j Su ne Ram�PE., Supervising Plan,Review Engineer - I.C.B'O. Plans Examiner r SR:kb f1butte county 0151butte county 20021202015-002-pc2.doc - enclosures , s cc: Applicant LINHART PETERSEN POWERS ASSOCIATES 7610 Auburn Boulevard • Citrus Heights, CA 95610 (916) 725-4200 • FAX (916) 725-8242 • Toll Free (877) 235-0653 f 1 � Drew SFD • Cook of Butte - Second Review Maddrill Ln., Butte Meadows LP2A Job No.: 2020015-002 April 30, 2002 Page 2 GENERAL COMMENTS: G1. The following plan review documents are based on the County of Butte Building Regulations. For your convenience, the following comments are referred to the 1998 California Building Code (i.e., 1997 UBC, et al, as amended by the State of California) unless otherwise noted. G2. Please respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which detail, specification, or calculation shows the requested information. Your complete and clear responses will expedite the re -check and hopefully, approval of this project. Thank you for your assistance. The architectural comments were not responded to in writing. Due to this, response to these items was unclear and appear to be unaddressed. G3. For clarity, specify on cover sheet that the 1097 U60, UMC, UPC, and 1996 NEC, as amended by State of California and local jurisdiction are applicable to this project. NTS: Specify new 110V smoke detector(s), with battery backup, which are audible in all sleeping areas at the following locations: (1) all bedrooms; (2) hallways leading to bedrooms; (3) bove tops of stairs; and (4) at least one,at every level. Sheet A10, UBC 310.9.1.4 oke detectors are not shown on the electrical plans or the floor plans. Please show on the plans the location of all smoke detectors. Specify. hand rails at stairways with four or more risers. See the front entry porch on sheet A2, UBC 1003.3.3.6 Ex. 3 Provide handrails as requested. Show the handrails on the elevations. Specify handrails have a 1-1/4 - 2 inch grippable cross section, no sharp corners, height of 34 inches to 38 inches above nosing, extend continuously from top to bottom riser, and terminate at newel posts or return to walls. UBC 1003.3.3.6 This is not noted on the plans. Please note this on the plans. ,2 Specify safety (i.e. tempered) glazing at hazardous locations - such as windows adjacent to: (1) tubs, showers, and' tub/showers; (2) Gdjace:�t t;, and within 24 I„cI.%, :,f either edgW of doors. Identify these locations on the plans and specify safety glazing. UBC 2406.4 Please note on the floor plan or the elevations which windows require tempered ti glazing. Specify attachment of masonry veneer (anchored or adhered). If anchored, specify 22 ga galvanized sheet metal anchor ties (with a lip or hook on extended leg engaging no. 9 ga continuous wire joint reinforcement) spaced @ 24" o.c. maximum horizontal and 16" o.c. maximum vertical — although spacing should result in one anchor per maximum 2 sq ft (e.g., anchors @ 16" o.c. vertical and horizontal). If adhered, specify an approved adhesive material and method. UBC 1403.5 (adhered) 1403.6 (anchored) This item was not addressed. MECHANICAL, PLUMBING AND ELECTRICAL COMMENTS: MA,.IN4&UagUtM�l+arltln�gt�lfl'fdY`§e`i�t`�r'rd`Kiiclt�rllihlt�'and dishwasher. 7610 AN4%ad► g Citrus Heig ts, CA 956.10 (916) 725-4200 • FAX (916) 725-8242' • Toll Free (877) 235-0653 1 Drew SAD Aty,of Butte - Second Review Maddrill Ln;, Butte Meadows r LP2A Job No.: 2020015-002 April 30, 2002 , Page 3 Specify seismic anchorage of water heater to include anchors or straps at points within the upper and lower one-third of its vertical dimension, the lower anchor/strap located to maintain a minimum distance of 4 inches above the controls. UPC 510.5 Not noted on the plans. 3. Per NEC210-8, amend plans to specify GFCI protection at: , B. All receptacles serving kitchen counter tops. I� D. Nondedicated outlets in garages Amend plans to specify a dedicated 20 amp circuit to serve the' required bathrooms. ` Note this on the plans. Clearly snow on the pians.the shower in the master bathroomis at least 1096 sq .,in. and can maintain a 30" diameter circle. ,Note this on the plans. _ r T-24 ENERGY COMPLIANCE. COMMENTS: ' The Title 24 energy (documentation shall be on the plans. Provide the CF-1R and MF-1 R k , forms bluelined onto the plans with the appropriate signatures. Not provided., , 2. Clearly note on the cover sheet of the plans that Low E glazing is required for all windows in this project. Not noted on the plans as required by the State of California. STRUCTURAL COMMENTS: c ` S4. Provide a detail of the porch framing into -the exterior continuous footing when the porch framing is runningparallel with the footing. How will the edge of the decking be supported? Will a ledger be provided and how will h be attached to the main4raming of the house?, Detail 2/A9, specifies a THA213 as a joist hanger. Simpson requires at least a 2 1/2" - bearing. Increase the sill plate to accommodate this required bearing. ! . S13.. Provide a roof framing detail for the change in elevation between .the roofs over the studio and the master bedroom' Provide a detail. , S17. Provide structural calculations for the collar ties (and connections) and the plywood gussets (and nailing). Since these are structural members, their design is required. The plywood plates have a number of problems. 1. Plywood is not an acceptable material for to resist tension forces. * ' 2. The gusset plate calculation's uses an assumed steel plate on both sides. 3. The actual distance between the top of the gusset to the -middle of the bolt cluster is about 1'. The moment arm should be taken from the middle. of the rafter to the middle of the bolt cluster.' 4. Check the rafter for bending and shear forces at the point where it meets the gusset connection. .. r Drew SFD < Cot of Butte - Second Review Maddrill Ln., Butte Meadows LP2A Job No.: 2020015-002 April 30, 2002 Page 4 \ 528. Provide lateral resistance along the window wall in the living room and at the rear porch ; wall at the dining room. These walls have not been stabilized against lateral loading. In / order to use rotation to transfer the loads from the unstabilized wall to the sidelwalls, a fully blocked diaphragm must be used. In addition, a calculation for the, diaphragm deflection must be performed to make sure the deflection'Ioes not exceed the allowable. The,roof framing plan does not indicate these areas will be fully blocked. Amend the J plans to show -this requirement. _ X For the living room, this area does not meet the minimum depth requirement. This _ would apply if a collector member were provided in line with the resisting shearwall ,and tied the roof into it, which it doesn't. At the rear the diaphragm is -too deep to meet these exceptions. Maybe a drag/collector could help also, but this must be calculated and detailed. S29. Provide rho calculations for the entire. building. The maximum rho in each direction and on each level shall be applied to all walls in that direction & level. Provide the calculations for rho. `If it is 1.04, then it can be considered negligible,', i but we needtoverify the calculations were done correctly - S33. Please `amend the unit shear capacity calculations for the log shear walls to include combined shear and tension loads ,on the 1/2" diameter threaded rods_ to resist deflection or racking effects -of log shear wall pier elements. s Check the PA effect on the narrow'walls at the front of.the living room. If you have any questions regarding the above comments, please contact Suzanne Ramirez, P.E. at (916) 725-4200 between 8:00 A.M. to 5:00 PM., M -F. r [END] r Suzanne, The Architect for this project, (John Manross), called Butte County and myself regarding this project. He is tweaked about your structural comments, however I reviewed the some of the comments and it appears to me that you.did a great job in reviewing this project. The architect is upset about the number of comments as well as the content of some of the comments. His main concern was your comments #S16 and #S28. When I talked to him I did not have the plans and calculations so I was not really able to defend you on S28, however I told him that as long he did not have an ICBO Report to use glue to form a shear wall it would not be permitted and that I thought comment #S16 was valid. John Manross told me they had provided shear calculations for the log shear walls considering only the threaded rods, however when I reviewed the calculations it appears that the threaded rods at 3'-0" o.c. is not adequate for the shear loads at all locations. They will need to revise the shear wall calculations as required to use only the allowable shear loads of the threaded rods. After reviewing the drawings it appears to me that your comment S28 was also valid since he is trying to use the two 2'-0" piers on each side of the windows at the front of the house as shear walls, however the height to width ratio of these walls exceeds the 3.5:1 limit, and he only has one through bolt in each pier, therefore I would also consider these piers as being unstable to resist lateral shear loads. Your assumption that the lateral loads are to be transferred to the interior shear walls through rotation of the diaphragm at the front of the house appears to be correct. When he talked to me,on the phone he assured me that the diaphragm at the front of the house was not being used in rotation, therefore I told him he could try to explain the intended lateral load path to you in his response letter. After reviewing the drawings I see what you were talking about and we need to tell him that he needs to check the diaphragm acting in rotation since he can't use the wall piers at the sides of the windows as shear walls. John Manross will probably try to call you on Friday to go over these comments again, however it appears to me that the comments are valid and that we should hold our ground. I tried to call him today and talk to him after I reviewed the drawings, however he was not in his office. If you would like, I will be available on Monday to talk to him with you on a conference call. I will call you on Friday to further discuss this project. This guy is flabbergasted that you would actually question his design, however I think your comments were on target. Thanks, Roger UP P/70 `2e • ��hr os, S rCOMPUTER METHOD SUMMARY Page 1 g C -2R Project Title.......... DREW RESIDENCE Date..10/29/01 14:10:21 Project Address........ MADDRILL LN ******* BUTTE MEADOWS, CA. *v6.01* �Q l Documentation Author... DAVID W. KNIGHT ******* Tu-ilding Permit Monterey Energy Group k /0 2116- /ate 227 Forest Ave., Suite 5 Plan C ecc Date Pacific Grove, CA 93950 831-372-8328 Field C ec Date Climate Zone.. ........ 16 Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File-DREW16 Wth-CTZ16S92 Program -FORM C -2R User#-MP0113 User -Monterey Energy Group Run -R -30R R -11W R -19F 2P GAS MICROPAS6 ENERGY USE SUMMARY Energy Use (kBtu/sf-yr) Standard Proposed. Compliance Design Design Margin Space Heating.......... Space Cooling.......... 37.88 42.63 -4.75 Water Heating.......... 5.97 11.91 2.16 10.13 3.81 1.78 Total 55.76 54.92 0.84 *** Building complies with Computer Performance *** 11 GENERAL INFORMATION Conditioned Floor Area..... 2320 sf Building Type .............. Single Family Detached Construction Type ......... New Building Front Orientation. Front Facing 180 deg (S) Number of Dwelling Units... 1 Number of Building Stories. 2 Weather Data Type.......... ReducedYear Floor Construction Type.... Raised Floor Number of Building Zones... 1 Conditioned Volume......... 23030 cf Slab -On -Grade Area........ 0 sf Glazing Percentage......... 22.6 % of floor area Average Glazing U -factor... 0.4 Btu/hr-sf-F Average Glazing SHGC....... 0.65 Average Ceiling Height..... 9.9 ft BUILDING ZONE INFORMATION+(" Floor # of Vent Area Volume Dwell Cond- Thermostat Heig ea'' 4eakae gone Type (sf) (cf) Units itioned Type (-sf) Credit IOUSE Residence 2320 23030 1.00 Yes Setback ��8.s Sifandard No COMPUTER METHOD SUMMARY Page 2 C -2R Project Title.......... DREW RESIDENCE Date..10/29/01 14:10:21 MICROPAS6 v6.01 File-DREW16 Wth-CTZ16S92 Program -FORM C -2R User#-MP0113 User -Monterey Energy Group Run -R -30R R -11W R -19F 2P GAS OPAQUE SURFACES Surface Area (sf) U- factor Insul R-val Act Solar Azm Tilt Gains Form 3 Reference Location/ Comments HOUSE 5 Roof 6 Door 2077 0.035 30 n/a 0 Yes R.30.2X12.16 7 Floor 40 1275 0.330 0.037 0 19 270 90 n/a 0 Yes No None FC.19.2X8.16 8 F1oorExt 323 0.048 1 ExteriorVert (Thermal Mass) 19 n/a 0 No FX.19.2X8.16 1 Wall 2 Wall 564 0.118 0 180 90 Yes 3 Wall 639 499 0.118 0.118 0 0 270 90 0 90 Yes Yes 4 Wall 582 0.118 0 90 90 Yes FENESTRATION SURFACES Orientation Area (sf) U- factor Act SHGC Azm Tilt Exterior Shade Type/SHGC Interior Shade Type/SHGC SOUSE 1 Window 2 Window Front (S) Left (W) 135.6 45.3 0.400 0.400 0.650 180 90 Standard/0.76 Standard/0.68 3 Window Back (N) 201.3 0.400 0.650 270 0.650 0 90 90 Standard/0.76 Standard/0.76 Standard/0.68 Standard/0.68 4 Window Right (E) 142.3 0.400 0.650 90 90 Standard/0.76 Standard/0.68 OVERHANGS AND SIDE FINS Window- ---Overhang Left Fin Right Fin - Surface Area (sf) Wdth Hgth Dpth Left Hght Ext Rght Ext Ext Dpth Hght Ext Dpth Hght IOUSE 1 Window 2 Window 135.6 n/a 45.3 n/a 6.3 5.7 2.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 3 Window 201.3 n/a 6.7 2.0 2.0 3.0 n/a 3.0 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 4 Window 142.3 n/a 5.9 2.0 2.8 n/a n/a n/a n/a n/a n/a n/a n/a THERMAL MASS lass Type Area (sf) Thick (in) Heat Cap Conduct- Surface ivity UIMC R -value Location/Comments [OUSE 1 ExteriorVert 2284 8.0 14.0 0.09 0.00 R-0.0 COMPUTER METHOD SUMMARY Page 3 C -2R Project Title.......... DREW RESIDENCE Date..10/29/01 14:10:21 MICROPAS6 v6.01 File-DREW16 Wth-CTZ16S92 Program -FORM C -2R User##-MP0113 User -Monterey Energy Group Run -R -30R R -11W R -19F 2P GAS HVAC SYSTEMS System Minimum Refrigerant Charge and Duct Tested Duct Duct ACCA Type Efficiency Airflow Location R -value Leakage Manual Duct D Eff HOUSE Furnace ACSplit 0.900 AFUE 10.00 SEER n/a Attic No Attic R-4.2 No No 0.719 R-4.2 No No 0.755 WATER HEATING SYSTEMS Number Tank External Tank Type Heater Type Distribution Type in Energy S Size System Factor (gal) Insulation R -value 1 Storage Gas Standard 1 0.62 50 R- n/a REMARKS 2F -6R AND INSTALLATION CERTIFICATE SHALL BE POSTED ON JOB. CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF -1R -Project Title.......... DREW RESIDENCE Date..10/29/01 14:10:21 Project Address........ MADDRILL IN., ******* BUTTE MEADOWS, CA. *v6.01* Documentation Author... DAVID W. KNIGHT ******* Building Permit Monterey Energy Group 227 Forest Ave., Suite 5 Plan C ec Date Pacific Grove, CA 93950 831-372-8328 Field C ec Date Climate Zone.. 16 Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File-DREW16 Wth-CTZ16S92 Program -FORM CF -1R User#-MP0113 User -Monterey Energy Group Run -R -30R R -11W R -19F 2P GAS GENERAL INFORMATION Conditioned Floor Area..... Building Type............ Construction Type ..... Building Front Orientation. Number of Dwelling Units... Number of Stories.... Floor Construction Type.... Glazing Percentage......... Average Glazing U -factor.:. Average Glazing SHGC....... Average Ceiling Height..... �omponent Type 4a l l too f )oor ?loos !loorExt Orientation 2320 sf Single Family Detached New Front Facing 180 deg (S) 1 2 Raised Floor 22.6 % of floor area 0.4 Btu/hr-sf-F 0.65 9.9 ft BUILDING SHELL INSULATION Frame Cavity Sheathing Total' Assembly Type R -value R -value R -value U -factor n/a R-n/a R-n/a R-0 0.118 Wood R-30 R-0 %R-30 0.035 None R-0 R-0 R- 0.330 Wood R-19 R-0 R 19 0.037 Wood R-19 R-0 fR-19 0.048 FENESTRATION Window Front Window Left Window Back Window Right Type Interior Shading Standard Standard Standard Standard THERMAL MASS Location/Comments Over - Exterior hang/ Shading Fins Standard Area U_ Yes Standard (sf) Factor SHGC (S) 135.6 0/400 0.650 (W) 45.3 0/ 400 0.650 (N) 201.3 0.400 0.650 (E) 142.3 40'0 0, 0.650 Interior Shading Standard Standard Standard Standard THERMAL MASS Location/Comments Over - Exterior hang/ Shading Fins Standard Yes Standard Yes Standard Yes Standard Yes Area Thickness Exposed (sf) (in) Location/Comments ExteriorVert Yes 2284 8.0 CERTIFICATE OF COMPLIANCE: RESIDENTIAL Project Title.......... DREW RESIDENCE Page 2 CF -1R Date. -10 29/01 14:10:21 MICROPAS6 v6.01 File-DREW16 Wth-CTZ16S92 Program -FORM rF1R User#-MP0113 User -Monterey Energy Group Run -R -30R R -11W R- 2P GAS Equipment Type Furnace ACSplit Tank Type HVAC SYSTEMS Refrigerant Tested A CA Minimum Charge and Duct Duct Duct Ma ual Thermostat Efficiency Airflow Location R -value Leakage Type 0.900 AFUE n/a Attic R-4.2 No o Setback 10.00 SEER No Attic R-4.2 No to Setback WATER HEATING SYS Heater Type Distribution Type Storage Gas Standard TEMS Number Ta k External in Energy Size Insulation System Factor (gal) R -value rte, 1 0.62 0 R- n/a REMARKS CF -6R AND INSTALLATION CERTIFICATE SHALL BE POSTED ON JOB. 1' CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R Project Title.......... DREW RESIDENCE Date..10/29/01 14:10:21 MICROPAS6 v6.01 File-DREW16 Wth-CTZ16S92 Program -FORM CF -1R User##-MP0113 User -Monterey Energy Group Run -R -30R R -11W R -19F 2P GAS COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features Modeling Assumptions section. Name.... Company. Address. Phone... License.° Signed.. Name.... Title... Agency.. Phone... DESIGNER or OWNER �aHla C rnA+sRoss Signed.. ate DOCUMENTATION AUTHOR Name.... DAVID W. KNIGHT Company. Monterey Energy Group Address. 227 Forest Ave., Suite 5 Pacific Grove, CA 93950 Phone... 831-372-8328 Signed.. ^�, .Z4r, /olvi/o� (date) - Signed. ate HVAC SIZING Page 1 HVAC Project Title.......... DREW RESIDENCE Date..10/29/01 14:10:21 Project Address........ MADDRILL LN ******* BUTTE MEADOWS, CA. *v6.01* Documentation Author... DAVID W. KNIGHT ******* Building Permit Monterey Energy Group 227 Forest Ave., Suite 5 Plan Check Date Pacific Grove, CA 93950 831-372-8328 Field C ec Date Climate Zone.. 16 Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Rnercmmn T-- MICROPAS6 v6.01 File-DREW16 Wth-CTZ16S92 Program -HVAC SIZING User#-MP0113 User -Monterey Energy Group Run -R -30R R -11W R -19F 2P GAS 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....... Description 2320 sf 23030 cf Front Facing 180 SUSANVILLE AP 40.4 degrees 4 F 70 F 95 F 78 F 38 F No No No 0.20 HEATING AND COOLING LOAD SUMMARY Opaque Conduction and Solar...... Glazing Conduction ............... Glazing Solar .................... Infiltration ..................... Internal Gain .................... Ducts. ................... Sensible Load .................... Latent Load ...................... Minimum Total Load deg (S) Heating Cooling (Btuh) (Btuh) 27548 7109 13847 3567 n/a 16319 28016 2946 n/a 2100 10412 3204 79823 35245 n/a 7049 79823 42293 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, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. ousl\L/M 1 VR f 111rCA.lUKC, VrlClirll r5 : K1=51DENTIAL Page 1 MF -1R Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (•) may be 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 minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTIONDesigner Building Envelope Measures Enforcement *150(a): Minimum R-19 ceiling insulation. 150(b): Loose fill insulation manufacturer's labeled R -Value. - *150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does not apply to exterior mass walls). *150(d): Minimum R-13 raised floor insulation in framed floors. 150(i): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0perm/inch. Y Y Y Y WA 118: Insulation specified or installed meets CEC quality standards. Indicate type and form. 116-17: Fenestration Products, Exterior Doors and Infiftration/exfiltration controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -value, certified solar heat gain coefficient, and infiltration certification. Y Y - 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. 150(8): Vapor barriers mandatory in Climate Zones 14 and 16 only. N/A 150(0: Special infiltration barrier installed to comply with Sec. 151 meets Commission quality standards. N/A 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door Y b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning as pilots allowed. Space Conditioning, Water Heatinci and Plumbing System Measures 110-113: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. 150(h):'Heating and/or coolin loads calculated in accordance with ASHRAE. SMACNA or ACCA. 150 i : Setback thermostat on all applicable heating and/or cooling systems. 1500): Pipe and Tank insulation 1. Storage gas water heaters rated with an Energy Factor of less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non- recirculating systems, insulated (R-4 or greater). 3. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined intemal/extemal insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water system. 5. Cooling system piping below 55 degrees insulated. 6. Piping insulated between heating source and indirect hot water tank. •150(m): Ducts and Fans 1. All ducts and plenums constructed, installed, insulated, fastened, and sealed to comply with the ICBO1997 UMC sections 601 and 603; duds insulated to a Y Y Y Y Y Y minimum installed R-4.2 or ducts enclosed entirely within conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant or other dud closure system that meets the applicable requirements of UL181, UL181A, or UL181 B and other applicable specified tests for longevity given in Sec. 150(m). 2. Exhaust fan systems have backdraft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. 114: Pool and Spa Heating Systems and Equipment 1. System is certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: N/A a. At least 36 inches of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. 115: Gas -Fired Central Furnaces, Pool Heaters, Spa Heaters Or Household Cooking Appliances Have No Continuously Burning Pilot Light Exception: Non -Electrical Cooking Appliances With Pilot < 150 Btu/Hr). Y Lighting Measures 150(k)1: Luminaires for general lighting in kitchens shall have lamps with an efficacy of 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. Y 150(k)2: Rooms with a shower or bathtub must either have at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternatives to this requirement allowed in Sec. 150(k)2.; and recessed ceiling fixtures are IC insulation cover) approved. Revised Junp 9664 Y FEB -14-2002 10:19A FROM:DREW UNDERGROUND 707 545 0926 TO:15308956512 P:2/3 I _ 381.T Property Line a Meadow - Wildlife Preservation Area m C z AP iry d o t� d ------------------------------- auto courdy / Houle . 20' Parking Area site of shop/ guesthou se mw i Notes: Install one 1200 gallon concrete septic tank (UPC listed) and approx. 300 ft of leachline as per county code. Standard Leach field Nalke Fill K&M 30" <— Filter Fabric 12" i;i i•,.s is F—3"perf jj p4m Maddrill Ln. Melvin Drew, AP # 060-110-087 Lot #4 Biggers Glen Subdivision mg N N 3 c •;: ,vial Health FEB 1 4 Z002 Chico, CA a w 0 o w S LA a Meadow - Wildlife Preservation Area m C z AP iry d o t� d ------------------------------- auto courdy / Houle . 20' Parking Area site of shop/ guesthou se mw i Notes: Install one 1200 gallon concrete septic tank (UPC listed) and approx. 300 ft of leachline as per county code. Standard Leach field Nalke Fill K&M 30" <— Filter Fabric 12" i;i i•,.s is F—3"perf jj p4m Maddrill Ln. Melvin Drew, AP # 060-110-087 Lot #4 Biggers Glen Subdivision mg N N 3 c •;: ,vial Health FEB 1 4 Z002 Chico, CA a < a i i I I II I I i I I i 5 „ ` , „ 4 , a - r # t Y _ + q{ 2G"3 A r t , r' , , _ , d�«_ r , , , rA lid LLTION'. 1660, SHu1' , , + 13 r /�y # , 1 , :.' ... H PLAL Ar R T INSTALL -G'�, . UP � C� H r, - - Th'.E LIVINO'Room , 2 b WO C� I7 K < a i i I I II I I i I I i 1T7 - T c .. . . .,.. S ;• . , . � _. _. ,, ' .. _ ::,� °GTC,�R.7C,� CAC��BiN�.TE 8 �/�f2fF`X'•'trti"�H;t71N�iER FC7�? « NG3"T"E:. GC NT�?A gip• ,�q ��.�aa r✓ «.r..r. ri w.t 3i�.� �` _ . _ ._ Mw NONE IN . 1:I , I.O. 0100 1 I I,,� 10 N 0 N H f r• - I MMUNIONDIMIDPARIMAS