Loading...
HomeMy WebLinkAbout040-100-073p1L.". 040-100-073 06-0559 ! In, JOHNSON, KUR1BRUNSWICK LN, DURHAM� i Cone ObI+NF.R-.;.�, 4,• M ' v . WELL -LOT DEVELOPMENT 040-100-073 ! B08-0468 v Electric Panel 040-100-073 06-1827 MISCELLANEOUS REPLACE EX ELECT PANEL JOHNSON, KURT o i .� d BRUNSWICK LN, DURHAM 10000 BRUNSWICK LN Cont: WAN BUILDERS JOHNSON REVOCABLE TRUST NSPIGAR/DECK(COV) rr tas , r. %ii'a� i r ijf Jr z I 1306-2639 040-100-073 MISCELLANEOUS hire Suppression FIRE SPRINKLERS (FOR BP06-1827) 013RUNSWICK LN JOHNSON, KURT & GUADALUPE �41306-2845 040-100-073 MISCELLANEOUS Private Garage/Shop +t`sr�� r 41 jy}i+' i S + tr�r SHOP/GARAGE 3150 SQ.FT. tx t+ i� `zrtxa. i I0000BRUNSWICK LN r . JOHNSON, REVOCABLE'IRUST 41 r }it+! �sA., l t MISCELLANEOUS Phtovtaic Sys Grad ti• ��'�!' 4 _ � s fs }.t �Y� GROUND MOUNT SOLAR x,x,irtlx &xf� F y 10000BRUNSWICKLANE I � ehti {;•'�'i�++.' 'i a � JOFINSON, REVOCABLE TRUST 1 �r r � t i F i ' v y iJ�n'T,ltr �t•+,t��#.,��t�`�:�-�� '�A� <_ � t� r t- t} �%�i�tl#. `YYj� _'jj ,tl'r�'t `tT��.! s���g� r e tr c ! p- # � r i r ''b'ir i r _i r+,f � • � Fi�$:i� c•3 vaa s i r?r '[c�:: ar � trw K � 53• a t � � ! t F � t # i �� 1 . ��fi � � 'M; t�i � � �, i r � il! °j � ♦ +1 ' +,iy., f• t 73 l., e. ilf`yj^i �x s:+ a,7 'ak ° . �� rr.�f, >'r �, �aa`b ;1 r� r •. + kl�f{��� t• I rV , 1 r fj F+zK.l � T �t�{:r ti' � z xX�?"� ti 1{ I •�.r'f,� x. 2 :�4;I�t }#S} � ai � } 1t� •• r1. �i"j E� ` i e. i �� q ..� ;�K��g � ..1 t;, i t,���,�r`�et. . 'r...i �„p,4 ,-„,.,,• �”. A �' � fi'tE; � ,• s} ' I�}}t# I r (� +t 1 f !�? 2,,n�ar : � . t�"i �+ 7 L _S! .r�•el. fP.. �5.. 4 �� ,+ t +?!,1 � 1{ � rl(#lI ! �"a)i t .,t.#i rrY r s ter.-�Q ,• S -r 'r.� ><� wc., fy �71, °'"'�,"a+�' �r a ! •j, i. t .i, ,Y ?,: � t rt t i �' q , x, t r ryf,2 �+•,c� i. - �:.t. � y,¢ I: r xy,�' ;} r{i �j;{ '.r l � t :�� {t!�„a.. ---,__" ___- -- Zi^Goo3 � '�, a APPLIED TESTING CONSULTANTS ivini�tcinl.� Ir-311tiv, riNU1LNttK1NkJ ANL) liMFEUIION Nuclear Densitv Testina Report Per ASTM 1557 Report Seq. No. 1 Client: Kurt Johnson Page: 1 of 1 Address: 9436 Corbett Court Date: 5/12/2005 City, state: Durham, Ca. 95938 Tech: DeMuth Attn: Kurt Johnson Project: Johnson Residence Tl fly -4 D ilt> — /DO —073 Soil Description: N/S Gauge #8 CALIBRATION DATA: Density Std:: Moisture Std.: Density Xi : Moisture Xi Compaction Equipment: Cat D6 W/ Pull Behind Sheepsfoot Req'd % Compaction Curve No.: T-1 Max Dry Density: 123.2 Opt. Moist. Content: 12.9 90% Test # Test Depth Location: House Pad Elev. Wet Density H2O Density Dry Density Moisture Content % Comp. Results 1 8" North Side -1' 132.0 16.41 115.6 14.2 94% PASS 218" East Side -1' 129.8 15.7 114.1 13.8 93% PASS 3 8" South Side -1' 133.0 16.4 116.6 14.1 95% PASS 4 8" West Side -1 130.5 15.6 114.9 13.6 94% PASS REPORT: Arrived at jobsite at 1000hrs. to perform compaction testing of the House Pad. Performed 4 nuclear density tests at random locations as indicated above. The 4 test results indicate at least 90% relative compaction. Note: The results of these tests apply only to the soil at the location and elevation at which the tests were performed. No other conclusion is rendered based upon these tests unless such conclusion is presented in the form of a report. Copies to: Reviewed by: U 3060 Thorn tree Drive, Suite 10 • Chico, CA 95973 • Telephone:. (530) 891-6625 • Facsimile: (530) 891-4243 1600 Starr Drive, Suite C * Yuba City, CA 95993 * Telephone: (530) 6714473 * Facsimile: (530) 671-6770 LAVTC APPLIED TESTING CONSULTANTS . MATERIALS TESTING, ENGINEERING AND INSPECTION Nuclear Density Testing Report Per ASTM 1557 Report Seq. No. 2 Client: Kurt Johnson Page: 1 of 1 Address: 9436 Corbett Court Date: 5/13/2005 City, State: Durham, Ca. 95938 Tech: DeMuth Attn: Kurt Johnson Project: Johnson Residence A Ply 40 Soil Description: N/S Gauge #8 CALIBRATION DATA: Density Std:: Moisture Std.: I Density Xi : Moisture Xi Compaction Equipment: Cat D6 W/ Pull Behind Sheepsfoot Req'd % Compaction Curve No.: T-1 Max Dry Density: 123.2 Opt. Moist. Content: 12.9 90% Test # Test Depth Location: House Pad I Elev. Wet . Density H2O Density Dry _ Density Moisture Content % Comp. Results 1 8" North Side FPG 131.6 16.01 115.6 13.8 94% PASS 2,8" West Side FPG 130.7 16.2 114.5 14.1 93% PASS 3 8" South Side FPG 129.7 15.5 114.2 13.6 93% PASS 48" East Side FPG 130.4 15.51 114.9 13.5 94% PASS REPORT: Arrived at jobsite at 1400hrs. to perform compaction testing of the House Pad. Performed 4 nuclear density tests at random locations as indicated above. The 4 test results indicate at least 90% relative compaction. Note: The results of these tests apply only to the soil at the location and elevation at which the tests were performed. No other conclusion is rendered based upon these tests unless such conclusion is presented in the form of a report. Copies to: Reviewed by: 3060 Thorntree Drive, Suite 10 • Chico, CA 95973'a Telephone: (530) 891-6625 • Facsimile: (530) 891-4243 1600 Starr Drive, Suite C * Yuba City, CA 95993 * Telephone: (530) 6714473 * Facsimile: (530) 671-6770 APPLIED TESTING CONSULTANTS MATERIALS TESTING, ENGINEERING AND INSPECTION ASTM 1557 Moisture/Density Curve Client: Address: City, State Zip: Attn: Project: Soil Description: Sample location: Sample depth: Trial No: Water Added Gross compacted wt: Container Tare: Net compacted wt: Wet density, pcf: Dry density, pcf; Pan No: Gross wet wt: Gross dry wt: Pan tare: Net dry wt: Moisture loss: % Moisture Content: 124.0 123.0 w 122.0 L 121.0 2. 120.0 119.0 118.0 p 117.0 116.0 115.0 114.0 9.0% Kurt Johnson 9436 Corbett Court Durham, CA 95938 Kurt Johnson Johnson Res. Brown Clay W/ Small -Med Rocks House Pad 1 2-1 3 1 4 150 250 350 7514 7598 7436 2855 2855 2855 4659 4743 4581 137.01 139.4 134.7 122.41 123.11 116.5 1 2 3 4 1003.8 1084.0 887.2 906.3 967.3 777.7 86.3 87.1 78.0 820.0 880.2 699.7 97.51 116.71 109.5 11.9%1 13.3%1 15.6% Sample No: T1 Date: 16 -May -05 Tech: B. Carter a Sample Weight: - 5200 Rock Correction' ASTM D4718 Total sample wt: +3/4 rock wt: % of +3/4 rock: Specific Gravity of +3/4: Rock adj. density: 10.0% 11.0% 12.0% 13.0% 14.0% Moisture Content (% of dry weight) Max density from curve: 123.2 15.0% 16.0% 17.0% Max adjusted density: 123.2 pcf Optimum moisture: A.9% This test was performed per ASTM 1557 Reviewed by: subu I norntree Drive, Suite I • Chico, CA 95973 a Telephone: (530) 891-6625 • Facsimile: (530) 891-4243 1600 Starr Drive, Suite C * Yuba City, CA 95993 * Telephone: (530) 671-4473 * Facsimile: (530) 671-6770 Ee 4 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT _. 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds Site Address: 10000 BRUNSWICK LN APN: 040-100-073 , Permit type: RESIDENTIAL Subtype: SFD-Custom/Model Description: NSF/GAR/DECK(COV) ; SICKE STEVE 31 GARDENIA LANE CHICO, CA 95928 (530)345-5740 PROJECT INFORMATION Owner: KURTJOHNSON 9436 CORBETT CT DURHAM, -CA 95938 (530)894-1934 �• KURTJOHNSON 9436 CORBETT CT DURHAM, CA 95938 (530)894-1934 FEE INFORMATION County Impact - SFD $2,244.02 Dwelling - Custom, Model $3,030.11 Fund 10 BLDG $2,130.06 Impact Processing Auditor $50.00 Impact Processing DDS $50.00 Res Impact Fees - SFD $2,005.09 SMIP - Residential $38.17 LICENSED CONTRACTOR'S DECLARATION Contractor (Name) State Contractors License No. / Class / Expires SICKE STEVE C320138 / B / 02/29/2008 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. X 12/14/2006 Contractor's Signature Date . WORKERS' COMPENSATION DECLARATION I I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My Workers' Compensation insurance carrier and policy number are; Cartier: State Fund Policy Number, 713-0012951 Fxp, Date:11/01/2007 (This section need not a competed if the permit is or one a hundred dollars ($100) or less. ❑I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. X 12/14/2006 WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for the performance of the work for which this permit is issued. (3097 civ. code) Lender's Address City State Zip Permit No: 06-1827 ' Issued Date: 12/14/2006 BY TMP Expiration Date: 12/14/2007 Occupancy: R-3 Zoning: Square Footage: Building Garage Remdl/Addn 5,058 1,427 Other Porch/Patio Total 1.166 7.651. Total Charged: $9,547.45 Fees Paid: , . $9,547.45 Balance Due: $0.00 Receipt No: B1203 : OWNER / BUILDER DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: ❑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 (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of the property, who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proof that he or she did not build or 'rove for the purpose of sale.). I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: The Contractor's License Law dows not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractor's License Law.). ❑ I AM EXEMPT under Section B. 8 P.C. for this reason: K 2/14/2006 Owlleft Signat Date I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte County to enter the above mentioned pro rty forction pos inspeu es. I hereby certify that I am the property owner or am authorized to a prop ehalf. �u r`� Kfc,., 4/2006 0]16-ner a Contractor OR. QAgent for Owner ❑Agent for Contractor FILE COPY BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTIONC OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICA TION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" OWNER INFORMATION Last Name t— first Name Ku Address 9 3 ,4eC City U State Zips Phon S3 Fax E -mai CONTRACTOR Name / v ems.n__ .'{IJu Address City Pc"'L..s 2 State Zip'755�/ Phone 97-7-6S2_( Fax (o5 / b E-mail Lic. ARCHITECT/ENGINEER Name Address 3; 3 City G < o State zip Phone S�� x'99- X716 Fax E-mail State License Number 73 1 APPLIRANT SIGNATURE — I 0 For office use Only: APPLICANT INFORMATION Name u rfi �6 Gt �. T rM Addressr� I Yes I o CityNfx Type Const. State Zips �y3 Phone _ ( `l 3 Date Approved: Fax 3,( E-mail 1 APPLIRANT SIGNATURE — I 0 For office use Only: Zoning ( 0 1 Flood Zone Cross Street SRA I Yes I o Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: PERMIT NO. sPl�'� BIN # n PROJECT LOCATION AP# 0�0 60 - 073 Pro pe y Add ss Cit 1� Cross Street WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must he shown at the time of permit issuance. LENDING AGENCY Name Address OVER FOR SUBMITTAL REQUIREMENTS LL KAFORMS\BUILDING FORMS\BldgApplSubRgmts.doc Page 1 of 2 Description or Scope of Work: *58 Sq FT- Living Garage/, Open Cov % ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be required. REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. by: Amount: U "o`v' G Bldg Receipt #1-� Sheriff J_ SMIP Date: Other Total REV 8-12-05 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile ADMINISTRATION * BUILDING * PLANNING August 22, 2006 Kurt Johnson 9436 Corbett Ct Durham, CA 95938 Assessor Parcel Number: 040-100-073 Building Permit Number: 06-1827 Thank you for submitting the plans for your building project. The plans have been reviewed and comments are listed below. Please respond in writing to each item by letter or by completing and returning a Plan Review Response Form. Your complete and clear response will expedite the re -check and approval of this project. PLAN REVIEW COMMENTS: 1. Revise the Elevation Certificate to reflect Diagram Number 1 (slab on grade condition) at Section C, No. 2, and the Section C, No. 3 elevations. Clarify the utilization of flood vents at a slab on grade condition. Further, the Elevation Certificate provided is expired, please utilize a current version of the form. If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Kristin Lee Wreden Building Plans Examiner kwreden@buttecounty.net cc: Vertek Engineering BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 wwW.b6ttecounty.net/dds PHONE (530) 538-7541 FAX 538-2140 Owner App Date RECEIPT OF FEES SCHEDULE - RESIDENTIAL JOHNSON REV TRUST APN No: 040-100-073 Permit Type: Subtype: 7/28/2006 Permit No: BP 06-1827 Permit Desc: �I] 1 BUILDING PERMIT FEES ESTIMATED AT APPLICATION $5,050.19 Plan Check portion of Permit Fee -z7 $2,020.08 ' $3,030.11 Balance of Building Permit Fee 2 FEMA eX Yes Flood Elevation Review $109.98 $109.98 3 SRA* Yes Fire Plan Check - Non -Refundable $95.00 0 $204.98 (State Responsibility Area) Building Inspection $109.98 0 checking process Applicant: Z:: f Date: ��Z4/U 6/ Pursuant to Government o6de Sect 020, you are hereby notified those Items followed by an "*" may have been imposed on your project. You have 90 days from the date of approval of the poge�or from the impostion of the above referenced items during which you may protest. The requirements for a protest are specified in Goverment Code Section 66020(x). K:/Building/Forms/Schedule of Receipt Fees Residential 041506 COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA .95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET / OWNER: G� ► ! /yJY��_ ASSESSOR PARCEL NUMBER c) 4 p , ) 66- - o l -3 Proposed Building Use: Permit Technician: Date: • ' (1O Items required in order to apply for a permit. All boxes MUST be checked OR marked NA ili`or to apply. 't 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxesl 5. Letter from Engineer or Architect for truss design review. 91116"k- 135 llID"k-135 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Hazardous Material Form -S 12. Acknowledgement of building permit application without required clearances. ACA f ❑ 13. Other . 1 I - ren' tems needed to issue the permit. (May require additional plan review upon rec.9i >t of the following items.) 14 S itation and site plan approval from the Environmental Health Department in ®'Chico ❑ Orov' le, as applicable- �p ire S rin'C rs........:................................................................................... Ir ❑ Agricultural Bu er ctr and site plan apr from the Ag Commissioner Sent by ❑ 17. Soils Report and/or Engineered Foundation required ........................................... ❑ Erosion Control Plan Required........................................................................ Fees as shown on the attached Schedule of Fees Due Sheet .............................. f j(A , ❑ 20. City of Chico Plumbing permit ............. :.......................................................... ❑ 21. Site plan and business license approval from the City of Biggs .............................. 0 22. California Department of Forestry Ian approval ❑ paid. Sent by: 23. Planning approval for (A) Use: 0 (B) Parking: (C) Parcel Check:. ... Ulo ❑ 24. Contact Land Development about _ Improvements, _ Drainage ........................ 25. Fire Marshall Review (commercial projects only). Sent by: ...................... 26. NPDES Form............................................................................................. 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... ❑ .29. Worker's Compensation Carrier and Policy Number .......................................... ❑ 30. Owner -Builder Verification ( _ Given to owner, _Mailed to owner) ..................... 0 31. Letter of Signature authorization.................................................................... 32. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 33. Existing violations and/or expired permits......................................................... ❑ 34. Deed Restriction.......................................................................................... ❑ 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ... :..................... ❑ 36. Other: ❑ 37. Other:_When issued Telephone D� �' ` "I `T and hold for pickup. I have been informed of the above itemyand requirements for obtaining a building permit. Applicant: Date: 2,Vld 6 1. Index permit appli ation for the above items numbered: Plan Check Letter 2. Additional items required X Contractor, design was advised of the above data by Yphone, ❑ mail, ❑ counter, by Date17. Contractor, designer, owner advised of the above data by ❑ phone, ❑ mail, ❑ count Date. Contractor, designer, sed of the abov toy ❑ phone, ❑ mail, ❑ Date: Plans reviewed by: Date: Plans approved by: Date: Structural reviewed b : Date: Structural approved by: Date: Note transfer by: Date: Yellow: Building Division K/Building/Plan Check/Data Sheets/data sheet page 2 9.27.05 Q�iT^a=,,lr TT�o� ° U tyl-1 AveQC woa,�5 Department C o u n t 1, J. Michael Crump, Director of Public o f B u t Works LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 (530) 538-7266 (FAX) 538-7171 National Pollutant Discharge Elimination System '(NPDES) Phase II Construction Storm Water. Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement [LESS THAN 1 ACRE) Project Description: Project Location and/or Parcel Number: © `fd — In —6 73 By signing below, I, the project owner/owner's agent, certify that this project WILL NOT DISTURB I acre or more of land and that I, therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided bylaw. Signed: Title: C/ 7112 ---- T xc than t Acre NPDES & SWPPP Comoliance Certification BUTTE COUNTY °° �����//� o o o -o AGRICULTURAL BUFFER NOTIFICATION AND/OR oC- °' ="ao UNUSUAL CIRCUMSTANCES REQUEST 0JJJN Butte County requires a 300 foot buffer between neighboring agricultural operations and a residence. This dimension is based on environmental assessments and studies. The Agricultural Commissioner may identify unusual circumstances where the 300 foot buffer cannot be met on existing parcels. This exception is not available for lots being created, divided or subdivided. Owner or Authorized Agent must complete the following and return with the required site plan to: Development Services Department, 7 County Center Drive, Oroville, CA (530) 538-7601 Name: lib r.l _T6 t1 v, S cVN Phone: GS3 c Sy y - / 93V30 Zz38 C. -O Mailing Address: 2 L L Co r �e. 7�' C t Du r l(a.,, t' h F 5__y 315�1 E -Mail address IOU atel ,� 640— '/UO—Ott Assessor's Parcel Number: C" �0 - P u - 673 Reason you believe you qualify for the unusual circumstances exception: I_J�L � - Owner or 3.' 7-li — 5 L• (aci+ S c✓% PK s�� s:�s � s� �►1 S ��1 ,p rp O 0-1e- CIA s signature i23 /a �( Date An exceptional or extraordinary condition where the existing lot size or shape or an existing improvement (well, septic systems, structures etc.) does not allow for the standard condition of a 300 -foot buffer zone. SITE PLAN REQUIREMENT: submit 4 copies with this form Refer to the Site Plan Submittal handout for specific requirements .................... :.............................................................................................................................. Internal Dept. Contact Info: ❑ Env. Health ❑ Planning ❑ BuildingOther Contact Person: Phone: 9 ......................................................................................................................................................................................... For Agricultural Corn miss ioner office use only: (to be completed after submittal) DISCRETIONARY PERMITS (Planning) MINISTERIAL PERMITS (Building) ❑ Exception Recommended ® Exception Granted with the ❑ Exception NOT Recommended following conditions: Reason/Conditions/Specific sett; ck from adjacent agricultural operations: PIAMI w�LL moi S.,QOaf4- 2 tp�6 arm �91- Agricultural Department Signature__, _ Date: o2 G YMC 7/1/03 A 1 AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 2006-0041554 Recorded I REC FEE 10.00 Official yRecords I Countteof I CONFORMED COPY 1.00 CANDACE J. GRUBBS I County Clerk-Recorderl I I LV 09:49M 14 -Aug -M I Page 1 of Z IIII III III I IIII I IIII III II IIIII II II 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 �t County of Butte, State of California, described as follows:14P /i h 0+ 7 Q S S 61u h o s -4& a T C a�d�n 7.n �Q �� r j f u l w ass r e ���.�Q v.` ��. l ay. 7 � l 9�•. Z� Z� B o ( /s�/ er� /"( cis, �a .l / 37, �- O Date 7/3I /b PROPERTY OWNERS. Kur`��OGt Scn� State of California County of On personally appea -imswa.tn.me.(or prove to the within instrument capacity(ips), and that by I the person(y) acted, execu WITNESS my hanAaad i r before me, L liin'fat.r v null �1 me on the basis of satisfacto idence) to be the person(f) whose name(o is/aye subscribed 3' -acknowledged that he/sire/t)tey executed the same in his/hpt/tVeir authorized is/tor r ure(t) on the instrument, the person(y) or the entity upon behalf of which A.P.# OqO - 100-073 seal. l KRISTIAN NEIRA COMM. #1625540 0 NOTARYPUBLIC- CALIFORNIA BUTTE COUNTY 0' )hAdd. EXPIRES NOV. 29,20C4 '.i"- ACKNOWLEDGMENT State of California County of BtAt On hkWS� 2 7,006 before me, IMP&&010 ,Noiu.i/l' (here insert name and title of the officer) personally appeared &V+ 3,Agyisorl (or proved to me on the basis of satisfactory evidence) to be the person whose name( is/aFe subscribed to the within instrument and acknowledged to me that he/-s4*A4" executed the same in hisAiefMieir authorized capacity(ips), and that by his/het r signature) on the instrument the personX) or the entity upon behalf of which the person) acted, executed the instrument. WITNESS my hand and official seal. MELISSA COSTELLO . U COMM. # 1516038 o NOTARYPUBLIC-CALIFORNIA® BUT L COUNTY COMM. EXP. SEPT. 27, 2008 j Signature T4101 (Seal) J- 4 . a ACKNOWLEDGMENT State of California County of BtAt On hkWS� 2 7,006 before me, IMP&&010 ,Noiu.i/l' (here insert name and title of the officer) personally appeared &V+ 3,Agyisorl (or proved to me on the basis of satisfactory evidence) to be the person whose name( is/aFe subscribed to the within instrument and acknowledged to me that he/-s4*A4" executed the same in hisAiefMieir authorized capacity(ips), and that by his/het r signature) on the instrument the personX) or the entity upon behalf of which the person) acted, executed the instrument. WITNESS my hand and official seal. MELISSA COSTELLO . U COMM. # 1516038 o NOTARYPUBLIC-CALIFORNIA® BUT L COUNTY COMM. EXP. SEPT. 27, 2008 j Signature T4101 (Seal) J- 4 . i AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION �. 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 N, COPY of Document Recorded 14 -Aug -2006 2006-0041554 Has not been compared vith original BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to.issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and. fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: 1-0+ 41Q S S Olu rn WI Q^'1•' � �l GY) V Y S� � ylti n i i It ax Y e' cc,,, z tX v� �. �i 1Le 1 4: r�s.r rf' ic^i w � P� S f C� � L`` ✓'y . �^l -T vnZ ! 9 Z � 2- t . // '/ v- �, D �c �- a isy �s, 3y, -pro . . Date___ 7/3j/bl PROPERTY O ERS: L State of California ) county of ) On 5� 3 1 , 1,no 6 before me, Ve.i t personally appear f -ieReaca_to-aae (or prove me on the basis of to the within instrument aN acknowledges capacity(ips), and that by his/h,6rts� I the person(') acted, executed r nt WITNESS my han official seal. >atisfactory idence) to be the -person($) whose name(o is/are subscribed that he/s)te/t)(ey executed the same in his/hpt/tVeir authorized re(f) on the instrument, the person($) or the entity upon behalf of which A.P. # 00 — )CO -0-73 073 .0 • KRISTIAN NEIRA COMM. #1625540 Q - NOTARY PUBLIC -CALIFORNIA BUTTE COUNTY n M Fan C EXPIRES NOV. 29, 2009 r ACKNOWLEDGMENT State of California County of _Bu}ke, On hkwS ' 2''42bolO before me, Co&dlo W&N Pu_bI;c, (here insert name and title of the officer) personally appeared &V+ 30 nv son FeT MID -um (or proved to me on the basis of satisfactory evidence) to be the person whose name(K is/afe subscribed to the within instrument and acknowledged to me that he/sheA4ejr executed the same in his/iefAheir authorized capacity(ip4, and that by his/her/th& signature'} on the instrument the person;4), or the entity upon behalf of which the person) acted, executed the instrument. WITNESS my hand and official seal.MELISSA COSTELLO UCOMM. # 1516038 Q os • NOTARY PUBLIC -CALIFORNIA 0 2 BUTTE COUNTY 0 COMM. EXP. SEPT. 27, 2008 -' Signature (Seal) SITE PLAN REVIEW APPLICATION Date: NO -1610-073 Permit Number (if applicable) !,/ �7 Bin Number 6-"7 ." APPLICANT INFORMATION Parcel Size: Q at_5 Owners Name: Owners Address: 3 c 4� Telephone No.: Site Address: Proposed Use: Zone: Residential GP: OFC IM New Single Family Residential ❑ Single Family Addition ❑ Single Family Remodel ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ' ❑ Commercial Remodel ❑ New Industrial Industrial Addition ❑ Industrial Remodel A Other ❑ Septic ❑ Well ❑ Agricultural Exempt Building ❑ Agricultural Buffer Form ❑ Other: DEVELOPMENT SERVICES INFORMATION (For Staff Use) IN Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval ❑ Resolved Date ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Williamson Act Minimum Acreage: ❑ Residence can be built per contract ❑ Watershed Protection Overlay Zone ❑ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: • Flood Zone: • Flood Panel No.: Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan ❑ Chapman/Mulberry ❑ Cohasset Area Use Requires: ❑ Use Permit ❑ Variance ❑ Agricultural Worker Affidavit ❑ Administrative Permit ❑ Minor Use Permit ❑ Minor Variance Zoning: /- — AQ Applicable Building Setbacks: General Plan: Of ❑ Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: 2 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front X20 t /Of Pu 9 - Side Side 1O r Side Street Rear /v C. fQ S,f7� Height Waterway N/A N/A N/A ❑ Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: 2 j!�' r ,+i Parcel Created By: ❑ Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Subdivision Map/Parcel Map: 00-n" Map Date of Recording: Lot: Book: Page: ? '-; Yo 3 OWNER'S STATEMENT WE, DOMON BROTHERS, L.P., A CALIFORNIA LIMITED PARTNERSHIP, AS OWNERS OF THE LAND SHOWN HEREON, DO HEREBY STATE THAT WE ARE THE ONLY PARTIES WHOSE CONSENT IS NECESSARY TO PASS CLEAR TITLE TO SAID LAND AND WE CONSENT TO THE PREPARATION AND RECORDATION OF THIS FINAL MAP. WE HEREBY OFFER FOR DEDICATION FOR SPECIFIC PURPOSES THE FOLLOWING: 1. GARDEN ROAD (30' WIDE) IS OFFERED FOR PUBLIC USE AS AN EASEMENT FOR PUBLIC SERVICES PO UNDER, UPON OR OVER SAID GARDEN ROAD. 2. A PUBLIC SERVICE EASEMENT UNDER, UPON, OR OVER BRUNSWICK LANE, AS SHOWN HEREON 4',b MIP AL2A14 V2VAfSW'4%K CAMs AS J219W" 4e9ATs2.V. 3. WE HEREBY RELEASE AND REUNOUISH TO THE COUNTY OF BUTTE ANY AND ALL ABUTTERS RIGHTS OF ACCESS ALONG THE ACKERMAN AVENUE FRONTAGE OF LOT 2 AS SHOWN HEREON. BRUNSWICK UNE, AS SHOWN HEREON, SHALL BE RESERVED IN DEEDS AS AN EASEMENT FOR INGRESS, EGRESS, STORM DRAINAGE AND PUBLIC SERVICE PURPOSES FOR THE BENEFIT OF THE OWNERS OF LOT 1 THRU 6. INCLUSIVE. THERE IS ALSO SHOWN HEREON, EASEMENTS FOR STORM DRAINAGE PURPOSES, DESIGNATED AND DELINEATED AS -PSOE- (PRIVATE STORM DRAINAGE EASEMENT) FOR THE INSTALLATION AND MAINTENANCE OF PRIVATE STORM DRAINAGE FACILITIES. THE MAINTENANCE, REPAIR. AND/OR REPLACEMENT OF PRIVATE ROAD AND DRAINAGE FACILITIES SHALL BE THE SOLE RESPONSIBILITY OF THE LOT OWNERS BENEFITED, AS ESTABLISHED BY THE APPROPRIATE ROAD MAINTENANCE AGREEMENT RECORDED CONCURRENTLY HEREWITH. DOMON BROTHERS, LP., A CALIFORNIA UNITED PARTNERSHIP 1847 OROVILLE-CHILO HWY.. DURHAM, CA. 95938 ,... S4-3i-Oy CE R �O PARTNER CLERK OFryTHE vv' BOARD OF SUPERVISORS' STATEMENT COUNTY OiII��I�lIITTIE ISTATE 6CAUFOERKyOFF(1THE NERBOARD OF STATE ON THE Oi THE DAEBY Y Of Jlj� 20�L, THE BUTTE COUNTY BOARD1 OF'� SUPERVISORS OFFICIALLY APPROVED DOMON SUBDIVISION. THE OFFER OF DEDICATION SHOWN AS ITEM 1 IN THE OWNERS STATEMENT HEREON IS ACCEPTED ON BEHALF OF THE COUNTY OF BUTTE IN FEE SIMPLE. THE OFFER OF DEDICATION SHOWN AS ITEM 2 IN THE OWNER'S STATEMENT HEREON IS ACCEPTED ON BEHALF OF THE PUBLIC FOR PUBLIC SERVICE PURPOSES. THE OFFER OF DEDICATION SHOWN AS ITEM 3 IN THE OWNER'S STATEMENT HEREON IS ACCEPTED ON BEHALF OF THE COUNTY OF BUTTE. SHOULD THE BOARD OF SUPERVISORS DETERMINE PURSUANT TO GOVERNMENT CODE SECTION 66477.5. THAT THE PUBLIC PURPOSE FOR WHICH SAID PROPERTY WAS DEDICATED IN FEE SIMPLE NO LONGER EXISTS, THE COUNTY OF BUTTE SMALL RECONVEY SAID PROPERTY AS SHOWN ON THE MAP, TO THE SUBDIVIDER WHOSE NAME AND ADDRESS ARE SHOWN IN THE OWNER'S STATEMENT ON THIS SHEET OR TO THE SUBDIVIDER'S SUCCESSORS IN INTEREST. CLERK OF THE BOARD OF SUPERVISORS DE N STATE OF CALIFORNIA COUNTY OF BVf?L1'IYANTTI CEw.o,A'O ON AM11- RU , 20017BEFORE ME %NOB C.0-l"tO PERSONALLY APPEARED 158096[ 'DDN42N PEAGGINA661F 04660WI *0 IRE (OR PROVED TO ME ON THE BASIS OF SATISFACTORY EVIDENCE) TO BE THE PERSON(4 WHOSE NAME(E:) 65 SUBSCRIBED TO THE WITHIN INSTRUMENT AND ACKNOWLEDGED TO ME THAT -Jif, -EXECUTED THE SAME IN NN y AUTHORIZED CAPACITY(" AND THAT BY 415 SIGNA7URE(9) ON THE INSTRUMENT THE PERSON(f) OR THE ENTITY UPON BEHALF OF WHICH THE PERSON(9) ACTED, EXECUTED THE INSTRUMENT. '%*)m CLAA.A C. aj.. . COUNTY NOTARY SIGNATURE NCV • '181 2CO3 C. G4kp12 COMMISSION EXPIRES PRINTED NAME STATE OF CALIFORNIA COUNTY OF BUTTE ON 200_, BEFORE ME PERSONALLY APPEARED PERSONALLY KNOWN TO ME (OR PROVED TO ME ON THE BASIS OF SATISFACTORY EVIDENCE) TO BE THE PERSON(S) WHOSE NAME(S)- SUBSCRIBED TO THE WITHIN INSTRUMENT AND ACKNOWLEDGED TO ME THAT _EXECUTED THE SAME IN_ AUTHORIZED CAPACITY(IES) AND THAT BY_ SIGNATURE(S) ON THE INSTRUMENT THE PERSON(S) OR THE ENTITY UPON BEHALF OF WHICH THE PERSON(S) ACTED, EXECUTED THE INSTRUMENT. COUNTY NOTARY SIGNATURE COMMISSION EXPIRES PRINTED NAME RECORDER'S CERTIFICATE FILED THIS 11 FR DAY OF SOA/6- ,200 —A. ATLPI -6-- M. IN BOOK AP, OF SUBIBrOSION MAPS, AT PAGES10-YE AT THE REQUEST OF SIERRA WEST SURVEYING. SERIAL NO. 4922-9291L89 BUTTE COUNTY REC DER CANDACE J. GRUBBS BY _ DEPUTY SURVEYOR'S STATEMENT THIS MAP WAS PREPARED BY ME OR UNDER MY DIRECTION AND IS BASED UPON A FIELD SURVEY IN CONFORMANCE WITH THE REQUIREMENTS OF THE SUBDIVISION MAP ACT AND LOCAL ORDINANCE AT THE REQUEST OF GEORGE OOMON ON APRIL 1999. 1 HEREBY STATE THAT THIS FINAL MAP SUBSTANTIALLY CONFORMS TO THE CONDITIONALLY APPROVED TENTATIVE MAP, THAT THE SURVEY IS TRUE AND COMPLETE AS SHOWN. AND THAT THE MONUMENTS SHOWN HEREON WILL BE SET IN THOSE POSITIONS ON OR BEFORE MAY 1, 2003 AND ARE OF THE CHARACTER AND OCCUPY THE POSITIONS INDICATED AND ARE SUFFICIENT TO ENABLE THE SURVEY TO BE RETRACED. o "r� * No. 4010 s *' OBERT G. AGEE JR. d 9 LS4010 REGISTRATION EXPIRES 6-30-04 U+9rF OF CAUEOpr� COUNTY SURVEYOR'S STATEMENT I, STUART EDELL, DEPUTY COUNTY SURVEYOR OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DO HEREBY STATE THAT I HAVE EXAMINED THIS FINAL MAP, THAT IT IS SUBSTANTIALLY THE SAME AS APPEARED ON THE TENTATIVE MAP AND ANY APPROVED ALTERATIONS THEREOF, THAT ALL PROVISIONS OF THE SUBDIVISION MAP ACT OF THE STATE OF CALIFORNIA AND LOCAL ORDINANCES APPLICABLE AT THE TIME OF APPROVAL OF THE TENTATIVE MAP HAVE BEEN COMPLIED WITH AND 1 AM SATISFIED THAT THE MAP IS TECHNICALLY CORRECT. Lc. - (/0 2ML STUART EDELL R.C.E. 29132 DATE: DEPUTY COUNTY SURVEYOR EXP. 3-31-03 COUNTY OF BUTTE OEESSdD RQ` RI( �$ T. No. 29132' b' s CML t SUBDIVISION MAP OF THE DOMON SUBDIVISION FARM ALLOTMENT 64, SUBDIVISIONAL PLAN OF THE DURHAM STATE LAND SETTLEMENT, BOOK 8 OF MAPS, PACE 23 & LOT 7 OF THE REVISED ACKERMAN FIRST SUBD., BOOK 2 OF MAPS, PACE 193 A PORTION OF SECTION 17, T. 21 N., R. 2 E., M.D.M. BUTTE COUNTY. CALIFORNIA gLEaRA WEST SURVEYING yy4A3377 BLACK OLIVE OR. (530)877-6253 PARABISE. CALIFORNIA 95969 'MARY. 9001 SHEET 1 OF 3 JJDnf/ isq io'vcr 209 Ng9'47'33"E(C) FD 3 4 IP _ \ - /ORO -mmity c e 153.00'(C.D t) LS 3336 (R5) 108 M 50 w_ '(L \6 / CN/CO 57.89'(C) 95.1 V(C) 97 PM 17 Fo. 3/4 O.LP. O� ^° o`' T ssr(u) PEk (RB) •. SO FD 3/4" IP O 0 P01 I to .E N89'1!'42"w(RS) i l 1 5? RCE 33300 S� p Dc�rAnE A OE7,1 A^ WEST (R3) 1324.75'(Rs) Q' PER (R6) ?y SS BASIS OF BEARING = �� N31'E (R3) -------- =_=+----- 589'47'35-w(M) 1323.73'(0) `--'300.96 M "- '•.,�1 AC_K_E_RM_AN THE BEARING OF 588'19'37-W ALONG THE 530'17.(C) ( �' "` --- i(r ___ SOUTH LINE OF LOTS 3 h 4 AS SHOWN W , i 113.11'(0) ', 6 7.26 •�.' � ----�-------- � ( ON THATCERTAINPARCEL MAP RECORDED m� N21'08'30"E (01)� 702.37' 621.36' AVE.. C N21'Ot'07"E(C) 44/ 523'11'20-W(DI) 71,00• �.� ,�• IN BOOK 73 OF MAPS AT PAGE 20 WAS SITE `I9 135.10'(C) //r 71 S23'03'57'W(C) 7 (M,RG) ¢ ( Q. Rw!'i TAKEN AS THE BASIS OF BEARINGS SHOWN HEREON. SCALE: 1.11 133.09'(D1) I 134.59'(0.01) 1 OT x 3 �2 �. �- MXD-1 APN 40-10-11 k 12 1 / Si l.- o O' APN 40-08-29 6 30 y P ' X10.05'00"E (D1) ��I• �^ SIS•09•20'W(DI) LOT 1 5 ,",� ' LOCATION MAP---- MTs , N9'S7'37"E(C) , -. :' o._ I49.I9' "W(C) .10.66 AC ry , 468.23'(0,01) ' ^1 + (C•DU " N ------------- 10 ___________" NOTES 8c LEGEND 1.�..o E LOT T 7 S R=100 m'r o=98'38'55" p=70 R=20 10.00 AC I L=34.63' " NBB'4TE(R2,RH) W �" -lo" C=84'27'78 E=81'27'1B o=o^ n ALL DISTANCES AND DIMENSIONS ARE GIVEN IN FEET AND DECIMALS THEREOF. OF 1 , z ¢ „ 4 PER R2 W / ' L=117.40' PER (R2) F0. 3/6" I.P. N88'47'E,(R2) No n FySC '� O -(`T �, GARDEN ROAD: AN E%ISTING 40' RIGHT OF WAY PER (R2) AND 10' RIGHT OF 95.31' --638'{M_ _ C. COR. OF N89.47'35'E,939. ALLOTMENT 64 ` i o Q� 0q o , WAY PER (RB) WITH A TOTAL OF 30' WIDTH SOUTH OF THE SOUTH LINE OF 64. ' 404.05 M I _ PER (R2) i 5 ALLOTMENT �•`' 505.75'(0) / 3 �l 29/.38 M O( N N ?' FO AXLE (BENT) ANGLE POINTS AND BOUNDARY CORNERS ALONG THE WESTERN BOUNDARY LINE m p=1J* 0 0 e i0 499.87'(R1) HOT ACCEPTED OF LOTS 1, 3 AND S FALL WITHIN THE STREAM BER. WITNESS CORNERS ARE SEE OETAi L-�" o y0� X1-4 C=81.27'18- 00'(R3X81 499.89'(0.7) 7� 199.88" M \ AS LOT 6 COR AND USED ON SET IN UEU OF 1 1/4' IRON PIPE CORNER MARKERS. ti�� / -WESTTITSi L=191.62' �, 1,4531.54'(C).1528. - L THE EAST UNE L I 3:0�N89'S5'dd00'-EE((R2 ) ,I 1013.50' R2 / ( 1013.69' C) N89•s JS E M,R1 .517.85 p1 , /. `4•f OF LOT 7. O ---SET 1 1/4" % 30" IRON PIPE L.S. 4010 (C) NB'02'27-270 741, N89'47'35'E(C) 'i i' W FD. 3/4" I.P. 1N89`5S'E(R2,R7) ti- \ O \fr i O � ---FOUND CORNER AS NOTED y 115.94'(C) .., i Z L.S. 3346 40'PSDE \ , Q I D ---SET BUTTE COUNTY STD. 5-11 STREET SURVEY MONUMENT. IIH p�`',,��V N8'10'E(R2) 1 I 11 V✓ ) iIQ PER (R7) 125.00' \O C I I \FYI. ♦ ---CALCULATED POINT ONLY _� 116.O'(R2) I 1 h 11 LOT 3 ' '-J v� " O (M) ---MEASURED (C) --- CALCULATED I Ill _ LOT 4 11.14 AC "5 Ntl'40'27"EC "' 1 I'^ V 10.00 AC ( ) V 1 �¢�, "e - J� n o .. E+ °• v°C. nm 5? Fp A%4E (Rt) ---RECORD DATA PER 73 PM 20 (R2) ---RECORD DATA PER SUBDIVISION PIAN OF THE DURHAM NI1'47'50"E(DI) I ^ L A " '3 n �„ H Q'' (BEND) STATE LAND SETTLEMENT DATED SEPTEMBER, 1918, PER B M. 23-25. n STI _ 1`/T 924.53'(C,0I) r• 1 3`y� a F AP I •� 6 4 n ,4 r1 517.85'(M) i °i__ (R3) ---RECORD DATA PER 2 M. 193 v<_______ W89.47.35 .R1 _ (R4) ---RECORD DATA PER 53 M. 45-46 1 nloo 1 Itl, 47.97 SE OR ---RECORD DATA PER 97 M. 17 / _ T01„�e o� Ii ,ICL' r�, FD 3/4- DIP 58752'52"W, 0.72' LOT 7 ' FD. 3/4" I.P. I i (R5) (RO) --- RECORD DATA PER 108 M. 50 /yam �/ I ry y11 FROM CALC'ED \ i LS. 5734 , p I (R7) ---RECORD DATA PER 103 P.M,. 88 -W 513.99'(M) 1 '589'47'33-W w POSITION. ptp 2 'L I PER (RI) I ^l , (RB) ---RECORD DATA PER 62 M. 1 RIGHT OF WAY AND DRAINAGE 4 3 Y' \% (D1) ---RECORD DATA PER 1011 O.R. 167 EASEMENT PER 1 1 O.R. 187 A, I I I - 475.30 M - 544.13'(0) �!O IF, DETAIL "C - (PCL RA!)608.47'(0) '� a 2• - NTS - '77171. ---RELINQUISH ACCESS RIGHTS / ��30.14' C � 60' O 5' PSDE - PRIVATE STORM DRAINAGE EASEMENT N 1740'57"E(C) N 12.48'20"C(DI)�- 338.42'(C,DI) / NIB•03'40"E(O1) N1T56.17"E(C)) 393.46'(C.Dt) „ten 9 'y 1 vci �1-I.-" IS' EASEMENT '"-_SEE DETAIL "D" "1 II m�J3 o PER PARCEL 30'-_4 FD 3/4" DIP "• 1O PSE = PUBLIC SERVICE EASEMENT TO BENEFIT THE FOLLWING: u i n OR 1813 7 toil u.�JO• __- ; ......... A RIGHT-OF-WAY OR EASEMENT FOR OR PUBLIC USE FOR SEWERS, PIPELINES, POLELINES. Af ELECTRICAL TRANSMISSION AND COMMUNICATION LINES, PATHWAYS, STORM DRAINS. LOT 5 �G �'�. LOT 6 v - z ,L j0 DRAINAGE CANAL, WATER TRANSMISSION LINES, LIGHT AND AIR, AND OTHER LIMITED Ily% 11.14 AC m� 10.00 AC „ & i P2Pry�0R USE PUBLIC EASEMENTS OTHER THAN FOR STREET OR HIGHWAY PURPOSES. 21,1X'(0,01) 10X.26 (RB) i m'r o=98'38'55" •� A R=20 W. CORNER - OF 64 I L=34.63' " NBB'4TE(R2,RH) ya. 0=81'21'05" L=28.d0' ALLOTMENT PER (R2) ),TP 20' E%. R/ W BASIS OF BEARINGS: ? N88'39.37"E(R4) r5t 3.99' DEDICATED HERON. PER (R2) F0. 3/6" I.P. N88'47'E,(R2) FD. 3/4" IP ii ii FF.. NAIL A TIN L.S. 3366 PER (R7) 588'39'37"W(M.RI) (BENT) 2�9. -aL _ „ �i 251jS.3334 '(M)- �_________-} ��-_7_. - m n 34744'(R6) 1433.42' M) J 21,1X'(0,01) 10X.26 (RB) c 58739'37"W(M) y 1358.70'(M.R2,R 1433.32(R4) '0,1� 1433.4'(R2,R6) FD. 3/4" I.P. (OPEN) PER (R4, W. CORNER - OF 64 �/M / NBB'4TE(R2,RH) FD. NAIL 3 TIN RI,RH) LOT 4 3 " 589'47'35"W ALLOTMENT PER (R2) 30' PSE c RCE 7294 - PER (RI,RB) r5t 3.99' DEDICATED HERON. + 42 PM 1 S.E. CDR. OF - ALLOTMENT 64 PER (R2) X �SS'2g'17"W 3.43 ` 8 PM 23 �' LOT 6 a m n DETAIL -0- SUBDIVISION MAP OF THE DOMON SUBDIVISION FARM ALLOTMENT 64. SUBDIVISIONAL PLAN OF THE DURHAM STATE LAND SETTLEMENT. BOOK 8 OF MAPS. • PACE 23 h LOT 7 OF THE REVISED ACKERMAN •F1RSTSUBD.. BOOK 2 OF MAPS. PACE 193 A PORTION OF SECTION 17, T 21 N.. R. 2 E.. M.D.M. BUTTE COUNTY. CALIFORNIA SIERRA RBST SURVEYING i i ou"l,`uuauaap' fawMn 11MYY11. IYRI sir :Tf - E 4. _ 'I1 _ 1322.73• �______________ / ^ / 702.37' 621.36' ----- _jT— L / ^' / • . / EXISTING / 50' BUILDING SETBACK UNE ' *WELL SCALE: 1'=200' 0p. 1 100' O 100' SEPTA: iREE� 1 I DEVELOPMENT SETBACK ONE ZONE ' II HIGH WATER ULOT 1 NE ' �' 1 10.88 AC LOT 2 _ BUTTE CREEK �.�(/ 1 10.00 AC I 1 �1BO 1 505.72' Q--- --: ' 1 .'• j i �• 4 1 �o yLp00 f , g 100' WELL EKIwcST11 �—SETBACK NE Y u 1 l 0 3 150 ,'- I I 40' 517.85 M W , PSDE Z �'-�' _ 100' SEPTIC REE 1 0 1 _J "" ' ' I= SETBACK LINE',, 11.014 AC (Yj uI� '5Ia Z W(n 1 L 1 l /1•� 1 � = I' PSDE __Nig )'PSDE' ``i W I 1 1 $08.4 ; ; 14.13' - 1 68�sc+ +r -- i 100' WELL 1 SETBACK LINE I H 1 30' LOT 5 LOT 6 n / 1 11.14 AC �a0 10.00 AC / 1 100' WELL SETBACK LINE 100' NO I DEVELOPMENT I; ' HIGH WATER LINE / ZONE BUTTE CREEK / __._JJ / $ 50' BLDG I, 50 BLDG L J / SETBACK 41HE _F PSDE 0 pZ 5 E I SETBAC �- ____________ Ir ____________________ 1356.70 -_ ROAD GARDEN � n • __ —00 P M CONTOuRVL , i� ns� BENCH MARK: MAIL IN JOINT POLE ELEVATION n 173.81' NOTES: y" THIS ADDITIONAL MAP SHEET IS FOR INFORMATIONAL PURPOSED ONLY, DESCRIBING CONDITIONS AS OF THE DATE OF FILING AND IS NOT INTENDED TO AFFECT RECORD TITLE INTEREST. A DEVELOPMENT IMPACT FEE FOR SHERIFF'S FACILITIES SHALL BE PAID PURSUANT TO THE PROVISIONS OF CHAPTER 3, ARTICLE II OF THE BUTTE COUNTY CODE, PRIOR TO THE ISSUANCE OF BUILDING PERMITS OR USE PERMIT IN THE CASE OF A MOBILE HOME PARK. SAID FEE AMOUNT WILL BE DETERMINED AND CALCULATED AS OF THE DATE OF APPLICATION FOR THE BUILDING PERMIT OR USE PERMIT. THE HEALTH DEPARTMENT MAY DESIGNATE SEWAGE DISPOSAL AREAS SO AS TO EXCLUDE GRAVEL AND SEASONAL HIGH GROUNDWATER AREAS. DEVELOPMENT OF THESE PARCELS MAY REQUIRE PAYMENT OF WATER TENDER FEES. M AUTOMATIC FlRE SUPPRESSION SPRINKLER SYSTEMS SHALL BE INSTALLED IN ALL-NEW' RESIDENTIAL STRUCTURES IN ACCORDANCE WRH THE NATIONAL FIRE PROTECTION / IASSOCIATION STANDARD FOR THE INSTALLATION OF SPRINKLER SYSTEMS IN ONE AND TWO FAMILY DWELLINGS AND MOBILE.HOMES,-NFPA.STANDARD 13D. ALL NEW RESIDENTIAL SITES SHALL HAVE A MINIMUM LOWEST FLOOR ELEVATION LOCATED ONE FOOT ABOVE THE BASE FLOOD ELEVATION. FLOOD PLAIN CONTOURS SHOWN HEREON WERE DETERMINED FROM THE FLOOD INSURANCE RATE MAP DATED JUNE B. 1998, PANEL 06007CO520C. HOMESITE LOCATION ON ALL PARCELS SHALL BE APPROVED BY THE DEPARTMENT OF DEVELOPMENT SERVICES AND AGRICULTURE COMMISSIONER"S OFFICE. A RECLAMATION BOARD PERMIT IS REQUIRED PRIOR TO START OF ANY WORK WITHIN s THE BUTTE CREEK PROJECT FLOODWAY, ITS LEVEES & WITHIN 10 FEET LANDWARD OF THE LANDSIDE LEVEE TOES PER SECTION 8710 OF THE CALIFORNIA WATER CODE. USC & GS BRONZE DISK STAMPED (T17 155.824 FEET 1919) (BUTTE COUNTY BENCH MARK /297) LOCATED AT THE SOUTH ENTRANCE TO THE BUILDING FORMERLY OCCUPIED BY THE BANK OF DURHAM ON TOP OF A CONCRETE BASE, WHICH IS THE SAME AS NATIONAL GEODETIC VERTICAL DATUM OF 1929(PER U.S.G.S. OFFICE, SAN FRANCISCO, CALIF. 415 -853 -8300 -RESEARCH) WAS USED FOR VERTICAL DATA ON THIS MAP. QgOfESSiDA._ .� G. ffiy¢ pi� f� t Na 27807 4�OF CALQ ROBERT G. AGEE JR. RCE 27647 EXP. 3/31/02 ADDITIONAL INFORMATIONAL SHEET SUBDIVISION MAP OF THE DOMON SUBDIVISION FARM ALLOTMENT 64. SUBDIVISIONAL PLAN OF THE DURHAM STATE LAND SETTLEMENT. BOOK B OF MAPS. PACE 23 & LOT 7 OF THE REVISED ACKERMAN FIRST SUBD.. BOOK 2 OF MAPS. PACE 193 A PORTION OF SECTION 17. T. 21 N.. R. 2 E...M.D.M. BUTTE COUNTY. CALIFORNIA SIERRA IFEST SURVEYING ' ru.'onc�. cun�u <MoX+Tam - . REHS SITE PLAN REVIEW APPLICATION Date: AP# Permit Number (if applicable) Bin Number �PPLIC�flNT INS®R1l��TI®N l Parcel Size: Owners Name: Owners Address: Telephone No.: Site Address: Proposed Use: Residential PNew Single Family Residential ❑ Single Family Addition ❑ Single Family Remodel ❑ Mobile Home ❑ Residential Accessory (Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other eptic f Agricultural Exempt Building ❑ Other: Brief Explanation/Issue: E;s"1'x c AUG 2006 ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well ❑ Agricultural Buffer Form DEVELOPMENT SERVICES 17VFORMAT'ION (For Staff Use Zone: * '10 GP: Afi qq Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval ❑ �'Resolved By Cpn.& Date VL3 LQ% 1 2006 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Williamson Act Miriimum Acreage: ❑ Residence can be built per contract ❑ Watershed Protection Overlay Zone ❑ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: o Flood Zone: e Flood Panel No.: Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan ❑ Chapman/Mulberry ❑ Cohasset Area Use Requires: ❑ Use Permit ❑ Variance ❑ Agricultural Worker Affidavit ❑ Administrative Permit ❑ Minor Use Permit ❑ Minor Variance Zoning: A- -b General Plan: ©P -C, . Applicable Building Setbacks: ❑ Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: Ea 2006 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front o261 Side Q .1 Side Street Rear Height /`j ' Waterway N/A N/A N/A ❑ Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: Ea 2006 Parcel Created By: Deeds: Date of Creation: -Legal Access Provided: Deed of Reference: LegalAccess Required Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:[] No ❑ Yes Comments: ❑ No ❑ Yes ❑ No ❑ Yes ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Deed of Creation ❑ 'Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Subdivision MM/Parcel Map: �j-✓t ovt � 1. Map Date of Recording: Lot: Book: Page: l t 3 2006 �-- • •�� " 484.13' /'• 4°—_.— ...--------� kh ' 10'.F'l1EsLtQ SERVICE EASEMENT z. i _ - NORTH IN CONTOUR 80 _ I lr N 40 v � FLOOD Q4-�` _, ,.�• �— --• ' I 100' YVELL / SETBACK LINE 3 GARAGF. us— Z HOUSE 4(V P.S.D,E 100 SEPTIC FREE / ¢OTD ev wOOe 215'—O" EXISTING SOLID— SET SPRINKLER LINES — TO BE REMOVED DOTTED LINES) 40' P.5.D.E. PLnT ;=t SCALE: 1'- 40-0— i s AUTOMATIC FIRE 5UPPRP SPRINKLER SYSTEM SHA INSTALLED IN ACCORDA NATIONAL FIRE PROTEC' A950CIATION 5TANDARI INSTALLATION OF SPRINN ADDRE55: 9436 c DURHA PHONE: (530) : 51TE LOCATION: LOT 4, DURHA --- CONTACT NAME: KURT J PHONE: (530) jFUTURE ` 20' X 40' PROP05�D NOTE: LOWEST FLOOR - R51D11G_ELEVATION SHALL BE LOCATED —A MINIMUM OF ONE FOOT ABOVE--------� FINISHED ` THE BASE FLOOD ELEVATION. FLOOR + t t 81.0' 1.� 125'—q LOT A .1 O ACRES SEPTIC $ LEACH FIELD AS PER BUTTE COUNTY HEALTH DEPARTMENT REQUIREMENTS. PROPOSED 31' X 34' SOLAR PANEL FIELD 100' WELL S,=TBACK LINE PLANNING DIVISION - BUILDING PLAN, Use: l GL Date: vatq� II( I WALK Parking:______„a Lendscaping:.___._.w I. EXISTING SOLID— Other. Signature: SET SPRINKLER LINES'— TO BE REMOVED 4G SOLID— / DOTTED LINES) WINKLER --- --- A • TO REMAIN W LINES) i us— Z HOUSE 4(V P.S.D,E 100 SEPTIC FREE / ¢OTD ev wOOe 215'—O" EXISTING SOLID— SET SPRINKLER LINES — TO BE REMOVED DOTTED LINES) 40' P.5.D.E. PLnT ;=t SCALE: 1'- 40-0— i s AUTOMATIC FIRE 5UPPRP SPRINKLER SYSTEM SHA INSTALLED IN ACCORDA NATIONAL FIRE PROTEC' A950CIATION 5TANDARI INSTALLATION OF SPRINN ADDRE55: 9436 c DURHA PHONE: (530) : 51TE LOCATION: LOT 4, DURHA --- CONTACT NAME: KURT J PHONE: (530) jFUTURE ` 20' X 40' PROP05�D NOTE: LOWEST FLOOR - R51D11G_ELEVATION SHALL BE LOCATED —A MINIMUM OF ONE FOOT ABOVE--------� FINISHED ` THE BASE FLOOD ELEVATION. FLOOR + t t 81.0' 1.� 125'—q LOT A .1 O ACRES SEPTIC $ LEACH FIELD AS PER BUTTE COUNTY HEALTH DEPARTMENT REQUIREMENTS. PROPOSED 31' X 34' SOLAR PANEL FIELD 100' WELL S,=TBACK LINE PLANNING DIVISION - BUILDING PLAN, Use: l GL Date: vatq� t Parking:______„a Lendscaping:.___._.w _ Other. Signature: t District Identification No. Aj'fLm School District certifies that If J 0 -d* -10 01 d I - �/ (Applicant) 441t &V -19-31L (Street Address) (Phone Number) (City) (State) (Zip Code) G has complied with the requirements of Resolution No. � by payment of $ representing (�O square feet. B 2926 $ ULL MITIGATION $ `School District Representative Date Paid by Check # Remarks: lrotld: You may protest the Imposition of the fees Identified above by submitting a written protest.to the District, In comptlanee with Government Code Section 66020(a), within 90 days from the data fees are paid. Fatiure to submit a timely written protest will prohibit you from challenging the Imposition of the face In any col rt action. If. subsequent to the School District Representative signing tide Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project Is being revtewed under the Cal coma Environmental Quality Act (CEPA). this pro)ect may be subject to additional school Maes to frilly m1ligab Its I an the school dbtrleCs eehods. White (school district), Yellow (building department), Pink (applicant). feeformids (3M5Wnm BUTTE COUNTY SCHOOLS IMPACT -FEE CERTIFICATION FORM is (One form per Building) , t School District Il ur�� ' Building Departmo, t 0 2� A.P. Number_r - ��3 Jurisdiction: .r City County Property Owner l whson' . Property Location/Address b. IN r (I m A Subdivision Lot No. Residential Development Q . Q Q € Sq. Footage No of Living Mobile Home Addition/ Supplemental to (Group. R) Units Installation Conversion Permit # . *(No foundation inspection) :........................................................................................ Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) Commercial/Industrial 0 0 Sq. Footage New Addition (Including'Exterior Roofed Areas) 7—y -Oro Building Dep rtment Represen pt1Le . Date District Identification No. Aj'fLm School District certifies that If J 0 -d* -10 01 d I - �/ (Applicant) 441t &V -19-31L (Street Address) (Phone Number) (City) (State) (Zip Code) G has complied with the requirements of Resolution No. � by payment of $ representing (�O square feet. B 2926 $ ULL MITIGATION $ `School District Representative Date Paid by Check # Remarks: lrotld: You may protest the Imposition of the fees Identified above by submitting a written protest.to the District, In comptlanee with Government Code Section 66020(a), within 90 days from the data fees are paid. Fatiure to submit a timely written protest will prohibit you from challenging the Imposition of the face In any col rt action. If. subsequent to the School District Representative signing tide Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project Is being revtewed under the Cal coma Environmental Quality Act (CEPA). this pro)ect may be subject to additional school Maes to frilly m1ligab Its I an the school dbtrleCs eehods. White (school district), Yellow (building department), Pink (applicant). feeformids (3M5Wnm BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM 0 FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) ❑ CHICO AREA RECREATION AND PARK DISTRICT (CARD) ARADISE RECREATION AND PARK DISTRICT (PRPD) DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) T uO-100 ` 0? �J Building Permit Number ( � Property Owner (s Project Location /Address Subdivision Name Assessable Sq. Ftge Typ f Residential Development (check one) New Development Single Family -Detached Single Family -Attached Alteration/Addition(s) Mobile home Demo Permit (date issued Comments: Non -Residential to Residential Mobile home replacement ` Multi -Family Dwelling verified by Assessor Department verified by Building Department 0 FRRPD 0 CARD ❑ PRPD 1 RPD certifies that: V.uv-+ .o)ohh.son 5 0)9q�J-193y Applicant Name Phone Number 13r u n sw i c y- L'�I . b�kV h(kW7 C - c15 93g Mailing Address City State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: Remarks: Dwelling Units @ $ per unit for a total of $ D5 Square Feet @ $ per sq foot for a total of $ `7 1� Paid by Check No: Paid by Cash: Recreation and Park District Representative UFORMSMILDING FORMS\park-rec standard form rev Ldoc Receipt No: '2-(,7?l(0 5 Date BUTTE COUNTY .a DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 10000 BRUNSWICK LN Owner: Permit No: B06-2639 APN: 040-100-073 JOHNSON, KURT & GUADALU Permit type: MISCELLANEOUS 9436 CORBETT CT Issued Date: 4/24/2007 By GLB Subtype: Fire Suppression DURHAM, CA 95938 Expiration Date: 4/23/2008 Description: FIRE SPRINKLERS (FOR BP06-182' (530) 894-1934 Occupancy: Zoning: Contractor Applicant: Square Footage: SQUYRES WILLIAM F JR SQUYRES WILLIAM F JR Building Garage Remdl/Addn P0BOX 3176 P0BOX 3176 ' CHICO, CA 95927 CHICO, CA 95927 Other Porch/Patio Total (530) 345-1012 (530) 345-1012 FEE INFORMATION ' Fire Protection Engineer $219.96 LICENSED CONTRACTOR'S DECLARATION Contractor (Name) State Contractors License No. / Class / Expires SQUYRES WILLIAM F JR 275206 / C16 / 10/31/2007 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. Xj — 4/24/2007 Contractor's Signature Date I WORKERS' COMPENSATION -DECLARATION I I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My Workers' Compensation insurance carrier and policy number are; Carrier: Policy Number: Exp. Date: (This section need not be competed if the permit is or one hundred dollars ($100) or ess. ISI I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. --I X T�z 4/24/2007 Signature Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for the performance of the work for which this permit is issued. (3097 civ. code) Lender's Address City State Zip Total Charged: $219.96 Fees Paid: Balance Due: $0.00 Receipt No: OWNER / BUILDER DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors License Law [Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: —]1, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of the property, who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proof that he or she did not build or improve for the purpose of sale.). ❑I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: The Contractors License Law dows not apply to an owner of the property who builds or improves' thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors License Law.). I AM EXEMPT under Section B. & P.C. for this reason: If 4/24/2007 Owner's Signature Date I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and Slate laws relating to building construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte County to enter the above mentioned property for inspection purposes. I hereby certify that I am the property own or am authorized to act on the property owners behalf. r'1�� 3atJ-1>00 c 00&Z&S 4/24/2007 Owner ❑ Contractor OR. ElAgent for Owner Agent for Contractor FILE COPY BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PER&flT APPLICATION AND SUBMITTAL REQUIREMENTS OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OFAPPLICA TION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" OWNER INFORMATION Last Name A V%v%irst Nprye Mailing Address City State Zip Phone g&%g 1� '1 Fax • E-mail APPLICANT SIGNATURE X rop For office use only: CONTRACTOR Name r Address box City Na State In Zip Phone Fax E-mail Date Approved: Lic. #2-752m Class APPLICANT SIGNATURE X rop For office use only: ARCHITECT/ENGINEER Name QS oaftrnffif Address SRA I Yes City Occ. State Zip Phone Page Fax E-mail Date Approved: State License Number APPLICANT SIGNATURE X rop For office use only: APPLICANT INFORMATION - NameSamt QS oaftrnffif Address SRA I Yes City Occ. State Zip Phone Page Fax E-mail Date Approved: APPLICANT SIGNATURE X rop For office use only: Zoning Property Address Flood Zone Cross Street SRA I Yes No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: PERMIT NOS�.''^^ O W� W BIN # PROJECT LOCATION AP# V loo` Property Address City Cross Street WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certifilcate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address Description or Scope of Work: For E06-1%qT7 Sq FT- Living Garage Open Cov O Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications• for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received by:.('j. Amount: Bldg SRA Receipt #: eb m Sheriff WK* % SMIP Date: I —13-0W Other 2A9 Ca Total G f BUTTE COUNTY RECEIPT_ 7 County Center Drive Oroville, CA 95965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Receipt Number: B832 Permit Number: B06-2639 Job Address: 0 BRUNSWICK LN Contractor: SQUYRES WILLIAM F JR P O BOX 3176 CHICO, CA 95927 Fee Description Account Number Printed: 11/13/2006 1:57 am Fee Amount Fire Protection Engineer 0010-440001-4210500-1010 $219.96 Total Fees Paid: Date Paid: 11/13/2006 Paid By: SQUYRES, WILLIAM F JR Pay Method: Check 666 Received By: KCG $219.96 i11L11V1V11,J: 1��JlUt�N'1'1t�L riKr� JrK11Vl�LLK t-IYUKHlJL1l:J 4.4 - SU}�1�11'1"1'HL. ENGINEER, : William ,F. Squyres, Jr. (530) 345-1012. 512 Sq Ft ADDRESS : P.O. Box 3176, Chico, CA 95927. Date: -..11-08-2006 File: C:\RESDEN44\KJOHNSON.RES Gpm/Sq �leujiOM Ft q .051 JOB Residential 2 heads flowing R� RES p 27.2 SOURCE I STATIC 50.0 Psi RESIDUAL 40.0 Psi FLOW 35 Gpm DESIGN I SPRINKLER MANUF : Reliable MODEL Gpm RFC43 SPRINKLER Q 13.0 Gpm VALVE P s i .0 Psi .0 SPRINKLER P 9.1 Psi METER Psi .0 Psi NIDE ELEVATION K- PRESSURE DISCHARGE Psi by NO. ----------------------------------------------------------- Feet FACTOR Psi Gpm 34119 Fremont Bl, Suite 609 1 11.0 4.3 9.1 13.0 (800) 845-9819 2 11.0 4.3 10.8 14.2 3 11.0 11.9 4 11.0 16.6 5 11.0 21.6 6 11.0 25.8 7 11.0 _27.0 8 3.0 31.6 5.0 DOME 9 1.0 SOURCE 32.7 32.2 SPRINKLERS FLOWING AREA ,PER SPRINKLER TOTAL,DESIGN AREA MIN SPRINKLER FLOW REQUIRED DENSITY COMPUTED DENSITY TOTAL SPRINKLER FLOW TOTAL DOMESTIC FLOW TOTAL WATER REQUIRED TOTAL SPRINKLER PRESS WATER METER LOSS VALVE FIXED LOSS SUPPLY PRESS AVAILABLE DEMAND PRESS REQUIRED PRESSURE CUSHION MAXIMUM VELOCITY rage 1 2 256 Sq Ft 512 Sq Ft 13 Gpm Co�T .051 Gpm/Sq �leujiOM Ft q .051 Gpm/Sq Ft R� RES p 27.2 Gpm Fire P t n T 5 GpmCont 19 L'ec. No. 2" c 6 C-16 r 32.2 Gpm 32.7 P s i Of CAS-��U .0 Psi .0 Psi Copyright(2004) 41.5 Psi by 32.7 Psi Hydronics Engineering 8.7 Psi 34119 Fremont Bl, Suite 609 Fremont, Ca., 94555 9.1 F/S (800) 845-9819 BUTTE COUNTY �UTTE �01•* DEVELOPMENT �� Nov t 3.2006 BUILDfN( :` r. • D I IS SERVICES AP'Ppol} (� ! 111 L/L\V [V1V✓ L\L'✓1L/L'�1V11C1.L L11�li ✓LL\11V 1\L L'l\ 111 L1\tyUL1�,✓ 1 `1 �' JU171"1111tyL. L'ayc L ENGINEERS : William :F. Squyres, Jr. (530) 345-1012. ADDRESS : P.O. Box 3176, Chico, CA 95927. Date:. 11-08-2006 File: C:\RESDEN44\KJOHNSON.RES JOB : Residential 2 heads flowing PIPE BEG FLOW K -FACTOR LENGTH C -FACTOR PRESSURE NO. Gpm FITTING TYPE FTG FR- LOSS Psi --------------------------------------------------- END DIAMETER TOTAL (Psi/Ft) =----=---------------------- 1 q= 13.0 K= 4.3 L= 11.0 Pt 9.1 Pt 9.1 1 Q= 13.0 F= L F= 7.0 C= 150 . Pe .0 Pv -.3 Vel= 6.9 D= .874 TL= 18.0 .0943 Pf 1.7 Pn 8.8 --------------------------------------------- 2 Pt 10.8 2 q= 14.2 K= 4.3 L= ----------------------------- 7.5 Pt 10.8 Pt 10.8 2 Q= 27.2 F= R F= 1.0 C= 150 Pe .0 Pv -.6 Vel= 9.1, D= 1.101 TL= 8.5 .1198 Pf 1.0 Pn 10.3 -------------------------------------------------------------------------- 3 Pt 11. 9. 3 q= .0 K= .0 L= 29.0 Pt 11.9 Pt 11.9 3 Q= 27.2 F= B5R F= 10.0 C= 150 Pe .0 Pv -.6 Vel= 9.1 . D= 1.101 TL= 39.0 .1198 Pf 4.7 Pn 11.3 -------------------------------------------------------------------------- 4 Pt 16.6 4 q= .0 K= .0 L= 36.0 Pt 16.6 Pt 16.6 4 Q= 27.2 F= 6R F= 6.0 C= 150 Pe .0 Pv -.6 Vel= 9.1� D= 1.101 TL= 42.0 .1198 Pf 5.0 Pn 16.0 -------------------------------------------------------------------------- 5 Pt 21.6 . 5 q= .0 K= .0 L= 28.0 Pt. 21.6 Pt 21.6 5 Q= 27.2 F= 7R F= 7.0 C= 150 Pe .0 Pv -.6 Vel= 9.1 D= 1.101 TL= 35.0 '.1198 Pf 4.2 Pn 21.1 -------------------------------------------------------------------------- 6 Pt 25.8 6 q= .0 K= .0 L= 17.5 Pt 25.8 Pt 25.8 6 Q= 27.2 F= 2EL F= 12.0 C= 150 Pe .0 Pv -.2 Vel= 5.7 D= 1.394 TL= 29.5 .038 Pf 1.1 Pn 25.6 7 Pt 27.0 1 -------------------------------------------------------------------------- 7 q= .0 K= .0 L= 8.0 Pt 27.0 Pt 27.0 7 Q= 27.2 F= 4RSL F= 22.0 C= 150 Pe 3.5 Pv -.2 Vel= 5.7 D= 1.394 TL= 30.0 .038 Pf 1.1 Pn 26.7 8 Pt 31.6 8 q= 5.0 DOME L= 30.0 Pt 31.6 Pt 31.6 8 Q= 32.2 F= F= .0 C= 150 Pe .9 Pv -.1 Vel= 3.3 D= 2.003 TL= 30.0 .0089 Pf .3 Pn 31.5 -------------------------------------------------------------------------- 9 Pt 32.7 -------------------------------------------------------------------------- Meter = .0 9 -------------------------------------------------------------------------- Q= 32.2 <<< SOURCE >>> Pt 32.7 E=>45-Elb L=>90-Elb B=>TeeBch R=>TeeRun C=>CouPlg S=>SwgChk G=>GatVly 1'11L-0-Mll,a: 11,V :)1L)L111'1tiL L 11 1:, behI1V1-LL' K 171111ttiU1,1l.J 9 . L - JUbill l'1"1'1,L. ENGINEERS-: William F. Squyres, Jr. (530) 345-1012. ADDRESS P.O. Box 3176, Chico, CA 95927. DATE 11-08-2006 FILE : C:\RESDEN44\KJOHNSON.RES JOB Residential 2 heads flowing PSI FIRE SPRINKLER HYDRAULIC GRAPH 10" 9 8 7 6 5 4 3 2 1 u 0 0 0 0-- 0() 0- 0 0 0 0 10 15 20 25 Supply Curve Static : 50.0 Resid : 40.0 Flow : 35.0 30 35 40 45 50 FLOW - Gpm • • Demand Curve Avl Pr : 41.5 @ 32 Req Pr : 32.7 @ 32 Pr Cush: 8.7 Copyright: Hydronics Engineering, 2004. 34119 Fremont Bl, Suite 609, Fremont, CA. 94555. (800) 845-9819. Caution Read Carefully! Installation Instructions General Instructions 1. Do not pull on the deflector when moving Model RFC43 Sprinklers from the shipping carton. 2. Install sprinklers after ceiling is in place. 3. Never apply paint or any other coating to sprinkler or concealed sprinkler cover plate. 4. Do not install concealed sprinklers in ceilings which have positive pressure in the space above, and do not cover the cup vent holes. An open plenum space must be above the sprinkler cup. 5. Use a Model RFC Wrench, (Fig. 1) to install Nrinklers. Face of sprinkler fittin to ceiling is s". Ceiling hole diameter is 25e". 6. Final adjustment of each cover is made by hand turning the cover plate in the clockwise direction until it is tight against the ceiling. Approval Organizations Underwriters Laboratories Inc. ULI Listing Category: Residential Automatic Sprinklers . ULI Guide Number: VKKW The Model RFC43 is a UL Listed Residential Sprinkler and is intended for use in accordance with NFPA13 Paragraph 4-3.6 in residential portions of any occupancy, in one and two family dwellings and mobile homes, (NFPA-13D), and residential occupancies up to four stories in height (NFPA-13R). The letters "RFC43," temperature, K factor, and year are stamped on the deflector. Cover plate: 135°F (57°C) Sprinkler Temp. Rating: 165°F (74°C) Max. Pressure: 175 psig Max. Ceiling Temp.: 100°F (38°C) When in doubt as to ceiling temperature, measure with an accurate thermometer. Technical Data Required Discharge Nominal Distance to Sprinkler Orifice Size Factor Spacing In. (mm) Press. (ft.) '/2"(15) 4.3 12x12 %2"(15) 4.3 14x14 '/2"(15) 4.3 16x16 %2"(15) 4.3 18x18 '/i' (15) 4.3 20 x 20 Model RFC43 Flat Concealed Residential Sprinkler (SIN RA0612) Installation The Model RFC43 is to be installed in ceilings with a plenum space above, that does not have a positive pressure. In addition, inspect all sprinklers after installation to ensure that both the gap between the cover plate and ceiling and the (4) slots in the cup are open and free of any air flow impediment. After a 2% inch diameter hole is cut in the ceiling, the sprinkler is to be installed with the Model FC Wrench. When installing a sprinkler, the wrench is first positioned into the sprinkler/cup assembly and around the hexagonal body of the sprinkler frame. The Wrench must bottom out against the cup in order to ensure proper, safe installation. The sprinkler is then tightened into the pipe fitting. When inserting or removing the wrench from the sprinkler/cup assembly, care should be taken to prevent damage to the sprinkler. DO NOT WRENCH ON ANY OTHER PART OF THE SPRINKLER/CUP ASSEMBLY. MODEL RFC43 CONCEALED SPRINKLERS MUST BE INSTALLED ONLY WITH 135°F RATED COVERS. Model FC Wrench • Care must be taken to prevent grasping the deflector or pulling it downwards. Wrench should be fully inserted into sprinkler/cup assembly so that it fits over the entire hexagonal body of the frame, bottoming the wrench onto the cup. • When inserting or removing a wrench from a sprinkler/cup assembly, care should be taken to prevent damaging the operating parts of deflector. The sprinkler should only be tightened while the wrench is bottomed out in the cup, engaging the full length of the hexagonal body. Maximum Minimum Sprinkler Required Discharge Minimum Distance Distance to — - between Sprinkler wall (ft.) Flow Press. (n.) 6 12 7.8 8 7 13 9.1 8 8 13 9.1 8 9 18 17.5 8 10 21 23.8 8 The Reliable Automatic Sprinkler Co., Inc. 525 North MacQuesten Parkway, Mount Vernon, New York 10552 CA -141 Basic Principles of These areas must Solvent Cementingbe softened and penetrated The solvent cemented connection it) thermoplastic pipe and fittings is the last vital linl( in ;l plastic pine installation, It can mean the success or fdilUrt' of the system as a whole. Accordingly, it requires the ; saille professional C, If.(, �Illd attention Ill. -I[ ;Ile (Iivcl t / to 011ier coil1poncllts ul the Stent. — 'there are many SOIVCIII CClllenLirlg LeChlli(ILICS published covering step by step procedures on just how to Inake solvent cemented joints. I lowevei; we feel that if the basic principles involved are explained, known and understood, a betAc r understanding would be gained, as to what techniques are necessary to suit particular applications, temperature conditions, and variations in size and fits of pipe and fittings. Be aware at all tirnes of good safety practices. Solvent cements for pipe and fittings are flammable, so there should be no smoking I lot- olller SOUICCS of heat or flange in..worldng or storage areas. Be sure to work only in a well ventilated space and avoid unnecessary skin contact with all solvents. More detailed safety information is available from Harvel or IPS )Weld -Ort) Corporation. To consistently snake good joints, the following should be carefully understood. 1 The joining surfaces must be softened and made semifluid. 2 Sufficient cement must be applied to fill the gap between pipe and fitting. 3 Assembly of pipe and fittings must be made while the surfaces are still wet and fluid. 4 Joint strength develops as the cement dries. In the tight part of the joint the surfaces will tend to fuse together, in the loose part the cement will bond to both surfaces. When using Ihe ONfi SlIT cementing pro(ess, penetr'alion ar d softening r:an be achieved I:ry the Cemcnl itself (icwl ONF SrEI' cenlet liral procedures carelully; refer to installation instrrrrlions). ror (.Clain sizes, r.0 oder rerl7rin conditions, it pray be desirable to use the I WO S'I GI' process which utilizes.I prinrCi to ensure adequate softening. for example, when working in cold weather with large diameter pipe, more time oral additional applications may he required. Cement coatings of sufficient thickness Mole than srdli<ient cenrcnl to fill If e loose par 1 of the joint must be applied, flesides lilting the gap, adequate cement Dyers will penelale Ihe surlaces and also remain wet until Ihcjulnl Is assembled. Prove Ibis yotnself. Apply on 11 re top surface of a piece of pipe two separate layers of cei I lent. firstflow on a heavy layer of renu•nl, Men Mongsidc it a thin brrrshe<I out layer. lest nrC layers ever y 15 seconds ur so by a gentle tap with your finger. You will note that Ihe Min layer becomes tacky aril then dries guicl<ly (probably within 15 seconds( the heavy layer will cerosin wet much longer. Now check for penetration a few minutes after applying these layers. Scrape them with a knife. The thin layer will have achieved fill le or' no penelalion.'Ihe heavy one, much more penetration. Surfaces must be assembled while they are wet and soft If Il re (.(.melt coatings on the pipe and fillings are wet and fluid when assembly lakes place, they will tend to flow together and become one layer. Also, if the cement is wet the surfaces beneath them will still be soft, and these sorlened surfaces in the light. part of the joint will lend to fuse together. Surfaces Bot u rr icor As the solvent dissipates, the cement layer and the softened solaces will louden with a corresponding increase in joint strength. A good joint will take the required working pressure long before Mr, joint is fully dry and final slrenglh Is obtained. lr [he light (fused) part of the joint, strength will develop more quickly than in the looser (bonded) part of the joint. Information about the development of bond strength of solvent cel nente_djolt its Is avallabre. The QUALITYLine FOR SMALL PIPE POTTER VANEVSR-S.FG TYPE WATERFLOW ALARM The SWITCH Symbol of Protection WITH RETARD AND GLUE -IN UNION CUL, UL and CSFM Listed, CE Marked, NYMEA ACCEPTED Service Pressure: Up to 175 PSI (12,07 BAR) +„tr1G Minimum Flow Rate for Alarm: 8-10 GPM (30-38 LPM) US Patent No. 6,471,255 Stock No. 1113555 1113600 W/TSK Service Use: Automatic Sprinkler NFPA-13 One or two family dwelling NFPA-13D Residential occupancy up to four stories NFPA-13R National Fire Alarm Code NFPA-72 The Model VSR-SFG is a vane type waterflow switch forusc on wetsprinkler Systems using CPVC plastic fittings manufactured by Central Sprinkler Corp., Grinnell Sprinkler- Corp., Spears Manufacturing Co., and IFEX (Scepter) that use I", 1-1/4", 1-1/2" or 2" pipe sizes. It is equipped with a union to accommodate installation in confined spaces. The unit contains two single pole double throw sniip action switches and an adjustable, instantly recycling pneumatic retard. The switches are actuated when a flow of 8-10 gallons per minute (30-38 liters per minute) or more occurs downstream of the device. The flow condition must exist for a period of time necessary to overcome the selected retard period. INSTALLATION: These devices maybe mounted on horizontal or vertical pipe. On horizontal pipe they should be installed on the top side of the pipe where they will be accessible. The units should not be installed within 6" (15 cm) of a valve, drain or fitting which changes the direction of the waterflow. The unit has a I" male fitting for gluing into a CPVC plastic TEE. Loosen the union nut and separate the I" male fitting from the VSR-SFG. Glue the I" male fitting into the TEE following the TEE manufacturer's instructions for preparation and gluing of CPVC piping systems. (NOTE: The I" male fitting must bottom out on the stop of the TEE for proper Maximum Surge: 18 FPS (5,5 m/s) Enclosure: Die-cast, red powdercoat finish No. 1113555: Cover held in-place with tamper resistant screws No. 1113600 - Tamper: Cover incorporates micro -switch. Cover Tamper: Activated by cover removal. Cover Tamper Switch Contacts: One set SPDT, Rated at 250VAC. Cover Tamper Switch Terminations: 8” 22AWO wire leads. Contact Ratings: TWO sets of SPDT (Form C) 15.0 Amps at 125/250 VAC 2.0 Amps at 30 VDC Conduit Entrances: TWO knockouts provided for 1/2" conduit. Usage: Listed CPVC plastic piping systems manufactured by Central Sprinkler Corp., Grinnell Sprinkler Corp., Spears Manufactur- ing Co., and IPEX (Scepter). Fits pipe sizes - 1", 1-1/4", 1-1/2" and 2" Environmental Specifications: • Suitable for indoor or outdoor use with factory installed gasket and die-cast housing. • For NEMA 4/11`55 rated enclosure - use with appropriate conduit fitting and/or plugs. • Temperature range: 40° F to 120° F (4,5° C to 49° C) Caution: This device is not intended for applications in explosive envi- ronments. operation of the VSR-SFG. See Fig. I.) Wait 2 to 4 hours to allow the glue to dry before attaching the VSR-SFG to the I" male fitting. Select the proper paddle for the pipe size and type of TEE used. See Fig. 3 and Fig. 5 for instructions on how to change paddle. Verify that the o -ring is properly positioned in its groove. I land tighten the nut on the union aflerorienting the device in the appropriate direction Io detect waterflow as shown in Fig. 2. CAuTiON: Do not over -tighten the union nut, hand tighten onlyl The vane must not nib the inside of the TEE or bind in any way. The stem should move freely when operated by hand. INSPECTION ANDTESTING: Check theoperation oftheunit byopening the inspector's test valve at the end of the sprinkler line or the drain and test connection, if an inspector's test valve is not provided. If there are no provisions for testing the operation of the flow detection device on the system, application of the VSR-SFG is not recommended or advisable. The frequency of the inspection and testing and its associated protective monitoring system should be in accordance with the applicable NFPA Codes and Standards and/or authority having jurisdiction (manufacturer recommends quarterly or more frequently). Poncr Electric Signal Company • 2081 Craig Road, St. Louis, MO, 63 146-4 16 1 • Phonc: 800-325-3936/Canada 888-882-1833 • www.poilcrsignal.com PRINTED IN USA MKT. ti88()0()()9 - REV P MFG. N5401062 - 11/05 PAGE 1 OF 2 INSTALLATION AND MAINTENANCE INSTRUCTIONS SSM and SSV BELL Series tBpaclficatlons SSM Series: Voltage: Operating Voltage Limit Maximum Current: Operating Temperature: SSV Series: Voltage: Operating Voltage Limit: Maximum Current: Operating Temperature: 24 VDC SSM SSM24-6 SSM24-8 SSM24-10 120 VAC SSV SSV 120-6 SSV 120-8 SSV120-10 P - Polarized S = Suppressed (6", 24 VDC, P, S) (8", 24 VDC, P, S) (10", 24 VDC, P, S) (6", 120 VAC) (8", 120 VAC) (10", 120 VAC) Regulated 24 VDC 16 - 33 VDC DC - 31.1 n1A/FWR - 53.5mA -31° to 150°F (-350 to +66°C) Regulated 120 VAC 96 - 132 VAC 53mA -310 to 150°F (-350 to -1-660C) UL Reverberant Room Sound Output per UL 464 (d13A) 82 80 81 85 82 82 Important Please Read Carefully and Save This instruction manual contains important information about the installation and operation of bells. Purchasers who install bells for use by others must leave this manual or a copy of it will, the user. System Sensor supplies bells for nearly all sprinkler/Fire alarm/hurglar applications. These insh-llclions apply to all System Sensor hells in the series. Read all instructions carefully before beginning. Follow only those instructions that apply to the model you are installing. CAUTION Do not use in potenlially explosive atmospheres. no not leave any unused wires exposed. D770 -II -00 SYS TE SE1M SOR 3825 Ohlo Avenue, St. Charles, 1111no1s 60174 1.800-SENSOR2, FAX: 630.377-6495 www.systemsensor.com NOTE: All SSM Series DC bells were only tested at the - 16-33 Volt-DC/FWR limits. All SSV Series AC bells were only rested at the 96-132 Voll AC limits. This does not include the 80% low-end or 110% high-end voltage limits. General Description The National Fire Proleclion Association has published codes, standards, and recommended practices for the installation and use of the above appliances. II is recom- mended ilim the installer be familiar with these require- ments, with local codes, and any special requirements of the authority having jurisdiction. These hells are intended to he connected to alarm indicat- ing circuits of UL listed fire alarm control panels. The SSM series is polarized to enahle supervision of the installation wiring. The SSM bells require 24 VDC and the SSV hells require 120 VAC. 156-0674-00811 36 To WLC 10 INCORPORATED CORONA. CA - (BOB) 737.5588 FIG. 23 HANGER FOR C.P.V.C. PLASTIC PIPE DOUBLE FASTENER STRAP TYPE Size Range - 3/4" thru 2" C.P.V.C. pipe. Material -Carbon Steel with galvanized finish G-90 govt spec Function- The Fig. 23 and Fig. 24 are intended to perform as a hanger/restrainer to support only C.P.V.C. piping used in automatic fire sprinkler systems. Fig. 23 and Fig. 24 can be installed on the top or on the bottom of a beam. The Fig. 23 can also be installed on the side of a beam. The Fig. 23 and Fig. 24 can also function as a restrainer to prevent the upward movement of the sprinkler head during activation. Approvals - Underwriters' Laboratories listed to support fire sprinkler piping. Meets and exceeds the requirements of N.F.P.A. 13,13R, and 13D. Features - The Fig. 23 and Fig. 24 incorporate features which protect the pipe and ease installation. The flared edge design FIG. 24 HANGER FOR C.P.V.C. PLASTIC PIPE DOUBLE FASTENER STRAP TYPE — SIDE MOUNT protects the C.P.V.C. pipe from any rough surface. The Fig. 23 design incorporates snap retainers allowing easier and faster installation. The Fig. 23 and Fig. 24 are easily attached to the building struc- ture using the Iwo hex head self threading screws' furnished with the product. It is recommended that rechargeable electric drills fitted with a hex socket attachment be used as Installation tools. No impact tools (such as a hammer) or impact fasteners (such as drive screws or nails) are allowed. Damage has been known to result from Installations using impact type tools. No pre drilling of a pilot hole in wood is required. Order By - Figure number and C.P.V.C. pipe size. Patents Pending '-Hardened hex head self threading screw is furnished with the product and is the minimum fastener size acceptable. C.P.V.C. A Q C MAX. HANGER FASTENER APPROX. PIPE SIZE FIG. 23 FIG. 24 FIG. 23 FIG. 24 - _FIG. 23 FIG. 24 SPACING I IEX MEAD WEIGHT(F7'.�_ SIZE PER 100 Fig.3/j 16 �1`1� 15( 3/16 5/16 9 a %g 2i�/$� 1 12. / �'. / ��1 ' 1�31i'6 }1 �, t / . bv' �r3'/16'M } 45Y1/2 �ri�6 aa�;,?+ fcg��'sE}�� 1-1 4 4-3/16 3 2 3 32 1-1�2 2rFl/32 'i�15/5�y�yl:!3 1-3/16 1-3/16 jl�, 1s3/16e to�7`fMki�);',a 6-1/2 5/16 11 iJr4i5t/1'�t. 2 4-7/8 3 11/16 2_7/16 1-27/32 1_3/16 1_3[16 _ _8 5/16 ]5 fC V IJCU 3/ J4 \Nate S,.P� i .(''1!�. 1; ) I I n • I' I'1_UG I 11 r II'.I. 7 111' 1' PLUU ' I •�• •I�• I�II'�I• � � - I�; I•II' I� •h III' I I� �_ n t:II:Uvw QUICK Galvanized TankS -76 psi Max Wkq Pressure_ Capacity T _ Drawdown� Dimension 1/11. Order Model Gallons Gallons (a 30.50 Die x Ht.' LES. No. 42 Tali 42 , 4.3 16 x 48 72 V42GT I'42 Short 42 4.3 20 x 32 74 V42GS 82 82 8.4 20 x 60 1'4 V82G 120 West 120 12.2 24 x60 161 V 120G 220 West 220 22.4 30 x 78 303 V220G 1315 West 315 32.1 36 x 80 4' 6 V315G N� 80 VSQW 480 49 42 x 87 6410 V480G 11525 Combo 525 53.6 36 x 128 685 V525G 900 Combo goo 91.8 42 x 159 1040 V90OG AM.s..• c we ....a nnn n,ii— }.A,4.1. :.•.,... �.. �ti )....:.x..1..1 ,...� .._....__i ...._..._.�_.. eu ...U,...... .._.. ......:...i ._�.. 02zovw 6 3i,15vw G 17 f BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BP060559 B. C. Building PermitOl-16-04 pg 1 LICENSED CONTRACTORS 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 Issued Date: 05/02/2006 APN: 040-100-073-000 the Business and Professions Code, and my license is in full force and effect. Site Address: j� �nunsW(c� Derham, ��, License Class : License Number: Map Index: Date: Contractor: Description: ELECTRICAL POWER FOR WELL & FUTURE OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the LOT DEV Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a Owner: JOHNSON, KURT signed statement that he or she is licensed pursuant to the provisions of 9436 CORBETT CT the Contractor's State License Law (Chapter 9 commencing with Section DURHAM, CA 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any 95938 violation of Section 7031.5 by any applicant for a permit subjects the (530)894-1934 applicant to a civil penalty of not more than five hundred dollars ($500).): MplI, 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 (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an Applicant: JOHNSON, KURT owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, 9436 CORBETT CT provided that such improvements are not intended or offered for DURHAM, CA sale. If however, the building or improvements are sold within one 95938 year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of (530)894-1934 sale.). ❑ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, Contractor: and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ❑ I am Exempt under Article 3 of t usines d Professions Code 2 O6 Date: Owner: WORKERS' COM ENSA N DECLARATION I hereby affirm under penalty of perj one of the following declarations: License #: ❑ 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. Architect: ❑ I have and will maintain workers' compensation insurance, as Engineer: g required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: Total Square Ft: 0 S. F. Policy #: Valuation: $0.00 ❑ I certify that in the performance of the work for which this permit is Census Code: issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, O p and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. lT it Date: Applicant: WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY This permit is hereby issued under the applicable provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency for the Res lu ions to do work in icated above for which fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) K r1_o r., Name: By: Date: ✓- L ui 5-.2 O Address: PERMIT EXPIRES ON: / Date ❑ I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official for o document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purpos Print Name: (\ U r- I ly (4 11 6%, Signature: Date: �Ar6 6 LYOwner ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor B. C. Building PermitOl-16-04 pg 1 BUTTE COUNTY PERMIT DEPARTMENT OF DEVELOPMENT SERVICES NO. BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 - CHICO: (530) 891-2834 BP OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICATION BIN 9 Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY`* OWNER INFORMATION Last Name -T� 1_ K f Firsl N mer T Address 0-Y (e—H C,14 - City �UV Slate Zip Phone 5.3 J 8 y� _ 1 3 Fax E-mail APPLICANT INFORMATION CONTRACTOR Name City Address Zip City Fax State Zip Phone '` Name - Fax E-mail Lic. # Class APPLICANT INFORMATION ARCHITECT/ENGINEER Name . City Address Zip City Fax State Zip Phone Name - Fax E-mail State License Number APPLICANT INFORMATION Name lK pv Z - Address City State Zip Phone Fax E-mail APPLICANT SIGNATURE X A, VER F SUBMITTAL REQUIREMENTS For office only: Zoning Flood Zone SRA Yes No Occ. Type Const. ' Subdivision Name �6/-a 'Map Book Page Lo # z- qv A nne ate Approved- . JT'2• L-1 PROJECT LOCATION AP# p /vo - 0'73 Propert Address /j Cross Street // �7ZV, e, g-4 WORKER'S COMPENSATION - Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name - Address VER F SUBMITTAL REQUIREMENTS For office only: Zoning Flood Zone SRA Yes No Occ. Type Const. ' Subdivision Name �6/-a 'Map Book Page Lo # z- qv A nne ate Approved- . JT'2• L-1 PROJECT LOCATION AP# p /vo - 0'73 Propert Address /j Cross Street // �7ZV, e, g-4 WORKER'S COMPENSATION - Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name - Address ,, 0 /I Description or Scope of Work: ,, O b D JV4 2 1611(XGt/ Sq FT- LivingD Garage Open ov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received by: K C' Amount: 55PO Bldg SRA Receipt #: qqq5z16 Sheriff SMIP Date: 3`10- OG Other 5E Total SUBMITTAL & PERMIT REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. ❑ 1. ❑ 2. ❑ 3. ❑ 4. ❑ 5. ❑ 6. ❑ 7. 9. 10. 11. 12. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets.of stamped and signed calculations. Engineered truss details and layouts in duplicate (if required). No faxes! Energy compliance design and supporting documentation in duplicate. Statement of Intent for Non -heated and AIC for Non -Residential Buildings. Manufactured homes: (A) Installation manual, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate Metal bidgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). Site plan and business license approval from the City of Biggs. Letter of intent for non-residential buildings. Building Permit Application Without Required Clearances Form Hazardous Material Form (for Commercial Buildings only). Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning review.'(May require additional plan review upon receipt of the following items.) ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Legal description from current recorded grant deed, ❑ Copy of M.H. Title, Title transfer, or MCO. ❑ 12. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, please contact a Permit Assistant at (530) 538-7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION K WORMS\BUILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 8-12-05 COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA .95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: ll h nS(on' A sure 104- beE R 04n - Ion -073 Proposed Building Use: E Jri ull .JLrU I "' VVe I (� Permit Technician: Date: -3 -in -OG) Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 3. Engineered. plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4. Engineered truss details and layouts in duplicate. No faxes! ❑ 5. Letter from Engineer or Architect for truss design review. ❑ 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Hazardous Material Form ❑ 12. Acknowledgement of building permit application without required clearances. ❑ 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) ❑ 14. Sanitation and site plan approval from the Environmental Health De ment .n Chico ❑ Oroville, as applicable ❑ 15. Fire Sprinklers... bee.... 4. !��� P�''�.I ..... ❑ 16. Agricultural Buffer clr and site plan apr from the Ag Commissione Sent by ❑ 17. Soils Report and/or Engineered Foundation required ........................................... `❑� 18. Erosion Control Plan Required........................................................................ 19. Fees as shown on the attached Schedule of Fees Due Sheet ...................:.......... ❑ 20. City of Chico Plumbing permit ................................................... ................... ❑ 21. Site plan and business license approval from the City of Biggs .............................. 22. California Department of Forestry Ian approval ❑ paid. Sent by: 23. Planning approval for (A) Use: (B) Parking: (C) Parcel Check:$ ..."rte- ❑ 24. Contact Land Development about _ Improvements, _ Drainage ........................ ❑ 25. Fire Marshall Review (commercial projects only). Sent by: ...................... ❑ 26. NPDES Form.................................................................................""........ ❑ 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... ❑ .29. Worker's Compensation Carrier and Policy Number .......................................... ❑ 30. Owner -Builder Verification ( _ Given to owner, _Mailed to owner) ..................... ❑ 31. Letter of Signature authorization.................................................................... ❑ 32. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 33. Existing violations and/or expired permits......................................................... ❑ 34. Deed Restriction.......................................................................................... ❑ 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ......................... ❑ 36. Other: ❑ 37. Other: When issued Telephone (5)i9 q y * �Q ��htr and hold for pickup I have been informed of the above items and requirements for obtaining a building permit. `i1:.Gu/ i j Applicant: - Date:3 is GG 1. Index permit applicat} n for the, bove items numbered: Plan Check Letter 2. Additional items required �� Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: Date: Plans approved by: Date: Structural reviewed by: Date: Structural approved by: Date: Note transfer by: Date: Yellow: Building Division K/Building/Plan Check/Data Sheets/data sheet page 2 9.27.05 OWNER'S STATEMENT WE, DOMON BROTHERS, LP., A CALIFORNIA LIMITED PARTNERSHIP, AS OWNERS OF THE LAND SHOWN HEREON, DO HEREBY STATE THAT WE ARE THE ONLY PARTIES WHOSE CONSENT IS NECESSARY TO PASS CLEAR TITLE TO SAID LAND AND WE CONSENT TO THE PREPARATION AND RECORDATION OF THIS FINAL MAP. WE HEREBY OFFER FOR DEDICATION FOR SPECIFIC PURPOSES THE FOLLOWING: 1. GARDEN ROAD (30' WIDE) IS OFFERED FOR PUBLIC USE AS AN EASEMENT FOR PUBLIC SERVICES FACILITIES UNDER, UPON OR OVER SAID GARDEN ROAD. 2. A PUBLIC SERVICE EASEMENT UNDER, UPON, OR OVER BRUNSWICK LANE. AS SHOWN HEREON f M SMTP ALOA14 5CUA63W/CA 44Al AS SNOW" ME960N. 3. WE HEREBY RELEASE AND RELINQUISH TO THE COUNTY OF BUTTE ANY AND ALL ABUTTERS RIGHTS OF ACCESS ALONG THE ACKERMAN AVENUE FRONTAGE OF LOT 2 AS SHOWN HEREON. BRUNSWICK LANE. AS SHOWN HEREON, SHALL BE RESERVED IN DEEDS AS AN EASEMENT FOR INGRESS, EGRESS. STORM DRAINAGE AND PUBLIC SERVICE PURPOSES FOR THE BENEFIT OF THE OWNERS OF LOT 1 THRU 6, INCLUSIVE. THERE IS ALSO SHOWN HEREON, EASEMENTS FOR STORM DRAINAGE PURPOSES, DESIGNATED AND DELINEATED AS -PSOE' (PRIVATE STORM DRAINAGE EASEMENT) FOR THE INSTALLATION AND MAINTENANCE OF PRIVATE STORM DRAINAGE FACILITH;S. THE MAINTENANCE. REPAIR, AND/OR REPLACEMENT OF PRIVATE ROAD AND DRAINAGE FACILITIES SHALL BE THE SOLE RESPONSIBILITY OF THE LOT OWNERS BENEFITED, AS ESTABLISHED BY THE APPROPRIATE ROAD MAINTENANCE AGREEMENT RECORDED CONCURRENTLY HEREWITH. ' DOMON BROTHERS, L.P., A CALIFORNIA LIMITED PARTNERSHIP 1847 OROVILLE-CHICO HNT'., DURHAM, CA. 95938 PRTNERN 19. PARTNER CLERK OF THE BOARD OF SUPERVISORS' STATEMENT COUNTY Of �UTiIE ISTATE OFa�LIFOERK RN A� OFFOTHE HERBOARD OF SUP ON RViSORNOE THE EBY DAY OF �.]F�%_ 2000, THE BUTTE COUNTY BOARD OF SUPERVISORS OFFICIALLY APPROVED DOMON SUBDIVISION. THE OFFER OF DEDICATION SHOWN AS ITEM 1 IN THE OWNER'S STATEMENT HEREON IS ACCEPTED ON BEHALF OF THE COUNTY OF BUTTE IN FEE SIMPLE. THE OFFER OF DEDICATION SHOWN AS ITEM 2 IN THE OWNER'S STATEMENT HEREON IS ACCEPTED ON BEHALF OF THE PUBLIC FOR PUBLIC SERVICE PURPOSES. THE OFFER OF DEDICATION SHOWN AS ITEM 3 IN THE OWNER'S STATEMENT HEREON IS ACCEPTED ON BEHALF OF THE COUNTY OF BUTTE. SHOULD THE BOARD OF SUPERVISORS DETERMINE PURSUANT TO GOVERNMENT CODE SECTION 66477.5, THAT THE PUBLIC PURPOSE FOR WHICH SAID PROPERTY WAS DEDICATED IN FEE SIMPLE NO LONGER EXISTS, THE COUNTY OF BUTTE SHALL RECONVEY SAID PROPERTY AS SHOWN ON THE MAP, TO THE SUBDIVIDER WHOSE NAME AND ADDRESS ARE SHOWN IN THE OWNER'S STATEMENT ON THIS SHEET OR TO THE SUBDIVIDER'S SUCCESSORS IN INTEREST. CLERK OF THE BOARD OF SUPERVISORS DE TY • / / STATE OF CALIFORNIA COUNTY OF Bf}?jPli' LjANTA CLHOA — ON APRIL 2U , 20011, BEFORE ME i`NN6 C•C.o.Oli PERSONALLY APPEARED! (OR PROVED 6EOT26C ODMo TO BE THE PERSON(Q WHOSE TO ME ANE ON THE BASIS OF SATISFACTORY EVIDENCE (S) _Z SUBSCRIBED TO THE WITHIN INSTRUMENT AND ACKNOWLEDGED TO ME THAT 44C `f�E%ECUTED THE SAME IN O%S AUTHORIZED CAPACITY(" AND THAT BY 441% SIGNATURE(9) ON THE INSTRUMENT THE PERSON(S) OR THE ENTITY UPON BEHALF OF WHICH THE PERSON(9) ACTED, EXECUTED THE INSTRUMENT. sarrr2( CL.AR!• e. p1.• COUNTY NOTARY SIGNATURE NOV • 29I 2CO3 AJE C. Gaol: COMMISSION EXPIRES PRINTED NAME STATE OF CALIFORNIA COUNTY OF BUTTE ON , 200_, BEFORE ME PERSONALLY APPEARED PERSONALLY KNOWN TO ME (OR PROVED TO ME ON THE BASIS OF SATISFACTORY EVIDENCE) TO BE THE PERSON(S) WHOSE NAME(S)- SUBSCRIBED TO THE WITHIN INSTRUMENT AND ACKNOWLEDGED TO ME THAT _EXECUTED THE SAME IN AUTHORIZED CAPACITY(IES) AND THAT BY_ SIGNATURES) ON THE INSTRUMENT THE PERSON(S) OR THE ENTITY UPON BEHALF OF WHICH THE PERSON(S) ACTED, EXECUTED THE INSTRUMENT. COUNTY NOTARY SIGNATURE COMMISSION EXPIRES PRINTED NAME RECORDER'S CERTIFICATE FILED THISR_K DAY OF TOA'E ,200? . ATLI � M. IN BOOK OF SUBDWISION MAPS, AT PAGES St- 10 AT THE REOUEST OF SIERRA WEST SURVEYING. SERIAL NO. 1no0-oo 716By BUTTE COUNTY REC DER CANDACE J. GRUBBS BY DEPUTY - SURVEYOR'S STATEMENT THIS MAP WAS PREPARED BY ME OR UNDER MY DIRECTION AND IS BASED UPON A FIELD SURVEY IN CONFORMANCE WITH THE REQUIREMENTS OF THE SUBDIVISION MAP ACT AND LOCAL ORDINANCE AT THE REQUEST OF GEORGE DOMON ON APRIL 1999. 1 HEREBY STATE THAT THIS FINAL MAP SUBSTANTIALLY CONFORMS TO THE CONDITIONALLY APPROVED TENTATIVE MAP, THAT THE SURVEY IS TRUE AND COMPLETE AS SHOWN, AND THAT THE MONUMENTS SHOWN HEREON WILL BE SET IN THOSE POSITIONS ON OR BEFORE MAY I, 2003 AND ARE OF THE CHARACTER AND OCCUPY THE POSITIONS INDICATED AND ARE SUFFICIENT TO ENABLE THE SURVEY TO BE RETRACED. v��OC D ffo cy A� j�.A� G 0 Na 4010 • OBERT G. AGEE JR. If 0 LS4010 q, REGISTRATION EXPIRES 6-30-04 N,9rFOF CAUFOp2` COUNTY SURVEYOR'S STATEMENT I, STUART EDELL. DEPUTY COUNTY SURVEYOR OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DO HEREBY STATE THAT I HAVE EXAMINED THIS FINAL MAP, THAT IT IS SUBSTANTIALLY THE SAME AS APPEARED ON THE TENTATIVE MAP AND ANY APPROVED ALTERATIONS THEREOF, THAT ALL PROVISIONS OF THE SUBDIVISION MAP ACT OF THE STATE OF CALIFORNIA AND LOCAL ORDINANCES APPLICABLE AT THE TIME OF APPROVAL OF THE TENTATIVE MAP HAVE BEEN COMPLIED WITH AND I AM SATISFIED THAT THE MAP IS TECHNICALLY CORRECT. "— 10 zoo L STUART EDELL R.C.E. 29132 DATE: DEPUTY COUNTY SURVEYOR EXP. 3-31-03 OILS COUNTY OF BUTTE .o Y�Y T � g � No. 7913T' CTRL !` a cNLO SUBDIVISION MAP OF THE DOMON SUBDIVISION FARM ALLOTMENT 64, SUBDIVISIONAL PLAN OF THE DURHAM STATE LAND SETTLEMENT. BOOK B OF MAPS, PACE 23 & LOT 7 OF THE REVISED ACKERMAN FIRST SUBD., BOOK 2 OF MAPS, PACE 193 A PORTION OF SECTION 17, T. 21 N., R. 2 E., M.D.M. BUTTE COUNTY, CALIFORNIA SIERRA WEST SURVEYING MBUCK OWE DR. (530)877-6253 tSE, CALIFORNIA 95969 JANUARY, 2001 SHEET I OF 3 yeo!< /sy �-A6'E a N. O)1 N -I LS 3336 (RS) ,i Tl o h 60 108 M 50 -NT' ````_St F0. 3 1' O.I.P. 4 N31'E (R3) / S30'47'3S"W , D�+ISg� \•}. c5i N89.53'42-W(R5) �^ WEST (0.7) 1]24.75'(0.5) N21*08'30-E (1) ----- ---- 589'47'35"W(M) N21'01'07'E(C) --300.96' M 135.10'(C) SCALE: 1'-200' APN 40-10-I1 & 12 133.09'(01) APN 40-08-29 & 30 N1O'05'00"E (DI) 149'57'37"E(C) ---- --- IK--- AVF 468.23'(C.D1) 702.37 I4 423'1 t'30'W(DI) •T• 7`7 S23'OS'S7'W(C) / 1 � 134.59'(C,D1) 1 0 = ' 1 _1/ SIS•0g• 1� A .►1" u S1S'Or'Sj-W(01) LOT 1 %•� W /49.19'([p,(C) 10.88 AC f R=100 R=70 _ -Ion �=84'27'18^ A=84'27'18 m n L=147.40' L=103.18' 1 71 •• uao�47'aa^row SEE OEi AI L-'1?'`��rv^ � IG_Bd L=191 115.96'([) ! "•1i I An 0 NB'I0'E(R2) ! 1 _� 11 19/ 116.0'(112) i 1 y 11 LOT 3 ��ll 1111 11.14 AC wvl 4/'E(C)M "` I�I/ W H11.47'50"E(DI) I -F n 924.53'(C.Dl) ti , 1 n •"I'\� A h+• !o / RIGHT OF WAY AND DRAINAGE S89147 35 W EASEMENT PERtt j O.R. 187 1 1- X11'- 475.30 M (PCL.aA) Iz .� 1 608.47'(0) ,i Tl o h 60 108 M 50 1 PM 17 F0. 3 1' O.I.P. 4 6 A",97 10'•' .a Oaa �O� / PE (0.6) D�+ISg� \•}. c5i N89.53'42-W(R5) �^ WEST (0.7) 1]24.75'(0.5) TO 3/4- IP 0 p61 g? RCE 33100 >>� (I! ? PER RI Fy S 5 (',- ----- ---- 589'47'35"W(M) 1323.73'(C) --300.96' M F N18'03'4O'E(D1) 3 1 1 6 1417`58'17"E(C)•„ 393.46'(C.0t) - ---- 607.26 a1. 1e ---- --- IK--- AVF 702.37 I4 423'1 t'30'W(DI) •T• 7`7 S23'OS'S7'W(C) / 1 � 134.59'(C,D1) 1 0 = ' 1 _1/ SIS•0g• 1� A .►1" u S1S'Or'Sj-W(01) LOT 1 %•� W /49.19'([p,(C) 10.88 AC f R=100 R=70 _ -Ion �=84'27'18^ A=84'27'18 m n L=147.40' L=103.18' 1 71 •• uao�47'aa^row SEE OEi AI L-'1?'`��rv^ � IG_Bd L=191 115.96'([) ! "•1i I An 0 NB'I0'E(R2) ! 1 _� 11 19/ 116.0'(112) i 1 y 11 LOT 3 ��ll 1111 11.14 AC wvl 4/'E(C)M "` I�I/ W H11.47'50"E(DI) I -F n 924.53'(C.Dl) ti , 1 n •"I'\� A h+• !o / RIGHT OF WAY AND DRAINAGE S89147 35 W EASEMENT PERtt j O.R. 187 1 1- X11'- 475.30 M (PCL.aA) Iz .� 1 608.47'(0) I'1531.54'(C). 1528.00'(R3),o "I 1013.30' 0.2 / 1013.69' C) 'Z FD. 3/4- I.P. L.S. 3346 'IJ PER (R7) LOT N 4 U 3 64 D(RZ)a z O 51 48947'35"W L 544.13'(C) / 30.14'(C) -'--SEE DETAIL "D" FD 3/4" DIP -30, " c LOT 6 10.00 AC 20 98'38'55" n 34.43' 20' EX. R/W PER II F0. NAILL & TIN ,, • 1 � LS. 5334 A 90.85'( 308.56'(C) - -_ -_ 21.18'(C,D1) 708.26'(0.8) S88'39'37"W(M) y S.W. CORNER / N86'47'E(R2,R8) v OF ALLOTMENT 64 / PER (R2) 30' PSE O DEDICATED 42 PM 1 HEREON. 8 PM 23 0 E LOT 2 10.00 AC COR. OF TMENT 64 (R2) 3: ---- S' - 8 3 i 0� m y0 i y2' i FD AXLE (BENT) NOT ACCEPTED AS LOT 6 COR AND USED ON 11 THE EAST LINE ee OF LOT 7. 40'PSOE \f I Qo 1-123.00' 1489.873M 4j a, i M,RI 17.97 SE COR FD' 4" [IIP LOT 7 S89'S2'S2-W. 0.72' FD. 3/4' I.P. FROM CAWED i L.S. 3734 �v POSITION. 00 I PER (RI) v �2 rya a�A� ➢ETAIL 'C" NTS i 4, 'D « Ak; Bj �0 ^ P A n bo = �1 ryry 5? BASIS OF BEARINGS: NBS-39.37-E(R4) FO. 3/4' I.P. N88'47'E,(R2) L.S. 3346 PER (R7) 488'39'37"W,(M,R7) 1 1433.42' M) 1433.32' 4) FD. 3/4' I.P. - IA33.4'(R2,R8) (OPEN) PER (R4, FD. NAIL & TIN RI,RB) RCE 7294 ; PER (R1,RB) S.E. COR. OF ALLOTMENT 64 PER (R2) BASIS OF BEARING THE BEARING OF S8W39'37-W ALONG THE SOUTH ONE OF LOTS 3 & 4 AS SHOWN ON THAT CERTAIN PARCEL MAP RECORDED IN BOOK 73 OF MAPS AT PAGE 20 WAS TAKEN AS THE BASIS OF BEARINGS SHOWN HEREON. \ �CAVNIRY CWB \OV`' �y",L� CSTATCS' / �CH1C0 �I to rr Im S� m Ig SITE B - A(.%'•.2 Ea6F0-1 - LOCATION MAP---- NTS NOTES & LEGEND ALL DISTANCES AND DIMENSIONS ARE GIVEN IN FEET AND DECIMALS THEREOF GARDEN ROAD: AN EXISTING 40' RIGHT OF WAY PER (R2) AND 10' RIGHT OF WAY PER (RB) WITH A TOTAL OF 30' WIDTH SOUTH OF THE SOUTH UNE OF ALLOTMENT 84. ANGLE POINTS AND BOUNDARY CORNERS ALONG THE WESTERN BOUNDARY UNE OF LOTS 1, 3 AND 5 FALL WITHIN THE STREAM BED. WITNESS CORNERS ARE SET IN LIEU OF 1 1/4" IRON PIPE CORNER MARKERS. O ---SET 1 1/4' X 30" IRON PIPE L.S. 4010 ---FOUND CORNER AS NOTED p ---SET BUTTE COUNTY STD. S-11 STREET SURVEY MONUMENT. A, ---CALCULATED POINT ONLY (M) ---MEASURED (C) ---CALCULATED (RI) ---RECORD DATA PER 73 PM 20 (R2) ---RECORD DATA PER SUBDIVISION PLAN OF THE DURHAM STATE LAND SETTLEMENT DATED SEPTEMBER, 1918, PER 8 M. 23-25. (R3) ---RECORD DATA PER 2 M. 193 (R4) ---RECORD DATA PER 53 M. 45-46 (R5) ---RECORD DATA PER 97 M. 17 (RB) ---RECORD DATA PER 108 M. 50 (R7) ---RECORD DATA PER 103 P.M,. 88 (RB) ---RECORD DATA PER 42 M. 1 (D1) ---RECORD DATA PER 1011 O.R. 187 " 7=..---REUNOUISH ACCESS RIGHTS PSDE = PRIVATE STORM DRAINAGE EASEMENT PSE = PUBLIC.SERVICE EASEMENT TO BENEFIT THE FOLLWING: A RIGHT-OF-WAY OR EASEMENT FOR PUBLIC USE FOR SEWERS, PIPELINES, POLELINES, ELECTRICAL TRANSMISSION AND COMMUNICATION LINES. PATHWAYS, STORM DRAINS, DRAINAGE CANAL. WATER TRANSMISSION LINES, LIGHT AND AIR, AND OTHER LIMITED USE PUBLIC EASEMENTS OTHER THAN FOR STREET OR HIGHWAY PURPOSES. _ rD1TAILl'Dl* '}5'W'7'WL 'D' SUBDIVISION MAP OF THE DOMON SUBDIVISION FARM ALLOTMENT 64, SUBDIVISIONAL PLAN OF THE DURHAM STATE LAND SETTLEMENT, BOOK 8 OF NAPS. PACE 23 & LOT 7 OF THE REVISED ACKERMAN FIRST SUBD.. BOOK 2 OF MAPS, PACE 193 A PORTION OF SECTION 17, T 21 N.. R. 2 E., N.D.Y. BUTTE COUNTY. CALIFORNIA SIERRA IEST SURVSY7NC r.�i.'ors°ir. c.'wMoea:'' t'701r"ie 1w°' aurv•n. mol aan � n • 16009 /S,/ r^-- 07 ,i Tl o h 60 13' EASEMENT I,•^� �o PER PARCEL 30 = I y 3 B' OF 1011 OR 187 I.,�100o 1Q�� IZ N12'40'57"E(C) !h • LOT 5 ly =• 1412'48'20"E(D1) 338.42'(C.D7) 11.14 AC 0ry R=20 N18'03'4O'E(D1) �-� ry/ �=61'21'05" 1417`58'17"E(C)•„ 393.46'(C.0t) o.l /`03 L=28.40' n n •�3 ,0,^7 x �n /h n FD. 3/4" IP l - ev. x(08 (BENT) I 7711'1 I'1531.54'(C). 1528.00'(R3),o "I 1013.30' 0.2 / 1013.69' C) 'Z FD. 3/4- I.P. L.S. 3346 'IJ PER (R7) LOT N 4 U 3 64 D(RZ)a z O 51 48947'35"W L 544.13'(C) / 30.14'(C) -'--SEE DETAIL "D" FD 3/4" DIP -30, " c LOT 6 10.00 AC 20 98'38'55" n 34.43' 20' EX. R/W PER II F0. NAILL & TIN ,, • 1 � LS. 5334 A 90.85'( 308.56'(C) - -_ -_ 21.18'(C,D1) 708.26'(0.8) S88'39'37"W(M) y S.W. CORNER / N86'47'E(R2,R8) v OF ALLOTMENT 64 / PER (R2) 30' PSE O DEDICATED 42 PM 1 HEREON. 8 PM 23 0 E LOT 2 10.00 AC COR. OF TMENT 64 (R2) 3: ---- S' - 8 3 i 0� m y0 i y2' i FD AXLE (BENT) NOT ACCEPTED AS LOT 6 COR AND USED ON 11 THE EAST LINE ee OF LOT 7. 40'PSOE \f I Qo 1-123.00' 1489.873M 4j a, i M,RI 17.97 SE COR FD' 4" [IIP LOT 7 S89'S2'S2-W. 0.72' FD. 3/4' I.P. FROM CAWED i L.S. 3734 �v POSITION. 00 I PER (RI) v �2 rya a�A� ➢ETAIL 'C" NTS i 4, 'D « Ak; Bj �0 ^ P A n bo = �1 ryry 5? BASIS OF BEARINGS: NBS-39.37-E(R4) FO. 3/4' I.P. N88'47'E,(R2) L.S. 3346 PER (R7) 488'39'37"W,(M,R7) 1 1433.42' M) 1433.32' 4) FD. 3/4' I.P. - IA33.4'(R2,R8) (OPEN) PER (R4, FD. NAIL & TIN RI,RB) RCE 7294 ; PER (R1,RB) S.E. COR. OF ALLOTMENT 64 PER (R2) BASIS OF BEARING THE BEARING OF S8W39'37-W ALONG THE SOUTH ONE OF LOTS 3 & 4 AS SHOWN ON THAT CERTAIN PARCEL MAP RECORDED IN BOOK 73 OF MAPS AT PAGE 20 WAS TAKEN AS THE BASIS OF BEARINGS SHOWN HEREON. \ �CAVNIRY CWB \OV`' �y",L� CSTATCS' / �CH1C0 �I to rr Im S� m Ig SITE B - A(.%'•.2 Ea6F0-1 - LOCATION MAP---- NTS NOTES & LEGEND ALL DISTANCES AND DIMENSIONS ARE GIVEN IN FEET AND DECIMALS THEREOF GARDEN ROAD: AN EXISTING 40' RIGHT OF WAY PER (R2) AND 10' RIGHT OF WAY PER (RB) WITH A TOTAL OF 30' WIDTH SOUTH OF THE SOUTH UNE OF ALLOTMENT 84. ANGLE POINTS AND BOUNDARY CORNERS ALONG THE WESTERN BOUNDARY UNE OF LOTS 1, 3 AND 5 FALL WITHIN THE STREAM BED. WITNESS CORNERS ARE SET IN LIEU OF 1 1/4" IRON PIPE CORNER MARKERS. O ---SET 1 1/4' X 30" IRON PIPE L.S. 4010 ---FOUND CORNER AS NOTED p ---SET BUTTE COUNTY STD. S-11 STREET SURVEY MONUMENT. A, ---CALCULATED POINT ONLY (M) ---MEASURED (C) ---CALCULATED (RI) ---RECORD DATA PER 73 PM 20 (R2) ---RECORD DATA PER SUBDIVISION PLAN OF THE DURHAM STATE LAND SETTLEMENT DATED SEPTEMBER, 1918, PER 8 M. 23-25. (R3) ---RECORD DATA PER 2 M. 193 (R4) ---RECORD DATA PER 53 M. 45-46 (R5) ---RECORD DATA PER 97 M. 17 (RB) ---RECORD DATA PER 108 M. 50 (R7) ---RECORD DATA PER 103 P.M,. 88 (RB) ---RECORD DATA PER 42 M. 1 (D1) ---RECORD DATA PER 1011 O.R. 187 " 7=..---REUNOUISH ACCESS RIGHTS PSDE = PRIVATE STORM DRAINAGE EASEMENT PSE = PUBLIC.SERVICE EASEMENT TO BENEFIT THE FOLLWING: A RIGHT-OF-WAY OR EASEMENT FOR PUBLIC USE FOR SEWERS, PIPELINES, POLELINES, ELECTRICAL TRANSMISSION AND COMMUNICATION LINES. PATHWAYS, STORM DRAINS, DRAINAGE CANAL. WATER TRANSMISSION LINES, LIGHT AND AIR, AND OTHER LIMITED USE PUBLIC EASEMENTS OTHER THAN FOR STREET OR HIGHWAY PURPOSES. _ rD1TAILl'Dl* '}5'W'7'WL 'D' SUBDIVISION MAP OF THE DOMON SUBDIVISION FARM ALLOTMENT 64, SUBDIVISIONAL PLAN OF THE DURHAM STATE LAND SETTLEMENT, BOOK 8 OF NAPS. PACE 23 & LOT 7 OF THE REVISED ACKERMAN FIRST SUBD.. BOOK 2 OF MAPS, PACE 193 A PORTION OF SECTION 17, T 21 N.. R. 2 E., N.D.Y. BUTTE COUNTY. CALIFORNIA SIERRA IEST SURVSY7NC r.�i.'ors°ir. c.'wMoea:'' t'701r"ie 1w°' aurv•n. mol aan � n • 16009 /S,/ r^-- 07 1I� _ 1322.73' 't._________________- _ J__JJFFAC / 702.37' 621.36' / / 50' BUILDING SETBACK LINE ' iWELLG SCALE: 1'=200'O. -g-, I 00NO 100' SEPTIC FREE 1 I DEVELOPMENT � ZONE SETBACK LINE � I II HIGH WATER NE 1NE I ' 1 10.88 AC LOT 2 BUTTE CREEK " I 10.00 AC I I } 1 180 505.72' 44.3�NtOU 1 W CO EXISTING '�-100' WELL IY kll r V/.ly ,1 �� SETBACK LINE LL I h = 180 D L Ii ,I - `-^ PSE 517.85 M 'WJ I '_ I Il Q !I \\\100' SEPTIC FREE ' SETBACK LINE, --- 1 �14 11.01AC -114 uI; Ia LOT 4 'OC l V) "I W / ml `I � 9 L I I, . PSDE '� ' PSDE W 1 1 '606.4 c--'-" 30--j"' *r----- 100' WELL / SETBACK LINE 1 —30 - LOT r / 30' n I 1 LOT 5 I; n'I~SO LOT 6 / I 11.14 AC a 10.00 AC // 100' WELL `// SETBACK LIN I10p• 100' NO I 'I DEVELOPMENT ' HIGH WATER LINE / ZONE ,'---_----____-- ' BUTTE CREEK I Q ----'-- _---T7 , N i , m 50' BLDG _ 50' BLDG 175 ' / n 270' �25L i SETBAC Utl �_ f / SETBACK DINE ..- - • _ _ T _ _ _S _ _ _ �___ }_____ T - PSDE 0 PSDE _. 4 ___ -y-__________ �___�— .. •' --- --- o---+-�- -- ----------------------------- ____ o 1358.70' , ROAD CARDEN n 'CONTOUR FLOOD p1A1N 175— BENCH MARK: NAIL IN JOINT POLE ELEVATION = 173.83' NOTES: THIS ADDITIONAL MAP SHEET IS FOR INFORMATIONAL PURPOSED ONLY, DESCRIBING CONDITIONS AS OF THE DATE OF FILING AND IS NOT INTENDED TO AFFECT RECORD TITLE INTEREST. A DEVELOPMENT IMPACT FEE FOR SHERIFF'S FACILITIES SHALL BE PAID PURSUANT TO THE PROVISIONS OF CHAPTER 3, ARTICLE II OF THE BUTTE COUNTY CODE, PRIOR TO THE ISSUANCE OF BUILDING PERMITS OR USE PERMIT IN THE CASE OF A MOBILE HOME PARK. SAID FEE AMOUNT WILL BE DETERMINED AND CALCULATED AS OF THE DATE OF APPLICATION FOR THE BUILDING PERMIT OR USE PERMIT. THE HEALTH DEPARTMENT MAY DESIGNATE SEWAGE DISPOSAL AREAS SO AS TO EXCLUDE GRAVEL AND SEASONAL HIGH GROUNDWATER AREAS. DEVELOPMENT OF THESE PARCELS MAY REQUIRE PAYMENT OF WATER TENDER FEES. MA-TI.l�F1RE�SOPP ESSIGN SPRINKLER SYSTEMS StITTVIB NSTALLEDTIITACLyNEW ESIDEN7IALSTRUCTURES 117 ACCORDANCE- RFT'THE NATIONAC,f1REj PROSECTION SOCIATIONj STANDARD I FOR THE'. ItiSTALIATION;, OG�SPRINKIER�ISYSTEMSyNONE AND TWO'`FAGILYkOWELUNGS,4AND:I .,_E'tNOME- SYZ NEPA STAN�O.'R,_D 13D. ALL NEW RESIDENTIAL SITES SHALL HAVE A MINIMUM LOWEST FLOOR ELEVATION LOCATED ONE F00T ABOVE THE BASE FLOOD ELEVATION. FLOOD PLAIN CONTOURS SHOWN HEREON WERE DETERMINED FROM THE FLOOD INSURANCE RATE MAP DATED JUNE 8. 1998, PANEL O6007C0520C. HOMESITE LOCATION ON ALL PARCELS SHALL BE APPROVED BY THE DEPARTMENT OF DEVELOPMENT SERVICES AND AGRICULTURE COMMISSIONER'S OFFICE. A RECLAMATION BOARD PERMIT IS REQUIRED PRIOR TO START OF ANY WORK WITHIN THE BUTTE CREEK PROJECT FLOODWAY, ITS LEVEES R WITHIN 10 FEET LANDWARD OF THE LANDSIDE LEVEE TOES PER SECTION 8710 OF THE CALIFORNIA WATER CODE. USC Q 'GS BRONZE DISK STAMPED (TI7 156.824 FEET 1919) (BUTTE COUNTY BENCH MARK 6297) LOCATED AT THE SOUTH ENTRANCE TO THE BUILDING FORMERLY OCCUPIED BY THE BANK OF DURHAM ON TOP OF A CONCRETE BASE, WHICH IS THE SAME AS NATIONAL GEODETIC VERTICAL DATUM OF 1929(PER U.S. G.S. OFFICE, SAN FRANCISCO. CALIF. 415 -853 -8300 -RESEARCH) WAS USED FOR VERTICAL DATA ON THIS MAP. YRO4ESS/p G.y CAOS ROBERT G. AGEE JR. tj RCE 27647 EXP. 3/31/02 ADDITIONAL INFORMATIONAL SHEET SUBDIVISION MAP OF THE DOMON SUBDIVISION FARM ALLOTMENT 64, SUED/VISIONAL PLAN OF THE DURHAM STATE LAND SETTLEMENT. BOOK B OF MAPS. PACE 23 d LOT 7 OF THE REVISED ACKERMAN FIRST SUED.. BOOK 2 OF MAPS, PACE 193 A PORTION OF SECTION 17, T 21 M. R. 2 E.. M.O.M. BUTTE COUNTY. CALIFORNIA SIERRA HEST SURVEYING v.n:ws� fY_wiadm. fankni»a .,.uu., seo, wn. • a • RovA� /S/ p4G e•. 411 OWNER -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 9d material for construction of this proposed property improvement: YES.[ ] NO [ ]. 2. I HAVE [ HAVE NOT [ ] 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: ✓ �Pf'n^-e y ADDRESS: PHONE: CONTRACTOR'S LICENSE NO: 4. I plan to provide portions of the work, but I have hired the following person to coordinate, y- supervise, and provide_the major work: NAME: ADDRESS: 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: PROPERTY OWNER: DATE: -3/ 1 o /o 6 NOTE- This Owner -Builder verification is required by Section 19831 and 19832 of the California Health and Safety Code. This verification M' Ust,be completed and returned to our office before we are permitted to issue the permit. Rev'd 11/4/2004 Butte County Department of .Development Services usr- ADMINISTRATION `BUILDING ° GIS t PLANNING o i o < 7 County Center Drive o Oroville, CA 95965 0 (530) 538-7541 Telephone (530) 538-2140 Facsimile OWNER -(BUILDER INFORMATION Dear Property Owner: An application for a building permit has'been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "owner -builder" you are the responsible party of record on such a pernut 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 your plan to subcontract, you should be aware of the -following information for your benefit and protection: o If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $200 or more for the entire project and such persons are not licensed as contractors or subcontractors, then you may be an employer. o If you are an employer, you must register with the state and federal government 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. o There may be financial risks for you if .you do not carry out these obligations, and these risks are especially serious with respect to workers' compensation insurance. o For more specific information about your obligations under federal law, contact the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under 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 contractor 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 contacting the Contractors' State License Board in your community or at 1020 N Street, Sacramento, California 95814. Please complete and return the enclosed owner -builder verification from so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. Sincerely, Scott Rutherford Chief Building Inspector NOTE: This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. VerticalTechnology Engineering 383 Rio Lindo Ave Suite 200, Chico, CA 95926 Ph. (530) 899-8716 Fax (530) 899-1102 Email vertech@sbcglobal.net Structural Calculations Client: Kurt Johnson Project: Metal Building Location: Durham, CA 1 BUTTE COUNTY JUN 2 5 2007 (DEVELOPMENT SERVICES �F CALIV3 JUN 13 2007 Attention: This engineer is 7notrifor on site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. This engineer is not responsible for any structural element or system not specifically noted in this set of specifications unless authorized in writing by this engineer. Workmanship is to be of the highest quality and in all cases follow accepted construction practice, the latest edition of the Uniform Building Code, and local building department standards. M VerTech Engineering Project: Kurt Johnson Metal Building Engineer: CR Date 5/29/2007 Anchorage Per U.B.C. 1923.3.1-.4 Vdl = 0.53 Pdl = -2.59 VII = 4.22 PH = -11.42 VW = 5.22 PW = 6.81 Veq = 0.00 Peq = 0.00 Vu = 12.59 Kips, Factored Shear Pu = 6.52 Kips, Factored Tension Ab = 0.44 int, Single Bolt Area f's= 60 ksi, Bolt Strength f'c= 2.5 ksi, Concrete Strength As = 200 W, Sloping Shear Area At = 16 int, Tension Area de = 0 in, edge distance(0 = N/A) # bolts= 4 Total # of Bolts # Rows = 2 Total # of Rows 0 = 0.65 Strength Reduction Factor L = 1 1 fpr Normal Concrete Special Inspection provided (y/n)? n Anchor Embedded In. Tension Zone(y/n)? n Pss= 0.9*Ab* f's 0*Pc= OL*(f'c)'/2*[4*Ap] Vss= 0.75*Ab* f's 0*Vc= 0*800*Ab*L*(f'c)'/2 0*Vc= 0*2*1 dee*L*(f'c)'/ Truss Reactions i = (1/0)*[(2Pu/Pc)2 + (2VuNc)g i = 0.36 < 1 OKII i = (1/0)*(2Pu/Pc) i = 0.50 < 1 OKH i = (1/0)*(2VuNc) i= 0.55 < 1 OKII i = (2Pu/Ps)2 + (2VuNs)2 i = 0.12 < 1 OKII i = (2Pu/Ps) i = 0.14 < 1 OKII i = (2VuNs) i = 0.32 < 1 OKII Use: 0.75 inch dia. A.B.'s 12 inch embed. Pss= 23.86 Kips 0*Pc= 26.00 Kips Vss= 19.88 Kips 45.95 Kips �O*Vc= 0*Vc= 0.00 Kips USE VerTech Engineering Project: Kurt Johnson Metal Building Engineer: CR Anchorage Per U.B.C. 1923.3.1-.4 Vdl = 0.00 Pdl = -1.75 VII = 0.00 PH = -2.74 Vw = 0.00 Pw = 5.36 Veq = 0.00 Peq = 0.00 Vu = 0.00 Kips, Factored Shear Pu = 5.39 Kips, Factored, Tension Ab = 0.31 int, Single Bolt Area f's= 60 ksi, Bolt Strength f'c= 2.5 ksi, Concrete Strength As = 200 int, Sloping Shear Area At = 0 int, Tension Area de = 0 in, edge distance(0 = N/A) # bolts= 2 Total # of Bolts # Rows = 1 Total # of Rows 0 = 0.65 Strength Reduction Factor L = 1 1 fpr Normal Concrete special Inspection rovided (y/n)? n ,nchor Embedded In ension Zone(y/n)? n Pss= 0.9*Ab* f's 0*Pc= OL*(f'c)'2*[4*Ap] Vss= 0.75*Ab* f's 0*Vc= 0*800*Ab*L*(f'c)' 0*Vc= 0*2*rde2*L*(f'c)'/ End Wall Reactions Date 5/29/2007 i = (1/0)*[(2Pu/Pc)2 + (2VuNc)2] i = 0.11 <I OKI! i = (1/0)*(2Pu/Pc) i = 0.41 < 1 OKI! i = (1/0)*(2VuNc) ` i = 0.00 < 1 OKI! i = (2Pu/Ps)2 + (2VUNs)2 i = 0.11 < 1 OKI! i = (2Pu/Ps) i = 0.33 < 1 OK!I i = (2VuNs) i = 0.00 < 1 OKII Use: 0.625 inch dia. A.B.'s 10 inch embed. Pss= 16.57 Kips 0*Pc= 26.00 Kips Vss= 13.81 Kips 0*Vc= 15.95 Kips 0*Vc= 0.00 Ki s _ tuba VSE i'f' EwJ bEC�- VerticalTechnology Engineering 383 Rio Lindo Ave Suite 200, Chico, CA 95926 Ph. (530) 899-8716 Fax (530) 899-1102 Email vertech@sbcglobal.net Structural Calculations Client: Kurt Johnson Project: Metal Building Location: Durham. CA Arie,v4oz V--SC%,-r ,400AL,-(I tS Fut MLTAL_ 13u ILpIjC-, 13 2®07 Attention: This engineer is not responsible for on site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. This engineer is not responsible for any structural element or system not specifically noted in this set of specifications unless authorized in writing by this engineer. Workmanship is to be of the highest quality and in all cases follow accepted construction practice, the latest edition of the Uniform Building Code, and local building department standards. k, C VerTech Engineering Project: Kurt Johnson Metal Building Engineer: CR Date 5/29/2007 Anchorage Per U.B.C. 1923.3.1-.4 Truss Reactions Vdl = 0.53 Pdl = -2.59 VII = 4.22 PH = -11.42 VW = 5.22 Pw = 6.81 Veq = 0.00 Peq = 0.00 Vu = 12.59 Kips, Factored Shear Pu = 6.52 Kips, Factored Tension Ab = 0.44 int, Single Bolt Area f's= 60 ksi, Bolt Strength f'c= 2.5 ksi, Concrete Strength As = 200 W, Sloping Shear Area At = 16 int, Tension Area de = 0 in, edge distance(0 = N/A) # bolts= 4 Total # of Bolts # Rows = 2 Total # of Rows 0 = 0.65 Strength Reduction Factor L = 1 1 fpr Normal Concrete Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n 0*Vc= 0*Vc= Pss= 0.9*Ab* f's 0*Pc= OL*(f'c)'/2*[4*AP] 0.75*Ab* f's 0*800*Ab*L*(f'c)'/2 0*2*%*dee+L*(f'c)' i = (1/0)*[(2Pu/Pc)2 + (2Vu/Vc)g i = 0.36 < 1 OK!! J = (1/0)*(2Pu/Pc) i = 0.50 < 1 OK!! i = (1/0)*(2Vu/Vc) i = 0.55 < 1 OKI! i = (2Pu/Ps)2 + (2Vu/Vs)2 i = 0.12 < 1 OK!! i = (2Pu/Ps) i = 0.14 < 1 OK!! i = (2Vu/Vs) i = 0.32 < 1 OK!! Use: 0.75 inch dia. A.B.'s 12 inch embed. Pss= 23.86 Kips 0*Pc= 26.00 Kips Vss= 19.88 Kips 45.95 Kips �O*Vc-= 0*Vc= 0.00 Kips N1I(-J usE Imo' . .o VerTech Engineering Project: Kurt Johnson Metal Building Engineer: CR orage Per U.B.C. 1923.3.1-.4 0.00 Kips, Factored Shear Vdl = 0.00 Pdl = -1.75 VII = 0.00 PH = -2.74 Vw = 0.00 PW = 5.36 Veq = 0.00 Peq = 0.00 Vu = 0.00 Kips, Factored Shear Pu = 5.39 Kips, Factored Tension Ab = 0.31 int, Single Bolt Area f's= 60 ksi, Bolt Strength f'c= 2.5 ksi, Concrete Strength As = 200 in 2, Sloping Shear Area At = 0 inz, Tension Area de = 0 in, edge distance(0 = N/A) # bolts= 2 Total # of Bolts # Rows = 1 Total # of Rows 0 = 0.65 Strength Reduction Factor L = 1 1 fpr Normal Concrete Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Pss= 0.9*Ab* f's 0*Pc= OL*(f'c)'/z*[4*Ap] is= 0.75*Ab* f's "Vc= 0*800*Ab*L*(f'c)' "Vc= 0*2*¶*dez*L*(f'c)'/ End Wall Reactions i = (1/0)*[(2Pu/Pc)2 + (2VuNc)j i= 0.11 <1 OK!! i = (1/0)*(2Pu/Pc) i = 0.41 < 1 OK!! i = (1/0)*(2VuNc) i = 0.00 < 1 OK!I i = (2Pu/Ps)2 + (2VuNs)2 i = 0.11 < 1 OK!! i = (2Pu/Ps) Date 5/29/2007 i = i = (2VuNs) i = 0.33 < 1 OK!! 0.00 < 1 OK!! Use: 0.625 inch dia. A.B.'s 10 inch embed. Pss= 16.57 Kips 0*Pc= 26.00 Kips Vss= 13.81 Kips 0*Vc= 15.95 Kips 0*Vc= 0.00 Kios �a JSE tZ" Ejy1L3�L� © t a D i U2S�A7 USA BUTTE COUNTY JUN 2 5 2007 DEVELOPMENT SERVICES i ,, �� i BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION (IVR): (530) 538-4365 OFFICE: (530) 538-7541 FAX#: (530) 538-2.140 ONLINE PERMIT/RENEWAL PAYMENTS: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 10000 BRUNSWICK LANE Owner: Permit NO:' B08-1255 APN: 040-100-073 JOHNSON, REVOCABLE TRUS Issued Date: 07/10/2008 By KCG Permit type: MISCELLANEOUS 9436 CORBETT CT Subtype: Phtovtaic Sys Grnd DURHAM, CA 95938 Expiration Date: 07/10/2009 Description: GROUND MOUNT SOLAR (530) 894-1934 Occupancy: Zoning: Contractor Applicant: Square Footage: OWNER JOHNSON, REVOCABLE TRI Building Garage RemdVAddn 9436 CORBETT CT ' DURHAM, CA 95938 Other Porch/Patio Total (530) 894-1934 FEE INFORMATION. DBEH Building Review Fee $78.90 DBMSC Photovoltaic System $421.93 DBOMSC FEMA Flood Zone Review $118.98 Total Charged: $619.81 Fees Paid: $619.81 Balance Due: $0.00 Receipt No: B7865 LICENSED CONTRACTOR'S DECLARATION OWNER I BUILDER DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License OWNER / / Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed 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 pursuant to the provisions of the Contractofs License Law [Chapter 9 (commencing with Section 7000) is in full force and effect. of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects X 07/10/2008 the applicant to a civil penalty of not more than five hundred dollars [$500); Ple a check one of the following: ' Contractors Signature Date 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 WORKERS' COMPENSATION DECLARATION OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of the property, who builds or improves thereon, and who does I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: the work himself or herself or through his or her own employees, provided that such improvements ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, ❑ I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED as required by ❑ CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Professions Code: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. The Contractors License Law dows not apply to an owner of the property who builds or improves My Workers' Compensation insurance carrier and policy number are; thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors License Law.). Carrier: Policy Number: Exp. Date: (This nee not a completed if the permit is or one ung Ilars ($100) or less. - ❑action I AM EXEMPT under Section B. 8 P.C. for this reason: CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California, and agree that if I should become subject to the workers' X 7/l U/2008 compensation o ' ions of Section 3700 of the Labor Code, I shall forthwith comply with those Ow ers Sign a Date provisions. X 07/10/2008 - - - I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building Signatur, Date WARNING: FAILURE T SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE injury, including death, and property damage caused by, arising out of, or in any way connected with HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. County to a er the enti ed property for inspection purposes. I hereby certify that I am the prope ner thori d to act on the property owners Pehalf. CONSTRUCTION LENDING AGENCY n l&-, 07/10/2008 1 HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for jN5me of FWFiIiittee [SIGN] Print Date the performance of the work for which this permit is issued. (3097 civ. code) O ' ner E] Contractor OR; DAgent for Owner DAgent for Contractor 1B FILE COPY Lenders Address City State Zip J BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION" OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OFAPPLICATION Website: www.buttecounty.net/dds PLEASE PRINT CLEARLY PERMIT NO. BIN # "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. OWNER INFORMATION Last Name A s Name s 2f Firs Name U t� Mailing Address 3� ,c,1 C-Y(f/ , cf City bud/ State Zip�g Phone_,-, _ y3 Fax E-mail ke ^ u K e f. ti e 7' ARCHITECT/ENGINEER Name Vcllfc Address City �C � Stat Zjp 6 Phone Fax `1 E-mail State License Number APPLICANT INFORMATION \ Name Address City �ur o Stat Zig._S 39 Phone Fax ``�� E-mail APPLICANT $ NATURE X PROJECT LOCATION AP# 0 yV _(00 Property Address /6000 .6v VV15WJc�4 L City bu r(nO_l (/P WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than licensed contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: Scl FT- Living Garage Open Cov ❑ Structure Built without Permits El Proposed Change of Occupan (Note previous use): For office use onl CONTRACTOR Name s 2f Flood Zone Address SRA City No State Zip Phone Fax E-mail Lic. # Class ARCHITECT/ENGINEER Name Vcllfc Address City �C � Stat Zjp 6 Phone Fax `1 E-mail State License Number APPLICANT INFORMATION \ Name Address City �ur o Stat Zig._S 39 Phone Fax ``�� E-mail APPLICANT $ NATURE X PROJECT LOCATION AP# 0 yV _(00 Property Address /6000 .6v VV15WJc�4 L City bu r(nO_l (/P WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than licensed contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: Scl FT- Living Garage Open Cov ❑ Structure Built without Permits El Proposed Change of Occupan (Note previous use): For office use onl Zoning Flood Zone SRA Yes No Occ. a Const. Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds OWNER -BUILDER INFORMATION An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "owner -builder" you are the responsible party 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 $500 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 employer, you must register with the state and federal government 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 to you if you do not carry out these obligations, and these risks are especially serious with respect to workers' compensation insurance. ° For more specific information about your obligations under federal law, contact the Internal Revenue Service (and, if you wish, the U.S. Small business Administration). For more specific information about your obligations under 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 thier own employees, without a license contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractor 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 contacting the Contractors' State License Board's automated telephone information system at 1-800-321 -CLSB (2752) or by accessing thier website at www.CSLB.ca.gov. PLEASE COMPLETE AND RETURN THE ENCLOSED OWNER -BUILDER VERIFICATION FORM SO THAT WE CAN CONFIRM THAT YOU ARE AWARE OF THESE MATTERS. THE BUILDING PERMIT WILL NOT BE ISSUED UNTILL THE VERIFICATION IS RETURNED. OWNER BUILDER VERIFICATION PLEASE COMPLETE THIS FORM AS REQUIRED BY THE STATE OF CALIFORNIA (SENATE BILL NO. 831 EFFECTIVE JULY 1, 1980). NO BUILDING PERMIT WILL BE ISSUED UNTIL THIS VERIFICATION IS RECEIVED. I PERSONALLY PO PROVIDE THE MAJOR LABOR AND MATERIALS FOR CONSTRUCTION OF THE PROPOSED PROPERTY IMPROVEMENT. S R NO) I(HAVE VE NOT) 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: ADDRESS PHONE CITY CONTRACTORS LICENSE NO 4. I PLAN TO PROVIDE PORTIONS OF THE WORK, BUT I HAVE HIRED THE FOLLOWING PERSON TO COORDINATE, SUPERVISE, AND PROVIDE THE MAJOR WORK: ADDRESS CITY PHONE CONTRACTORS 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 Description: GROUND MOUNT SOLAR Reference Number: B08-1255 Applicant Name: JOHNSON, REVOCABLE TRUST Owner's Name: JOHNSON, REVD BLE TRUST AP # : 040-100-073 Signature of Property Owner: Date: 7/ 16y Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds NOTICE TO BUILDERS" Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: 0 Make sure your application is complete. O Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY" Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications, if the permit has not issued, but not after 180 days from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http://muniCiDalcodes.lexisnexis.com/codes/butteco/ "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Reference Number: B08-1255 Date: 07/01/2008 Location: 10000 BRUNSWICK LANE Parcel Number: 040-100-073 Owner Name: JOHNSON, REVOCABLE TRUST Phone: (530) 894-1934 Description: GROUND MOUNT SOLAR Signature of Applicant:_ADate: 07/01/2008 4t��_ FILE Butte County Department of Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 95965 (530) 538-7266 Telephone (530) 538-7171 Fax www.buttecounty.net/dds National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACRE l Reference Number: B08-1255 Location: 10000 BRUNSWICK LANE Parcel Number: 040-100-073 Owner Name: JOHNSON, REVOCABLE TRUST Description: GROUND MOUNT SOLAR Date: 07/01/2008 By: KEJ Sub Type: Phtovtaic Svs Grnd Phone: (530) 894-1934 By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the state of California Regional Water Quality Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for this project that disturbes one acre or more of land may result in revocation of grading and/or other permits or other santions provided by law. Signed: Title: raw a-✓ FILE Date: 07/01/2008 N- Prarosed F � I S, 16,y fumy J 2-40 Ido co��ku�f �Xi5T1� K9 S�oP Sept / Ta �7' hk Fxi sti by Trelhs•�Yne r \ Le -CLC 2 0 vtAJer rou oLA 6 Se ice- I � , 1Je11 c ` 96 i2 r / :3a Driveway F-iouSH raw� . / Fou���'a�f o wz11 Leoc.k free f Sfax \/ zone. PCE rz6' M.33' 111 Pav%e� 1 6733 5A VrC�'►4rcQ BUTTE COUNTY BUILDING ®IVISIQN APPROVED io,UOD Bru►1sw'lLk Lrt. Owner:) i APN:Q40--Iq)-07.3 17119L FILE C P= � 5g4,13� UNI—STRUT AND CONNECTION BY OTHERS--- CAISSON THERS CAISSON REINF. 3" CLR, NOTE: THREADED ROD f y = 60 ksi MINIMUM /8" DIA THREADED ROD, TYP -CAISSON ASHER BELOW, TYP SOLAR PANELS BY OTHERS --- CONNECTION OF PANELS TO BOLTS BY OTHERS----- A THERS----- A N (2) 5/8" DIA GALVANIZED, THREADED ROD WITH 24" EMBED IN PIER. USE 2" SQ. X 9/64" THICK PLATE WASHER AND DBL NUTS AT EMBEDED END---,r— NATURAL GRADE f'c= 2.5 KSI fy= 60 KSI A N SOLAR PANELS BY OTHERS --- CONNECTION OF PANELS TO BOLTS BY OTHERS----- A THERS----- A N (2) 5/8" DIA GALVANIZED, THREADED ROD WITH 24" EMBED IN PIER. USE 2" SQ. X 9/64" THICK PLATE WASHER AND DBL NUTS AT EMBEDED END---,r— NATURAL GRADE f'c= 2.5 KSI fy= 60 KSI z a O X12" DIAMETER CAISSON WITH (1) #4 VERTICAL. CAISSONS SPACING SHALL NOT EXCEED 7'-4" O.C. 6'-0", TYP 11 00 CONNECTION OF PANELS TO BOLTS BY OTHERS 1 1/2- M AX, /2"MAX, TYP 15" MAX, TYP J. L , `� ' III' 'cle CC!`Jc .( 12" DIAMETERPX CAISSON WITH (1) #4 VERTICAL. CAISSONS SPACING SHALL NOT EXCEED 7'-4" O.C. JUL U 210® V' Project Date ER—TECH JOHNSON GROUND MOUNT 6/24/08 ENGINEERING SOLAR PANEL FOUNDA TION Sheet E C H 383 RIOT UNDO AVE. #200 Chico,98CallfFAX 95926 BRUNSUICK LANE, DURHAM, CA. 1 OPTION (530) 899-8716 fAX (530) 899-1102 BUTTE COUNTY JUL 0 3 2008 DEVZLOPMENr SERVICES f } r UNI -STRUT AND CONNECTION BY OTHERS----- CAISSON THERS CAISSON REINF. 3" CLR, NOTE: UNI -STRUT, AT CONNECTION OF SOLAR PANELS TO THREADED ROD AT FOUNDATION, MUST BEAF DIRECTLY AGAINST CONCRETE CAISSON. 1/2- DIA THREADED ROD, TYP ,CAISSON ER BELOW, TYP _,l A N SOLAR PANELS BY OTHERS -- CONNECTION OF PANELS TO BOLTS BY OTHERS ---- A z t2) 1/2" DIA GALVANIZED, THREADED ROD WITH 20" EMBED IN PIER. USE 2" SQ. X 9/64" THICK PLATE WASHER AND DBL NUTS AT EMBEDED END-----(-- NATURAL ND-----(-- NATURAL GRADE f'c= 2.5 KSI fy= 60 KSI 12" DIAMETER CAISSON WITH (1) #4 VERTICAL. CAISSONS SPACING SHALL NOT EXCEED 7'-4" O.C. z a :: 6'-0", TYP BuTm '14 rOUNTY 11 0 7 2088 -IE VELOPMENT SERVICES De CONNECTION OF PANELS TO BOLTS BY OTHERS 15" MAX, T _ ppP 12" DIAMETER CAISSON WITH (1) #4 VERTICAL. CAISSONS SPACING SHALL NOT EXCEED 7'-4" O.C. JUL 0.7 100$ Project Dote VER -TECH JOHNSON GROUND MOON T 7/07/08 ENGINEERING E C H 383 RIO UNDO AVE. y200 SOLAR PANEL FOUNDA TION Sheet ' Chico, ColifFAX (530) 899-1102 95926 (530) 899-8716 FAX BRUNSUICK LANE DURHAM, CA. 113 OPTION IN N � o, 1 N E P � P p H LA Lt IN o, C IN Vertical Technology Engineering, Inc. 383 Rio Lindo Ave Suite 200, Chico, CA 95926 Ph. (530) 899-8716 Fax (530) 899-1102 4 Structural Calculations Client: Kurt Johnson Project: Foundation for Ground Mount Solar Panels Location: Brunsuick Lane, Durham, Ca. 000�j-' . nlms\O Attention: This engineer is not responsible for on site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. This engineer is not responsible for any structural element or system not specifically noted in this set of specifications unless authorized in writing by this engineer. Workmanship is to be of the highest quality and in all cases follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. SOLAR PANELS BY OTHERS CONNECTION CONNECTION 1 1/2" DIA GALVANIZED,OF PANELS OF PANELS THREADED- ROD WITH 24" TO BOLTS BY TO BOLTS BY EMBED IN PIER. USE 3" OTHERS OTHERS SQ. X 1/2" THICK PLATE WASHER AND DBL NUTS 6" MAX, TYP AT EMBEDED END NATURAL GRADE 15" MAX, TYP f'c= 2.5 KSI fy= 60 KSI Z 12" DIAMETER o CAISSON WITH (1) #4 12" DIAMETER I VERTICAL. CAISSONS CAISSON WITH (1) #4 `r SPACING SHALL NOT z VERTICAL. CAISSONS EXCEED 7'-4" O.C. SPACING SHALL NOT io EXCEED 7'-4" O.C. 6'-0 TYP Project Date VER TECH JOHNSON GROUND MOON T 6/24/08. VENGINEERING 383 RIO LINDO AVE. #200. SOLAR PANEL FOUNDA TION - Chico. C H Chico. ColifX Sheet Jw�= FAX 95926 BRUNSUICK LANE, DURHAM, CA. 1 (530) 899-8716 FAX (530) 899-1102 PROJECT PAGE VERTECH.ENGINEERING ENGINEER DATE . .... .... ... .......... U PROJECT ENGINEER VERTECH ENGINEERING PAGE - DATE . , 6 , .......... . ...... . .... . .... ........ • --._i...__.4.._._....._..._. . ... ...... .. PROJECT VERTECH ENGINEERING ENGINEER' -� DESIGN OF PAGE DATE 6 > Certified to the new UL 1741/IEEE 1547 > 10 yr. standard warranty > Highest CEC efficiency in its class > Integrated load -break rated AC and DC disconnect switch > Integrated fused series string combiner > Sealed electronics enclosure & Opticool > Comprehensive SMA communications and data collection options > Ideal for residential or commercial applications > Sunny Tower compatible t r a fit` r wY.. SMA is proud to introduce our new line of inverters updated with our latest technology and designed specifically to meet the new IEEE 1547 requirements. The SB6000U and SB700OU are also compat- ible with SMA's new Sunny Tower. Increased efficiency means better performance and shorter payback periods. All three models are field -configurable for positive ground systems making them more versatile than ever. With over 500,000 fielded units, Sunny Boy has become the benchmark for PV inverter performance and reliability throughout the world. C (Dus U Technicl Data Sunny Boy 5000 6000./ 7000 SB 5000US SB 6000US SB 7000US _.Input beta (DC) U,310 VDC Max Recommended Array Input Powe I r (DC @ STC) 6250 W, 7500 W 8750 W Max. DC Voltage --- 600 V 600 V. 600 V Peak Power Tracking Voltage DC Max. Input Current 250 - 4-80 V 250- 480V 250 - 480V 21 A 25A 30A 5% <5% <5% Number of Fused String Inputs 4 A A __f�_Start Voltage 300V 300 V 300V Output Daft (AC) AC Nominal Power r­—­AC�(o­,dm urn Output ' Power_- 5000 W 5000W- E6706 W 7000 W AC mum Xi - Output Current 208., 2AO, 277 V)- ­ 2A A, 20.8 A, 18 A -600ow- 29 A, 25 A, 21.6 A .7000_W__ 34 A, 29 A, 25.3 A AC Nominal Voltage / Range 183 - 229V@208V 183 - 229V@208V 183-2-29V@208V 211 - 264 V @ 240 V 211 - 264 V @ 240 V 211 - 264 V@ 240 V 244 - 305V@277V 244 - 305V@277V 244 - 305V@277V AC Frequency /Range � �er -60,Ftz /59.3 Hz - 60-5 F& 60 Hz 59.3 Hz - 60.5 Flz- -60 Hz / 59.3 Flz - 60.5 Ftz Factor _j Efficm!!ry Peak Inverter Efficiency_ 96.8 % 971% CEC weighted Efficiency 95.5 %@ 268—V -970% - 95.5 7.@ 208 V 95'5%' @ 208 V 95.5%@240V 95.5%@240V 96.0%@240V 95.5 % @ 277 V 96.0 % @ 277 V 96.0 % 0 277 V Dimensions W x H x D in inches 1 BA x24.1 x95 IBA x24.1 x9.5 18A x24,1 -x9-5 Weight / Shipping Weight 1 A3 lbs / 15A lbs- li2l lbs 154 lbs IA3 lbs / 154 lbs A-m-�ie-nlle-mper-ature-ran,g-e------- P;;er Eons;umpL(�n. standby Lniqh�tti�m 1�- to , +113 *F < 7 W 0.25 W 13 to+113 IF -< 7 W 0.25 W7 - 13 to +113 *F Topology PWM, true sinewave, / PWM, true sinewave, 77WI 0.25 W PWM, true sinewave, —current source current source -current source__ Cooling Concept Convection with Convection with Convection with Mounting Location Indoor Outdoor (NEMA 3R) regulated fan cooling regulated fan cooling regulated fan cooling F�a—tu 0/0 LCD DispLay Lid Color: aluminum / red blue / yellow 4 Co - 0/0/0/0 —0/o/0/0.--- mmunication: R5485 /Wireless __ Warranty --I 10 -year r• 0/0--- • 0/0 0/0 0 . Compliance IEEE -929, IEEE -1547, UL 174I, T199T8, FEC Part 15 A & B — Specifications for nominal conditions Included 0 Option - Not available Efficiency Curves U G J* 1. idm 2000 3wo� w 50 . 00 6wo 7WO P� iw www.sma-america.com Phone 530-273-4895 Toll Free 888-4SMAUSA SMA America, Inc. U, "I VDC U,310 VDC U,. 4aGVDC SB 7mDU] G J* 1. idm 2000 3wo� w 50 . 00 6wo 7WO P� iw www.sma-america.com Phone 530-273-4895 Toll Free 888-4SMAUSA SMA America, Inc. i4q7j1jMFA F Am > Certified to the new UL1741/IEEE 1547 > 10 yr. standard warranty 17 > Improved CEC efficiency ' ^ > Integrated load -break rated DC disconnect switch > Integrated fused seriesr string combiner > Sealed electronics 3 enclosure & Opticool > Comprehensive SMA /' ' ` p f!+M'�► ..;...,.V.Y::� t.. communications and, data collection options 1 • t > Ideal for residential or light commercial ; applications > Rugged cast aluminum outdoor rated enclosure vvvv...v ... v.•�.. •...V..�.V. • ♦ i•.♦G..G. r♦...V.... VI.�.G VIIV IGIIV VIIII' 1111 VVy11V VI IIID V�•VI1V. SB300OUS SB 4000US Input Data (DQ Max Recommended Array Input Power (DC @ STC) 3750 W 5000 W Max DC Voltage-_ 500 V 600 V }_P_eak Power Tracking Voltage 180 - 460 V @ 208 V 220 - 480 V @ 208 V 200 - 400 V @ 240 V 250-480V@240V DC Max Input Current 17 A IBA 'DC Voltage Ripple <5% <5% s. Number of Fused String Inputs 4 228 V (AC): 285 V AC Nominal Power 3000 W 3500 W@ 208 V/ AOOO W@ 240 V - - - AC Maximum OutPower . .2 p�l 3000 W AOOOW - AC Maximum 0 -- 15 A ®208 V,12.5 A @ 240 V 7 A @ 208 V, 16.6 A @240 V 183 - 229 V @ 208 V 183 - 229 V @ 208 V 211 - 264 V @ 240 V211 264 V @ 240 V tAqFre� ncy,�Rcm92 60 Hz 59.3 Hz - 60.5 Hz '-60 Hz 59.3 Hz 60.,5 Hz Power Factor Effi Peak Inverter Efficiency 96.6% 968% CEC weighted Efficiency 95.0 7. @ 208 V� '95.5%@208V 95.5 % @ 240 V 96.0 % @ 240 V Meg. D Dimensions W x H x D in inches .6 178 x 13.8 x 9.3 170 x13.8 x9.3 Weight Shipping Weight88 lbs / 94 lbs 88 lbs / 9416s Ambient temperature range - 13 to + 113 * F -_1310 +113 *F Power Consumpfi n: standby nighttime <7W/0.1 W <7W/6J-W- Topology PWM, true sinewave, PWM, true sii newave, _current source current source -Z;o-.nq Concept Convection, regulated fan cooling Convection, regulated fan cooling Mounting Location Indoor/ Outdoor (NEMA 3R) Features LCD Display Lid Color: aluminum /red /ue-/-yeI0w-- Communication: RS­48--5/-Wi . j Wireless Warranty: 10- r Compliance: IEEE -929, IEEE -15A7, UL 1741, UL 1998, FCC T.—r115kTiBT'- F---- — 'F - ;m Specifications for nominal conditions :2 t 0 Included 0 Option Not available im Efficiency Curves I 98 96 9, .40 96 as 36 ---------- 1000 20003000 40 . 00 PnC IVA NST www.sma-america.com W ot 0 Phone 530-273-4895 1� Toll Free 88&4SMAUSA :smx ? America, Inc. 25OVbC SIOVDC u,.,BOVDCI ---------- 1000 20003000 40 . 00 PnC IVA NST www.sma-america.com W ot 0 Phone 530-273-4895 1� Toll Free 88&4SMAUSA :smx ? America, Inc. ® cy- 99619 163.5" 163.5" 1 163.5" 163.5" 163.5" 163.5" —� —►- 3" TYP. F -r -r I I II I I II I I II I I II I I II I I I I I I II I I II I I II I I II I I II I I I 88" TYP. 11X PLCS. P5000 UNI -STRUT (BY INSTALLER) DIRECT POWER & WATER CORPORATION TITLE: 6 DP-TTRGM10-SH165-OP-40' FOR: DRAWN BY: ENGINEER CARMANAHWILL G. JR • DATE: DWG. NO. 8-27-07 SHT.2 THIS DRAWING IS THE PROPERTY OF DIRECT POWER & WATER CORPORATION AND CANNOT BE USED, COPIED, OR DISCLOSED WITHOUT PERMISSION. ROOF/GROUND MOUNTS (continued) LPRGM LOW -PROFILE ROOF/GROUND MOUNTS Modules are racked side-bv-side with module length vertiral_ SHIPPING Most roof/ground mounts ship via UPS. Models with module rails longer than 108" must ship motor freight. OPTIONS • Anodized aluminum • Powder coating • Combiner box mounting plates • Tamper-resistant hardware • Stainless steel • Snow -clearance extensions • Custom elevation angle settings • Hot -dip -galvanized steel • Vertical wall mounts FOR MORE INFORMATION: OPOWER4;01 4000-B Vassar Drive NE • Albuquerque, NM 87107 USA 1-800-260-3792 Telephone 505-889-3585 • Facsimile 505-889-3548 URL http-/twww.power-fab.com • E-mail jeffr@directpower.com 300tv� ON © Copy " ht'2000 DP& W Corywabon P1000 PHOTOWATT 1 N f L h t:*..: 4.'.". 4 PW1650- 12/24 V HIGH EFFICIENCY PHOTOVOLTAIC MODULE - JBox - Grid connected system - Water pumping - Telecommunications - Battery charging system - Cathodic protection system - Building integrated power system The PW1650 is made of 8 x 9 high efficiency (up to 15%) 5 inch polycrystalline silicon solar cells (125,50 mm X 125,50 mm), with a silicon nitride anti -reflective coating. The PW1650 is Photowatt's 5 inch high efficiency module. Thanks to its optimum size it is easy to handle and specifically dedicated to large scale grid connected applications. The PW1650 module uses Photowatt's multicrystalline technology. The solar cells are individually characterized and electronically matched prior to interconnection. Encapsulation beneath high transmission tempered glass is accomplished using an advanced, UV resistant thermal setting plastic. The encapsulant, ethylene vinyl acetate, cushions the solar cells within the laminate and protect the cells from etching. The rear surface of the module is completely sealed from moisture and mechanical damage by a continuous high strengh polymer sheet. The PW1650 is using a reinforced transparent anodised aluminium frame, designed to meet Photowatt's High Quality Standards for corrosion resistance (lifetime tested 3 times longer than requested by CEI 61215). With a tolerance improvement to+/- 3%, the PW1650 module ensures more power homogeneity in installations, and a financial investment corresponding to the real power produced. A 12V version and a UL version are available on request. POWER TOLERANCE: +/ -3% EFFICIENCY WARRANTY: 25 YEARS* PRODUCT WARRANTY: 5 YEARS * PW1650 24 V Configuration 12 V Configuration Typical power W 155 165 175 155 165 175 Minimum power W 150 160 170 150 160 170 Voltage at typical power V 34 34,4 35 17 17,2 17,5 Current at typical power A 4,6 4,8 5 9,2 9,6 10 Short circum current A 4,8 5,1 5,3 9,6 10,2 10,6 Open circuit voltage V 43 43,2 43,4 21,5 216 21,7 Maximums stem voltage V 770V DC Temperature coefficient a=*446mA/1C;0=-158mv/IC;yP/P=-0,43r/'C.=+2,92mA/1C;0=-79mV/cC;yP/P=-0,43%/'C Power specifications at 1000 W/m2 : 25°C : AM 1,5 IL�• �zE;�� 'According to general warratw conditlon Datas subject to evolutions — Last � V ` PN?� PHOTOWATT L tPJ 15 RIJ', 11J11 . t Module dimensions 0 Module weight: 18 kg N0 Module size: N 1237 x 1082 x 45 mm — — — SIT --------- Y- — —......... y Packaging per 2 units 1350 mm x 1130 mm x 102 mm, 39 Kg 38±0,5 i ; *Maximum pallet size (34 modules) : 1360 mm x 1130 mm x 1770 mm, 678 K I I� I 1 --------------------------------------- j N .. I I L, The universal ]Box accepts cables from 1,5 mm2 to 4 mm2 (AWG16 I j to AWG11) I +I Li N Cl N 1044±1 Module protected by 4 bypass 1082±1 diodes (1 bypass for 18 cells) Frame m E E 7nm x 9.�mn U'? 07 rti r-- (E - - Module's mounting oblong hole m 13.8 The mounting frame screw not passing beyond the frame 0 ] a 8 8 10 12 14 10 18 M 72 24 26 28 30 32 34 36 38 0 e2 m 48 e8 r#MeT-2VC na L-bwcFtheun6•xe E(1eW/mA.AM13. _ .-"-Vq Photowatt International SA - 33 Rue Saint Honore - ZI Champfleuri - 38300 Boutgoin Ja� - France �1-0\31 Tel : +33 (0) 4.74.93.80.20 - Fax : +33 (0) 4.74.93.80.40 - marketin hotowan.co_gt�` \ V� ®`v' F V 111JLQIICILIV11 VUIUC Existing Exterior Main Breaker Box 1 2TA� I Surge PV System Power Conditioning Unit V (D t #] 0-2 conductor TC with THWN-2 PV Circuit Combiner Disconnect and Ground- O j I Fault Protection conductors for all PV array wiringj PGS I 60A DC+ DC/AC Inverter li+ *—Photovoltaic Modules j I l A� j 15 A, 5 plcs.j AC Continuous j I DC 1n j Equipment Surge Ground I Arrestor I i ----------------- — -------------I------------4----------- --- I --------- Inverter I I I 20A AC i i I , • Disconnect j NEG j t j i , :xtenor PG&E )isconnect Box f PV Array Grounding Conductor 0 30A , i )r Main House Grounding System ............. ..... : Notes: 1. NEC Array Open Circuit Voltage = 95 Volts dc. 2. Mm. Short Circuit Array Current = 45 Amps. 3. PV modules are Astropower model # AP - 100, UL -1703 Listed. Array consists of 20 modules – 5 parallel sets of 4 units in series. 4. 48 -Volt DC, 240 -Volt AC inverter, UL - 1741 listed. 3/4" EMT Conduit w/ #10 AWG THWN conductors I COMPANY NAME (Title: Electrical Drawing, Grid -Tied PV System I Drawn By: Date: Checked By: Related Drawings: EX -4 Scale: N/A EX -5 AA-.--;. t. DWG NO. June 2001 Page 30 PV Installation Guide Main Service PV Array DC/AC Panel PVA Inverter rray r^irrr ri1 Notes: 1. PV Array contains five 48 -Volt DC series strings of 100 -Watt Modules (20 - modules) 2. PV Array Circuit Combiner contains 15 -Amp fuses rated at 125Vdc. 3. Ground -Fault Protection required only on roof -mounted PV arrays. 4. DC Fused Switch rated at 60 -amps, 125-Vdc (may be circuit breaker) 5. DC/AC Inverter rated at 2 kW AC output at 240 -Volts and is Listed to UL -1741 'Utility -interactive' 6. AC Fused Switch rated at 30 -amps, 240Vac (may be circuit breaker) 7. Utility Switch is visible open, lockable in open position, 240 -Vac, 60 -amp switch. 8. 100 -Amp Main Service Panel with 20 -Amp Two -Pole Circuit Breaker for Interactive Point of Connection (up to 3.5 kW, 240 -Volt inverter) 9. Equipment ground equivalent to PV array conductor size on DC -side of system. 10. Equipment ground according to NEC Table 250.122 on AC -side. 11. Negative pole of PV array referenced to ground at the Inverter. June 2001 Utility COMPANY NAME Title: Example Grid -Tied PV System Drawn By: Date: Checked By: Related Dwgc: Scale: N/A DWG NO. Material: EX -4 Page 29 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds PROJECT INFORMATION, Site Address: 10000 BRUNSWICK LN Owner: Permit No: B06-2845 APN: 040-100-073 JOHNSON, REVOCABLE TRUS Issued Date: 03/06/2007 By KEJ Permit type: MISCELLANEOUS 9436 CORBETT CT Subtype: Private Garage/Shop DURHAM, CA 95938 Expiration Date: 03/05/2008 Description: SHOP/GARAGE 3150 SQ.FT. (530) 894-1934 Occupancy: Zoning: A-10 Contractor Applicant: Square Footage: OWNER JOHNSON, REVOCABLE TRI Building Garage Remdl/Addn 9436 CORBETT CT 3,150 DURHAM, CA 95938 Other Porch/Patio Total (530) 894-1934 3,150 FEE INFORMATION EH Building Review Fee $70.00 . FEMA Flood Zone Review $109.98 Garage - Wood Frame $824.85 Garage - Wood Frame Plan Check $549.90 SMIP - Residential $7.56 - Total Charged: $1,562.29 Fees Paid: $1,562.29 Balance Due: $0.00 Receipt No: B2065 LICENSED CONTRACTOR'S DECLARATION OWNER / BUILDER DECLARATION Contractor (Name) State Contractors License No. / Class / Expires OWNER I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License / / Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 also requires the applicant for such permit to file a signed statement that he or she is licensed (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license pursuant to the provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000) is in full force and effect, of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the X basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to 03/06/2007 a civil penalty of not more than five hundred dollars [$500); x Plea check one of the following: Contractor's Signature Date 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 (Sec. 7044, Business and Professions Code: The Contractor's License WORKERS' COMPENSATION DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations:' Law does not apply to an owner of the property, who builds or improves thereon, and who does ❑ I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR the work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by ❑❑ Section 3700 of the Labor Code, for the I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: performance of the work for which this permit is issued. My Workers' Compansation insurance carrier and policy number are; The Contractors License Law dows not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the ,Carrier: Policy Number: Exp. Date: Contractor's License Law.). ( s section nee not be completed if the permit is or one hundred dollars ($100) or less.) ❑ I AM EXEMPT under Section B. & P.C. for this reason: I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers'. - - Compensation laws of California, and agree that if I should become subject to the workers' X 3/06/2007 compensation rovisions of Section 3 of the Labor Code, I shall forthwith comply with those Own s Signatur Date provision X 03/06/2007 I hereby certify that I have read this application and state that the above information is correct. I agree Signal a Date to comply with all City and County ordinances, rules, regulations, and State laws relating to building WARNING: FAILUR SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJ construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its Officers, agents and employees from any and all claims and liability for AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, personal injury, including death, and property damage caused arising out of, or in any way connected with DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND the issuance of this permit. I hereby acknowledge thatt is issuance of this permit does not authorize the use or occupancy of y dawalk, street, or subsidewalk. I hereby authorize representatives Butte ATTORNEY'S FEES. of Cou o ente t ab a mentioned property for inspection purposes. I hereby certify that I am the p rty o authorized to act o I e pro rty own is behalf. CONSTRUCTION LENDING AGENCY icd K J' 03/06/2007 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for /FName [SIGN] Print Date the performance of the work for which this permit is issued. (3097 civ. code) Owner Contractor OR: E]Agent for Owner Agent for Contractor FILE COPY Lender's Address City State Zip BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OFAPPLICA TION Website: www.buffecounty.net/dds "PLEASE PRINT CLEARLY" O'iNNER INFORMATION Last Name � �.1 d rt v� Name irst N me U r Mailing Address Address City bo, 0'V` Stat Zipy Phone _ / 3 y Fax 3 _ 6W 3 8 E-mail Fax APPLICANT INFORMATION CONTRACTOR Name City Address Address City a State Zip Phone Zip Fax E-mail Fax Lic. # Class APPLICANT INFORMATION ARCHITECT/ENGINEER Name City State Address 3 a City 0 Stat Zip Phone 9 ^g 7 (� Fax E-mail State License Number Z APPLICANT INFORMATION Name s Address City State Zip Phone Fax E-r.,.ail APPLICANT SIGNATURE X PERMIT NO. "27116 �v BIN # PROJECT LOCATION AP# 6`fo- laa-o 73 Property Address 6 1Z h 5W; Cc ity U✓h Cross Street��� „ n WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address yDscriiptiior or Scope of Work: e e S / fJ op iuiag3/L Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Fling fees, plan check fees for work plan checked and other department costs are not. refundable. II Received by: -e. Amount: S'q ? �6 Ad I i Receipt #: 'V / () S" __ `,herif` SMIP 70, Other Date: /_ BUTTE COUNTY FEE SUMMARY 7 County Center Drive Oroville, CA 75965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Permit Number: B06-2845 Job Address: 10000 BRUNSWICK LN Contractor: OWNER Printed: 12/14/2006 2:27 pm Fee Description Account Number Fee Amount Paid Date Pmt Amt EH Building Review Fee FEMA Flood Zone Review 0021-540013-4614901-1010 $70.00 12/14/2006 $70.00 Garage - Wood Frame 0010-440001-4210500-1010 $109.98 Garage - Wood Frame Plan Check 0010-440001-4210500-1010 $824.85 SMIP - Residential 0010-440001-4210500-1010 $549.90 12/14/2006 $549.90 1001-0-280-1011298 $7.56 Printed By: Tammie PoweH 11562.29 $619.90 Balance Due: $942.39 At the time of permit application, I was advised the above fees are required prior ro issuance of the permit. These fees may be changed during the plan checking process. Signature: Date: 12/14/2006 Pursuant to Government code Section 66020, you are herby notified those items listed above may been imposed on your project. You have 90 days from the date of approval of the project or from the impostion of the above referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a). Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 75965 (530) 538-7601 Telephone (530) 538-7785 Fax www.buttecounty.net/dds NOTICE TO BUILDERS Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: O Make sure your application is complete. D Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications (not yet issued) must be requested within two years from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan. checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge of $54.99 to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line athttp://municipalcodes.lexisnexis.com/codes/butteco/ Reference Number: B06-2845 Location: 10000 BRUNSWICK LN Parcel Number: 040-100-073 Date: 12/14/2006 Owner Name: JOHNSON, REVOCABLE TRUST Phone: (530) 894-1934 Description: SHOP/GARAGE 3150 SQ.FT. 1< �Z Signature of Property Owner: Date: 12/14/2006 FILE Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 75965 (530) 538-7601 Telephone (530) 538-7785 Fax www.buttecounty.net/dds OWNER -BUILDER INFORMATION An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "owner -builder" you are the responsible party 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 $500 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 employer, you must register with the state and federal government 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 to you if you do not carry out these obligations, and these risks are especially serious with respect to workers' compensation insurance. ° For more specific information about your obligations under federal law, contact the Internal Revenue Service (and, if you wish, the U.S. Small business Administration). For more specific information about your obligations unders state law, contact the Department of Benerit 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 thier work personally or through thier own employees, without a license contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons prefessing to be contractor 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 requir3ed to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contacting the Contractors' State License Board's automated telephone information system at 1-800-321 PLEASE COMPLETE AND RETURN THE ENCLOSED OWNER -BUILDER VERIFICATION FORM SO THAT WE CAN CONFIRM THAT YOU ARE AWARE OF THESE MATTERS. THE BUILDING PERMIT WILL NOT BE ISSUED UNTILL THE VERIFICATION IS RETURNED. OWNER BUILDER VERIFICATION PLEASE COMPLETE THIS FORM AS REQUIRED BY THE STATE OF CALIFORNIA (SENATE BILL NO. 831 EFFECTIVE JULY 1, 1980). NO BUILDING PERMIT WILL BE ISSUED UNTIL THIS VERIFICATION IS RECEIVED. I PERSONALLY PLAN TO PROVIDE THE MAJOR LABOR AND MATERIALS FOR CONSTRUCTION OF THE PROPOSED PROPERTY IMPROVEMENT. (YES OR NO) 2. VE VE NOT) 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 CONTRACTORS LICENSE NO 4. I PLAN TO PROVIDE PORTIONS OF THE WORK, BUT I HAVE HIRED THE FOLLOWING PERSON TO COORDINATE, SUPERVISE, AND PROVIDE THE MAJOR WORK: ADDRESS CITY PHONE CONTRACTORS 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 Description: SHOP/GARAGE 3150 SQ.FT. Reference Number: B06-2845 Applicant Name: JOHNSON, REVOCABLE TRUST Signature of Property Owner: Date: /z / d Butte County Department of Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 75965 (530) 538-7266 Telephone (530) 538-7171 Fax www.buttecounty.net/dds National pollutant Disharche Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACRE 1 Reference Number: B06-2845 Location: 10000 BRUNSWICK LN Parcel Number: 040-100-073 Owner Name: JOHNSON, REVOCABLE TRUST Description: SHOP/GARAGE 3150 SQ.FT. Date: 12/14/2006 By: TMP Sub Type: Private Garage/Shop Phone: (530) 894-1934 By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the state of California Regional Water Quality Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for this project that disturbes one acre or more of land may result in revocation of grading and/or other permits or other santions provided by law. Signed: Title:,�y-� FILE Date: 12/14/2006 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 75965 (530) 538-7601 Telephone (530) 538-7785 Fax www.buttecounty.net/dds OWNER -BUILDER INFORMATION An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "owner -builder" you are the responsible party 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 $500 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 employer, you must register with the state and federal government 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 to you if you do not cavy out these obligations, and these risks are especially serious with respect to workers' compensation insurance. ° For more specific information about your obligations under federal law, contact the Internal Revenue Service (and, if you wish, the U.S. Small business Administration). For more specific information about your obligations under 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 perforin their work personally or through thier own employees, without a license contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractor 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 contacting the Contractors' State License Board's automated telephone information system at I-800-321 -CLSB (2752) or by accessing thier website at www.CSLB.ca.gov. PLEASE COMPLETE AND RETURN THE ENCLOSED OWNER -BUILDER VERIFICATION FORM SO THAT WE CAN CONFIRM THAT YOU ARE AWARE OF THESE MATTERS. THE BUILDING PERMIT WILL NOT BE ISSUED UNTILL THE VERIFICATION IS RETURNED. OWNER BUILDER VERIFICATION PLEASE COMPLETE THIS FORM AS REQUIRED BY THE STATE OF CALIFORNIA (SENATE BILL NO. 831 EFFECTIVE JULY 1, 1980). NO BUILDING PERMIT WILL BE ISSUED UNTIL THIS VERIFICATION IS RECEIVED. 1. I PERSONALLY P TO PROVIDE THE MAJOR LABOR AND MATERIALS FOR CONSTRUCTION OF THE PROPOSED PROPERTY IMPROVEMENT. (YE OR NO) 2. 1 VE VE NOT) SIGNED AN APPLICATION FOR A BUILDING PERMIT FOR THE PROPOSED WORK. 3. 1 HAVE CONTRACTED WITH THE FOLLOWING PERSON (FIRM) TO PROVIDE THE PROPOSED CONSTRUCTION: NAME ADDRESS CITY PHONE CONTRACTORS LICENSE NO 4. I PLAN TO PROVIDE PORTIONS OF THE WORK, BUT I HAVE HIRED THE FOLLOWING PERSON TO COORDINATE, SUPERVISE, AND PROVIDE THE MAJOR WORK: NAME ADDRESS CITY PHONE CONTRACTORS 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 Description: SHOP/GARAGE 3150 SQ.FT. Reference Number: B06-2845 Applicant Name: JOHNSON, REVOCABLE TRUST Owner's Name: JOHNSON, REVOC/1 LE TRUST AP # : 040-100-073 Signature of Property Owner: /' Date: JDUT-TE COUNTY DEPARTMENT OF Punic HEALTH ..ENVIRONMENTAL HEALTH DDRSiON ENVIRONMENTAL HEALTH CLEARANCE REVIEW A Clearance is a review by Environmental Health to assist the applicant in the Building Permit process by verifying compliance with the requirements of the Uniform Plumbing Code regarding minimum standards for sewage and water systems. A Clearance remains valid when: ➢ The parcel will be served by existing water and sewage systems determined by the Division to be adequate for the proposed use, or ➢ The parcel will be served by individual well and septic systems, not yet constructed, but under current, non -expired permits Owner Name Site Add Project Type Single Family ce with APN QAfQ — 106'—C273 City AR/)*W ❑ Other (Describe): File Records Review Will the parcel be served by a public/community water system? ❑ Yes C "0 ➢ If yes, what is the name of the system? ➢ If no, is there a valid well permit on file? \ ❑ Ye ❑ No ➢ If finalled, what was the date of the final? 1Av� Will the parcel be served by a public/community sewer system? ❑ Yeso ➢ If yes, what is the name of the system? ➢ If no, is there a valid septic permit on file? ➢ If finalled, what was the date of the final? ,ET'Yes ❑ No Will adequate setbacks to water or sewer systems be maintained�es ❑ No Comments ** Official Use Only Below This Line "** BUILDING DEPARTMENT: PLEASE DO NOT FINAL THE PERMIT UNTIL ENVIRONMENTAL HEALTH HAS SIGNED PART TWO OF THIS CLEARANCE. Part One: Clearance for Building Permit Approval 177 ,/,, EHS Da Plan Attached !XYFIkor Plan Attached ❑ Pt 1 Sent to DDS: Part Two: Clearance for Building Permit Final EHS Date ❑ Pt 2 Sent to DDS: Revision August 21, 2006' P:IFormslCtearance.doc 202 MIRA LOMA DRIVE 411 MAIN STREET/ P.O. Box 5364 7 COUNTY CENTER DRIVE Oroville, CA 95965 Chico, CA 95927 Oroville, CA 95965 TEL: (530) 538-7282 TEL: (530) 891-2727 TEL: (530) 538-7281 FAX: (530) 538-2165 FAX: (530) 895-6512 FAX: (530) 338-7785 VerticalTechnology Engineering . - r 383 Rio Lindo Ave Suite 200, Chico, CA 95926 Ph. (530) 899-8716 Fax (530) 899-1102 Email vertech@sbcglobal.net Structural Calculations Client: Kurt Johnson Project: Metal Building Location: Durham. CA _ Paw CWS /0. D. y 0 PA � r -No.Sa..,s-< Exp. 6/30/U3 P1 r BUTTE COUNT- BUILDING O11fVTBLitLDiNG DIVISION APPROVED Attention: This engineer is not responsible for on to inspe 'on to assure compliance with the standards, sizes, materials, or workmanship specified erein. T is engineer is not responsible for any structural element or system not specifically noted in this se of specifications unless `authorized in writing by this engineer. Workmanship is to be of the Nighes quality and in all cases follow accepted construction practice, the latest edition of the Uniform Wing Code, and local building department standards. w VerTech Engineering Project Kurt Johnson Metal Building Engineer: CR Date 10/24/2006 Design of: Foundations Soil Bearing 1500 psf Skin Friction to resist uplift 300 psf BUILDING CAX31119 Sqr Ftg for Resistave OTM Gravi(kips) Soil Bearing Thickness Length Width Uplift Safty Grid DL LL Uplift kis Min Size ft ft ft ft Load Obs Factor 0.68 6.82 17.18 3.00 2.5 4.00 x 4.00 18.60 1.08 1A 113 0.68 6.82 23.38 3.00 2.5 5.00 x 5.00 24.71 1.06 1D 0.68 6.82 23.38 3.00 2.5 5.00 x 5.00 24.71 1.06 1F 0.68 6.82 17.18 3.00 2.5 4.00 x 4.00 18.60 1.08 1G 0.68 6.82 17.18 3.00 2.5 4.00 x 4.00 18.60 1.08 2A 2.17 15.47 27.28 4.00 3 5.00 x 5.00 29.59 1.08 2G 1.50 9.56 9.22 3.00 2 3.00 x 3.00 10.84 1.18 3A 1.95 13.60 23.99 4.00 3 4.50 x 4.50 25.77 1.07 3G 1.35 8.40 8.10 3.00 2 2.50 x 2.50 9.01 1.11 4A 0.68 6.82 17.18 3.00 2.5 4.00 x 4.00 18.60 1.08 4C 0.68 6.82 17.18 3.00 2.5 4.00 x 4.00 18.60 1.08 4E 0.68 6.82 20.98 3.00 2.5 4.50 x 4.50 21.55 1.03 4G 0.68 6.82 20.98 3.00 2.5 4.50 x 4.50 21.55 1.03 BUILDING CAX31146 Sqr Ftg for Resistave OTM Gravi (kips) S0i1 Bearing Thickness Length Width Uplift Safty Grid DL LL U lift kis Min Size ft ft ft ft Load Obs Factor 1A 0.56 2.63 5.02 2.00 1.5 2.00 x 2.00[5.85 5.85 1.17 1 B 0.50 2.57 5.02 2.00 1.5 2.00 x 2.00 1.17 2A 0.56 2.68 5.02 200 1.5 2.00 x 2.005.85 1.17 2B 0.50 2.57 5.02 2.00 1.5 2.00 x 2.005.85 1.17 w VerTech Engineering Project: Kurt Johnson Metal Building Engineer: CR Anchorage Per U.B.C. 1923.3.1-.4 Vdl = 0.50 Pdl = -2.17 VII = 3.64 PH = -15.47 VW = 8.37 PW = 27.28 Veq = 0.00 Peq = 0.00 Vu = 15.84 Kips, Factored Shear Pu = 33.51 Kips, Factored Tension Ab = 0.44 int, Single Bolt Area f's= 60 ksi, Bolt Strength f'c= 2.5 ksi, Concrete Strength As= 784 int, Sloping Shear Area At = 16 int, Tension Area de = 0 in, edge distance(0 = N/A) # bolts= 4 Total # of Bolts # Rows = 2 Total # of Rows 0 = 0.65 Strength Reduction Factor L = 1 1 fpr Normal Concrete Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Pss= 0.9*Ab*f's 0*Pc= OL*(f'c)'/z*[4*Ap] Vss= 0.75*Ab* f's 0*Vc= 0*800*Ab*L*(f'c)'/z 0*Vc= 0*2*7*dei" L*(f'c)1/ Lines 2A, 2G, 3A, 3G i = (1/0)*[(2Pu/Pc)2 + (2VuNc)g i = 0.59 < 1 OK!! i = (1/0)*(20u/Pc) i = 0.66 < 1 OK!! i = (1/0)*(2VuNc) i = 0.69 < 1 OK!! i = (2Pu/Ps)2 + (2VuNs)2 i = 0.65 < 1 OK!! i = (2Pu/Ps) i = 0.70 < 1 OK!! i = (2VuNs) i = 0.40 < 1 OK!! 2 Date 10/24/2006 Use: 0.75 inch dia. A.B.'s 16 inch embed. Pss= 23.86 Kips 0*Pc= 101.92 Kips Vss= 19.88 Kips 0*Vc= 45.95 Kips 0*Vc= 0.00 Kips VerTech Engineering Project: Kurt Johnson Metal Building Engineer: CR Anchorage Per U.B.C. 1923.3.1-.4 Vdl = 0.20 Pdl = VII = 0.00 PII = Vw = 2.50 PW = Veq = 0.00 Peq = Vu = Pu = Ab = f's= f'c= As = At = de = # bolts= # Rows = 0= L= -0.68 -6.82 17.18 0.00 3.40 Kips, Factored Shear 21.72 Kips, Factored Tension 0.44 int, Single Bolt Area 60 ksi, Bolt Strength 2.5 ksi, Concrete Strength 576 int, Sloping Shear Area 0 int, Tension Area 0 in, edge distance(0 = N/A) 2 Total # of Bolts 1 Total # of Rows 0.65 Strength Reduction Factor 1 1 fpr Normal Concrete Special Inspection provided (y/n)? Anchor Embedded In Tension Zone(y/n)? rn n Pss= 0.9'Ab' f's O'Pc= OL'(f'c)'/'[4'Ap] 0.75'Ab' f's O'800'Ab'L'(f'c)'/ O'2'¶'de2'L'(f'c)'/ 3 Date 10/24/2006 Worst Case (2) A.B. connection i = (1/O)'[(2Pu/Pc)2 + (2Vu/Vc)2] i = 0.28 < 1 OK!! i = (1/O)'(2Pu/Pc) i = 0.58 < 1 OK!I i = (1/O)'(2VuNc) i = 0.30 < 1 OK!! i = (2Pu/Ps)2 + (2VuNs)2 i = 0.86 < 1 OKI! i = (2Pu/Ps) i = 0.91 < 1 OKI! i = (2VuNs) i = 0.17 < 1 OKI! Use: 11 0.75 inch dia. A.B.'s 16 inch embed. Pss= 23.86 Kips O'Pc= 74.88 Kips Vss= 19.88 Kips O'Vc= 22.97 Kips O'Vc= 0.00 Kips VerTech Engineering Project: Kurt Johnson Metal Building Engineer CR Date 10/24/2006 Hairpin Design (worst case) Vu= 1.4*DL + 1.7*LL 0.9*DL + 1.3*LL 0.750.4*DL + 1.7*LL + 1.7W) 0.750.4*DL + 1.7*LL + 1.7EQ) Vu=0.9*Area'd*(fs)*cos(q) Areq'd = Vu/(0.9*(fs)*cos(q)) Use: 1 # 5 bar F -Horizontal Force DL= 0.50 kips LL= 3.64 kips W= 8.37 kips EQ= 0.00 kips Angle q= 30 deg Steel Grade fs= 60 ksi = 6.888 kips 5.182 kips 15.838 kips governs 5.166 kips Areq'd= 0.403 int As= 0.614 in2 6 VerticalTechnology Engineering 383 Rio Lindo Ave Suite 200, Chico, CA 95926 Ph. (530) 899-8716 Fax (530) 899-1102 Email vertech@sbcglobal.net Structural Calculations Client: Kurt Johnson Project: Metal Buildin( Location: Durham, CA D. yG _ dd � Z No. Exp. 6/30l.�� OF ray ;Ffl BUTTE COUNTY 1 ,. DIVISION APPR ,1♦ S)7� 1 i Attention: This engineer is not responsiblefor on to n e ion to assure compliance with the standards, sizes, materials, or workmanship specified erein. T is engineer is not responsible for any structural element or system not specifically noted in Ithis se of specifications unless authorized in . writing by this engineer. Workmanship is to be of the Nighes quality and in all cases follow accepted construction practice,' the latest edition of the Uniform 8,yiWing Code, and local building department standards. BUTTE COUNTY BUILDING DIVISION APPROVED VerTech Engineering ProjeCt: Kurt Johnson Metal Building I Engineer: CR Date 10/24/2006 Design of: Foundations Soil Bearing 1500 psf Skin Friction to resist uplift 300 psf BUILDING CAX31119 Sqr Ft g for Resistave OTM Gravi (kips) Soil Bearing Thickness Length Width Uplift Safty Grid DL LL Uplift kis Min Size ft ft ft ft Load lbs Factor 1A 0.68 6.82 17.18 3.00 2.5 4.00 x 4.00 18.60 1.08 1B 0.68 6.82 23.38 3.00 2.5 5.00 x 5.00 24.71 1.06 ID- 0.68 6.82 23.38 3.00 2.5 5.00 x 5.00 24.71 1.06 1F 0.68 6.82 17.18 3.00 2.5 4.00 x 4.00 18.60 1.08 1G* 0.68 6.82 17.18 3.00 2.5 4.00 x 4.00 18.60 1.08 2A 2.17 15.47 27.28 4.00 3 5.00 x 5.00 29.59 1.08 2G 1.50 9.56 9.22 3.00 2 3.00 x 3.00 10.84 1.18 3A 1.95 13.60 23.99 4.00 3 4.50, x 4.50 25.77 1.07 3G 1.35 8.40 8.10 3.00 2 2.50 x 2.50 9.01 1.11 4A 0.68 6.82 17.18 3.00 2.5 4.00 x 4.00 18.60 1.08 4C 0.68 6.82 17.18 3.00 2.5 4.00 x 4.00 18.60 1.08 4E 0.68 6.82 20.98 3.00 2.5 4.50 x 4.50 21.55 1.03 4G 0.68 6.82 20.98 3.00 2.5 4.50 x 4.50 21.55 1.03 BUILDING CAX31146 Sqr Ftg for Resistave OTM I Gravi (kips) Soil Bearing Thickness Length Width Uplift Safty Grid DL LL Uplift kis Min Size ft ft ft ft Load (lbs).1 Factor 1A 0.56 2.63 5.02F2.00 0 1.5 2.00 x 2.00 5.85 1.17 1B 0.50 2.57 5.020 1.5 2.00 x 2.00 5.85 1.17 2A .0.56 2.68 5.020 1.5 2.00 x 2.00 5.85 1.17 2B 0.50 2.57 5.02 1.5 2.00 x 2.00 5.85 1.17 BUTTE COUNTY BUILDING DIVISION APPROVED VerTech Engineering Project: Kurt Johnson Metal Building Engineer: CR Anchorage Per U.B.C. 1923.3.1-.4 Vdl = 0.50 Pdl = -2.17 VII = 3.64 PH = -15.47 VW = 8.37 Pw = 27.28 Veq = 0.00 Peq = 0.00 Vu = 15.84 Kips, Factored Shear Pu = 33.51 Kips, Factored Tension Ab = 0.44 int, Single Bolt Area f's= 60 ksi, Bolt Strength f'c= 2.5 ksi, Concrete Strength As = 784 int, Sloping Shear Area At = 16 int, Tension Area de = 0 in, edge distance(0 = N/A) # bolts= 4 Total # of Bolts # Rows = 2 Total # of Rows 0 = 0.65 Strength Reduction Factor L = 1 1 fpr Normal Concrete pecial Inspection 'ovided (y/n)? n ichor Embedded In :nsion Zone(y/n)? n Pss= 0.9*Ab* f's 0*Pc= OL*(f'c)'/2*[4*Ap] as= 0.75*Ab* f's "Vc= 0*800*Ab*L*(f'c)'/2 'Vc= 0*2*¶*de2*L*(f'c)'/ Lines 2A, 2G, 3A, 3G i = (1/0)*[(2Pu/Pc)2 + (2VuNc)g I = 0.59 < 1 OKII i = (1/0)*(2Pu/Pc) i 0.66 < 1 OKII I = (1/0)*(2VuNc) i = 0.69 < 1 OKI! I = (2Pu/Ps)? + (2VuNs)2 i = 0.65 < 1 OKI! i = (2Pu/Ps); i = 0.70 < 1 OKI! i = (2VuNs) i = 0.40 < 1 OKII 2 - Date 10/24/2006 " "Use: 0.75 inch dia. A.B.'s 16 inch embed. Pss= 23.86 Kips 0*Pc= 101.92 Kips Vss= 19.88 Kips 0*Vc= 45.95 Kips 0*Vc= 0.00 Kips BUTTE COUNTY BUILDING DIVISION APPROVED VerTech Engineering Project: Kurt Johnson Metal Building Engineer: CR Anchorage Per U.B.C. 1923.3.1-.4 0.75 inch dia. A.B.'s - 16 inch embed. Vdl = 0.20 Pdl = I VerTech Engineering Project: Kurt Johnson Metal Building Engineer: CR Anchorage Per U.B.C. 1923.3.1-.4 0.75 inch dia. A.B.'s - 16 inch embed. Vdl = 0.20 Pdl = -0.68 VII = 0.00 PH = -6.82 Vw = 2.50 Pw = 17.18 Veq = 0.00 Peq = 0.00 Vu = Pu = Ab = f's= f'c= As = At = de = # bolts= # Rows = 0= L= 3.40 Kips, Factored Shear 21.72 Kips, Factored Tension 0.44 int, Single Bolt Area 60 ksi, Bolt Strength 2.5 ksi, Concrete Strength 576 int, Sloping Shear Area 0 int, Tension Area 0 in, edge distance(0 = N/A) 2 Total # of Bolts 1 Total # of Rows 0.65 Strength Reduction Factor 1 1 fpr Normal Concrete Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Pss= 0.9*Ab* f's 0*Pc= OL*(f'c)'/2*[4*Ap] 0.75*Ab* f's 0*800*Ab*L*(f'c)'/2 0*2*1*de2*L*(f'c)'/2 3 Date 10/24/2006 Worst Case (2) A.B. connection i = (1/0)*[(2Pu/Pc)2 + (2VuNc)g j= 0.28 < 1 OKII i = (1/0)*(2Pu/Pc) i = , 0.58,< 1 OKII i = (1/0)*(2VuNc) i = 0.30 < 1 OK! l i = (2Pu/Ps)? + (2VuNs)2 i = 0.86 < 1 OKI! i = (2Pu/Ps)' i = 0.91 < 1 OKI! i = (2VuNs) i= 0.17 <1 OK!! Use: 0.75 inch dia. A.B.'s - 16 inch embed. Pss= 23.86 Kips 0*Pc= 74.88 Kips Vss= 19.88 Kips 0*Vc= 22.97 Kips 0*Vc= 0.00 Kips BUTTE COUNTY BUILDING DIVISION APPROVED. VerTech Engineering Project: Kurt Johnson Metal Building Engineer CR Date 10/24/2006 Hairpin Design (worst case) Vu= 1.4*DL + 1.7*LL 0.9*DL + 1.3*LL 0.750.4*DL + 1.7*LL + 1.7W) 0.750.4*DL + 1.7*LL + 1.7EQ) Vu=0.9*Area'd*(fs)*cos(q) Areq'd = Vu/(0.9*(fs)*cos(q)) Use: 1 # 5 _ bar Areq'd= As= F -Horizontal Force DL= 0.50 , LL= 3.64 VerTech Engineering Project: Kurt Johnson Metal Building Engineer CR Date 10/24/2006 Hairpin Design (worst case) Vu= 1.4*DL + 1.7*LL 0.9*DL + 1.3*LL 0.750.4*DL + 1.7*LL + 1.7W) 0.750.4*DL + 1.7*LL + 1.7EQ) Vu=0.9*Area'd*(fs)*cos(q) Areq'd = Vu/(0.9*(fs)*cos(q)) Use: 1 # 5 _ bar Areq'd= As= F -Horizontal Force DL= 0.50 kips LL= 3.64 kips W= 8.37 kips EQ= 0.00 kips Angle q= 30 deg Steel Grade fs= 60 ksi 6.888 kips 5.182 kips 15.838 kips governs 5.166 kips 0.403 in2 0.614 zin2 BUTTE COUNTY BUILDING DIVISION APPROVED XAAVerTech Engineering, Inc. r M Rb LrcbAye. #200, Chim, C4,95926 Ph. (530)899-8716 Rv(530)899-1102 ech February 26, 2007 RE: Kurt Johnson Metal Building, Durham, CA To Whom it May Concern: At the contractors option, the foundations may be constructed using an 8" poured in place stem with the same reinforcing and footing as shown on plan, see detail C/S1. A poured. in place concrete pilaster may- be constructed for the metal building supports with the same dimensions' and 'reinforcement as shown on plan, see detail A/S1. The slab on grade and grade beam shall be not be modified and constructed as shown on plan.. �QQROFESSj Sincerely,SCO D. yGcc ' No. S 4732 -< Exp. 6/30/-.- Mike /30/:Mike Hubleyl sr Uc.TV P S.E.RF CALtiF���`� BUTTE COUNTY BUILDING DIVISION APPROVED BUTTE COUNTY MAR 0 12007 ::L VELOPMENT SERVICES BUTTE COUNTY FEB 2' 6 2007 DEVELOPMENT SERVICES STEELWISE, LLC 8774 YATES DRIVE, SUITE 135 WESTMINSTER, CO 80031 FRAMING SUMMARY FOR STEELWISE, LLC 8774 YATES DRIVE, SUITE 135 WESTMINSTER, CO 80031 KURT JOHNSON 9436 CORBETT CT. DURHAM, CA 95938 CAX31146 BUILDING DATA a Width (ft) = 20.0 Length (ft) = 22.5 Eave Height (ft) = 10.3/ 12.0 Roof Slope (rise/12) = 1.00 Dead Load (psf ) = 2.00 Live Load (psf ) = 20.00 i i 0.00 Wind Speed(mph ) = 90.0 Wind Code = CBC 01 Closed/Open = P Exposure = 6 Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Zone = 3 Seismic Coeff (Ca) = .C/ BUTTE COUNTY FEB 2' 6 2007 DEVELOPMENT SERVICES STEELWISE, LLC 8774 YATES DRIVE, SUITE 135 WESTMINSTER, CO 80031 FRAMING SUMMARY FOR STEELWISE, LLC 8774 YATES DRIVE, SUITE 135 WESTMINSTER, CO 80031 KURT JOHNSON 9436 CORBETT CT. DURHAM, CA 95938 CAX31146 BUILDING DATA Width (ft) = 20.0 Length (ft) = 22.5 Eave Height (ft) = 10.3/ 12.0 Roof Slope (rise/12) = 1.00 Dead Load (psf ) = 2.00 Live Load (psf ) = 20.00 Collat. Load (psf ) = 0.00 Wind Speed(mph ) = 90.0 Wind Code = CBC 01 Closed/Open = P Exposure = C Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Zone = 3 Seismic Coeff (Ca) = 0.36 Designer = JWF 9/26/06 j —. oeeeo�,9isaoaooseage 44e. Q?Df ESS/ONS°°°° 00 S NfZso CIO ; No 040442 cc xp. 3/31/07 CIVIL ��Q o16 °°qTF OF CNV a 41400 JAN 212007 r BUTT, C-: C,(j-AJNTy BUILDING DNN�.) IDPRO kuu 't CAX31146 FRAMING SUMMARY: Roof 9/26/06 7:05am PURLIN LAYOUT: Surface Purlin Surf _Ext Stub_Purlin Total Peak Set_Space- Id Type Left Right Left Right Rows Space Space Row ------- ------ ----- ----- ----- ----- ----- ----- ----- --- 2 ZB 0.00 0.00 N N 5 3.000 PURLIN & EAVE STRUT SIZE: Surface Bay Purlin-Purlin_Lap- IS_Flg Eave_B_SW Eave_F_SW Id Id Size Left Right Strap Strut Strut ------- ----------- ----- ----- ------ -------- -------- 2 1 1OX25Z14 0 10ES1L14 10ES1H14 ROOF BRACING: Bay Brace AttachmentLocation Id Type 0.0 20.0 --- ----- ----- ----- .'1 Cable 0.250 BOLTS AT EAVE STRUT: Wall Frame Line Id Id Type 2 1 RF 2 2 RF 4 2 RF 4 1 RF Lap ------- Bolt—Size ------ Plate No. Type Dia Washer CAX31146 FRAMING SUMMARY: Left Endwall 9/26/06 7:05am GIRTS: Girt IS_Flg ,Type Strap ZF 0 CAX31146 FRAMING SUMMARY: Roof 9/26/06 7:05am PURLIN LAYOUT: Surface Purlin Surf _Ext Stub_Purlin Total Peak Set_Space- Id Type Left Right Left Right Rows Space Space Row ------- ------ ----- ----- ----- ----- ----- ----- ----- --- 2 ZB 0.00 0.00 N N 5 3.000 PURLIN & EAVE STRUT SIZE: Surface Bay Purlin-Purlin_Lap- IS_Flg Eave_B_SW Eave_F_SW Id Id Size Left Right Strap Strut Strut ------- ----------- ----- ----- ------ -------- -------- 2 1 1OX25Z14 0 10ES1L14 10ES1H14 ROOF BRACING: Bay Brace AttachmentLocation Id Type 0.0 20.0 --- ----- ----- ----- .'1 Cable 0.250 BOLTS AT EAVE STRUT: Wall Frame Line Id Id Type 2 1 RF 2 2 RF 4 2 RF 4 1 RF Lap ------- Bolt—Size ------ Plate No. Type Dia Washer CAX31146 FRAMING SUMMARY: Left Endwall 9/26/06 7:05am GIRTS: Girt IS_Flg ,Type Strap ZF 0 f , GIRT LOCATION: Bay No. Id Girt 1 0 Girt—Location CAX31146 FRAMING SUMMARY: Right Endwall 9/26/06 7:05am GIRTS: Girt IS_Flg Type Strap ZF 0 GIRT LOCATION: Bay No. Girt—Location Id Girt 1 0 CAX31'146 FRAMING SUMMARY: Front Sidewall 9/26/06 7:05am GIRTS: Girt IS_Flg Type Strap ZF 0 GIRT LOCATION: Bay No. Girt—Location Id Girt 1 0 CAX31146 FRAMING SUMMARY: Back Sidewall 9/26/06 7:05am GIRTS: n C Girt IS_Flg Type Strap ZF 0 GIRT LOCATION: Bay No. Id Girt 1 0 Girt Location r� r" �: Miracle Steel Corporation Design Calculations CUSTOMER: Kurt Johnson Job Number 429235 CONTACT: Kurt Johnson ADDRESS: 9436 Corbett Court CITY, STATE LP: Durham CA 95938 PHONE / FAX / MOBILE: 530-345-0085 Delivery Address: 10000 Brunswick Lane Delivery City,State,Z/P Durham CA 95938 County: Butte Structure Type: ASTM A529 50 ksi Structural Tubing Straightwall Structure Designation: ASTM A653 Grade 40 up to .048 48-16 Loading: Wind velocity 90 mph Design Wind Pressure 23.43 psf Design Roof Live Load 40.00 psf Design Dead Load 5.00 psf Seismic Zone 3 Structure Data: Width 48.00 Eave Height 16.00 Bay Spacing 12.00 Roof Pitch/12 4.00 Length ' 72.00 Material Data: Structural Steel ASTM A529 50 ksi Rods and flats ASTM A529 50 ksi Structural Tubing ASTM A500 46 ksi Light Gauge Steel ASTM A653 Grade 40 up to .048 ASTM A570 Grade 50 over .048 thickness High Strength Bolts ASTM A325 Lumber Purlins WWPA Spruce -Pine -Fir No. 2 or Equivalent Purtin Size 2X10 Girls WWPA Spruce -Pine -Fir No. 2 or Equivalent Girt Size 2X6 Design Notes: 1. Design per California Building Code 2001 and UBC Uniform Building Code 1997 2. Load and Resistance Factor Design (LRFD) per AISC and AISI 3. The lateral stability of the trusses and columns has been assumed to be provided by the attached sheeting and siding materials 4. The foundation is the responsibility of the customer and shall be designed �QQUE0 to meet local soil conditions and to support the design vertical and lateral forces EXP. CH2200� rn 38 9� CIVIL IA- CALIf0� I Mar 2 3 z007 .. 19811 C. u cul 1 BUTTE COUNTY BUTM COUNTY BUILUDUG D1Vjsj0, AY 2 9 2007 APPROVEr-- Lj (DEVELOPMENT 7-945- SERVICES STRUCTURE DESIGN CUSTOMER: Kurt Johnson JOB NO: 429235 TYPE: Straightwall DESIGNATION: 48-16 FILENAME: T429235 DIRECTIORY: TRUSS SUB DIR: T48 TRUSS INFORMATION Width 1 48.00 ft Eave Height 16.00 ft Truss Data DATE: 07 -May -07 LENGTH: 72.00 WIND LOAD: 23.43 psf LIVE LOAD: 40.00 psf 2:50 PM Steel Spec: F A529 Design Effective Design Design Strength Strength Strength 0- It -ti- Ah, Thir4 i., A- i„A7 c„ timin r.,..-,. Length in. r,....., n Sartinn oe,..,:,.,. LO1 Leg -Outside SA020203 1 2 0.1875 1.43 50 64.53 24 54.6 1.000 0.38 17.10 LI1 Le -inside SA020204 1 2 0.2500 1.87 50 84.36 24 71.1 1.000 0.49 22.23 RT1 Roof -Top SA020203 1 2 0.1875 1.43 50 64.53 24 54.6 1.000 0.38 17.10 R61 Roof -Bottom SA020203 1 2 0.1875 1.43 50 64.53 48 39.2 1.000 0.38 17.10 LC1 Leg Connection SA252505 1 4 0.3125 5.88 50 264.46 32 219.5 1.000 1.93 86.76 PC1 Peak Connection SA252505 1 1 4 10.3125 5.88 1 50 264.46 1 28 226.2 1.000 1 1.93 86.76 LX1 Leg-continuaton SA151503 1 1 2 10.1875 1.53 50 68.76 28 49.5 1.000 0.21 9.36 BP1 Leg BP14 1 1 10.7500 5.25 36 170.10 10 159.7 1.000 4.16 134.78 L12 Leg SA020204 1 2 0.2500 1.87 50 84.36, 18 74.7 1.000 0.49 22.23 RT2 Roof SA020203 1 2 0.1875 1.43 50 64.53 30 51.3 1.000 0.38 17.10 R132 Roof SA020203 1 2 0.1875 2.55 50 114.75 36 84.5 1.000 0.38 17.10 OH1 Overhang SA151503 1 1 0.1875 0.53 50 23.80 24 18.42 1.000 0.21 9.45 OH2 Overhang SA151503 1 1 0.1875 0.53 50 23.80 36 14.36 1.000 0.76 34.20 LD1 Le -Dia onals TS151514 1 1 1 10.0750 0.47 46 19.46 17 17.26 1.000 0.21 8.69 LD2 Leg -Diagonals TS151514 2 1 0.0750 0.47 46 19.46 24 16.21 1.000 0.21 8.69 LD3 Leg -Dia onals TS151514 3 1 0.0750 0.47 46 19.46 19 16.99 1.000 0.21 8.69 LD4 Leg -Diagonals TS151514 4 1 0.0750 0.47 46 19.46 24 16.21 1.000 0.21 8.69 LD5 Leg -Diagonals TS151511 5 1 0.1200 0.66 46 27.32 19 23.92 1.000 0.28 11.69 RD1 Roof -diagonal TS151514 1 1 0.0750 0.47 46 19.46 33 14.50 1.000 0.21 8.69 RD2 Roof -diagonal TS151511 2 1 1 10.1200 0.66 46 27.32 33 20.52 1.000 0.28 11.69 RD3 Roof -diagonal TS152511 4 0 0.1200 0.00 46 0.00 0 0.00 1.000 0.00 0.00 RD4 Roof-dia onal SA010102 5 1 0.1250 0.24 50 10.58 24 3.35 1.000 0.03 1.40 Roof-diagonal ffLX2 RD12 5 0 0.7500 0.00 50 0.00 0 0.00 1.000 0.00 0.00 Le -continuaton SA151503 1 2 0.18751 1.06 1 50 1 47.60 1 26 35.6 1 1.000 1 0.21 9.36 2 MIRACLE STEEL CORPORATION STRUCTURE LOADING Transverse Condition CUSTOMER: Kurt Johnson Ground Job Number: 429235 Roof Str. Type: Straightwall Design �. Str. Code: 48-16 Snow Total Height 24 Snow Mean Roof Height 20 Roof Snow Design CODE 3 UBC 1997 Building Use 2 Normal Occupancy Exposure Category 3 C Open Terrain . Terrain (snow ) 1 Normal Thermal Condition 1 Normal Wind Criteria 3 UBC Hurricane coastline 3 0.000 Snow Criteria 3 UBC LIVE LOAD Design Roof Load 40.00 psf .40 DATE: 7 -May -07 11:53 AM LENGTH: 72.00 WIND SPEED: 90 mph WIND LOADING Design Wind Pressure 23.43 psf Basic Velocity Pressure: Oz =.00256' V` Wind Basic Design Code @ref.Ht Wind Velocity Ce Kzt Importance Velocity Factored Factored Type mph Criteria Pressure I Pressure timesf.3 times0.8 Max Wind Load UBC 1997 90 UBC 1997F20.74 psf 1.130 1.00 1 23.43 30.46 18.75 Calculated Velocity Pressure 20.736 Calculated wind load greater than input wind load. Larger load used Pressure Coefficients . Roof Pitch h/L= 0.42 4/12 Angle= 18.44 Roof Coefficients Loaded Area 24.00 Windward Roof Leeward Roof Inward Pressure Wall Coefficients Windward Leeward Cq Ground Snow Important Roof Min. Roof Design �. Code Snow Snow Exposure Factor Ct Snow Snow Roof Snow Type Criteria psf I psf psf psf. I Roof Load UBC 1997 UBC 1997 0 0.70 1.00 1.00 0.00 0.00 0.00. Note: , WIND LOADING Design Wind Pressure 23.43 psf Basic Velocity Pressure: Oz =.00256' V` Wind Basic Design Code @ref.Ht Wind Velocity Ce Kzt Importance Velocity Factored Factored Type mph Criteria Pressure I Pressure timesf.3 times0.8 Max Wind Load UBC 1997 90 UBC 1997F20.74 psf 1.130 1.00 1 23.43 30.46 18.75 Calculated Velocity Pressure 20.736 Calculated wind load greater than input wind load. Larger load used Pressure Coefficients . Roof Pitch h/L= 0.42 4/12 Angle= 18.44 Roof Coefficients Loaded Area 24.00 Windward Roof Leeward Roof Inward Pressure Wall Coefficients Windward Leeward Cq P Roof Load -0.90 -21.09 -506.12 -0.70 -16.40 -393.65 0.30 7:03 168.71 JB 0.666666667 Cq P Wall Load 0.80 18.75 449.89 -0.50 -11.72 -281.18 Roof Overhang (Applied to bottom surface of windward overhang) Cp G GCp Area Load Windward 0.8 1.28 1.024 36 863.78545 5/7/2007, 11:53 AM -File: S429235 MIRACLE STEEL CORPORATION STRUCTURE LOADING Transverse Condition CUSTOMER: Kurt Johnson Job Number: 429235 0.9486833 SNOW FORCES Roof Angle= Balanced Snow 18.44 (bay spacing x girt spacing) (load area x cos(roof slope) 0.32 Roof Load Force X Force Y -506.12 -160.05 -480.15 -393.65 -124.48 -373.45 168.71 53.35 160.05 Wall Load Force X Force Y 449.89 449.89 0.00 -281.18 -281.18 0.00 5/7/2007, 11:53 AM File: S429235 2 4 Load Area 24 Horizontal Projection 22.77 Roof slope factor Cs 1.00 Roof Force 910.74 UnBalanced Snow Windward Side 0.00 Leeward Side 0.00 WIND FORCES Roof Angle= 18.44 Roof Forces Roof Load Force X Force Y Windward Roof -21.09 -6.67 -20.01 Leeward Roof -16.40 -5.19 -15.56 Inward Pressure 7.03 2.22 6.67 1 is normal to the surface Wall Forces Wall angle= 0.00 Wall Load Force X Force Y Windward 18.75 18.75 0.00 Leeward -11.72 -11.72 0.00 (bay spacing x girt spacing) (load area x cos(roof slope) 0.32 Roof Load Force X Force Y -506.12 -160.05 -480.15 -393.65 -124.48 -373.45 168.71 53.35 160.05 Wall Load Force X Force Y 449.89 449.89 0.00 -281.18 -281.18 0.00 5/7/2007, 11:53 AM File: S429235 2 4 STRUCTURE LOADING Longitudinal Condition CUSTOMER: Kurt Johnson 18.44 Job Number: 429235 0.666666667 ' Str. Type: Straightwall 24.00 Sir. Code: 48.16 -0.70 Mean Roof Height 20 -393.65 Design CODE 3 UBC 1997 Building Use 2 - Normal Occupancy Exposure Category 3 C Open Terrain Terrain (snow ) 1 Normal Thermal Condition 1 Normal Wind Criteria 3 UBC Hurricane coastline 3 0.000 Snow Criteria 3 UBC WIND LOADING Design Wind Pressure 23.43 psf DATE: 17 -May -07 10:55 AM LENGTH: 72.00 WIND SPEED: 90 mph Basic Velocity Pressure: Qz =•00256' V Z Calculated wind load greater than input wind load. Larger load used Wind Basic Design Code @ref.Ht Wind Velocity Ce Kzt Importance Velocity Factored Factored Type mph Criteria Pressure I Pressure timesl.3 times0.8 Max Wind L UBC 1997 90 UBC 1997 20.74 psf 1.130 1.00 1 23.43 30.46 ' 18.75 Pressure Coefficients Roof Pitch 4/12 Roof Coefficients Windward Roof Leeward Roof Endwall Coefficients Windward Endwall Leeward Endwall SideWall 1 SideWall 4 h/L= 0.42 h/B= 0.277778 Angle= 18.44 UB 0.666666667 ' Loaded Area 24.00 Cq P Roof Load -0.70 -16.40 -393.65 -0.70 -16.40 -393.65 Cy P Roof Load 0.80 18.75 449.89 -0.50 -11.72 -281.18 -0.70 -16.40 -393.65 -0.70 -16.40 -393.65 SEISMIC DESIGN VALUES 429235 Truss Response Modification Coefficient R UBC Seismic Force Amplification Factor 2.8 Weight/truss 5335.26 Seismic Zone 1646.31 3 4609.66 pEh Seismic Zone Factor Ev (.5Cal) 0.3000 Endwall 6.00 Soil Profile Type 3.50 Sd 2.00 Weight/endwall Near Source Factor Na V 1 Em (2.2`V) 0.948683 Ca 2567.76 0.3600 Reliabilitity/Redundancy Factor 1 Importance 1 1 Snow Load Reduction factor 0.25 Truss Endwall Sidewall area 384.00 192.00 Roof area 683.05 512.29 Endwall area 960.00 TOTAL 1067.05 ft^2 1664.29 ft^2 Dead Load (Area'DL) 5 psf 5335.26 lbs 8321.44 lbs Total Snow Load 0.00 0.00 0.00 Reduced Snow load 0.00 0.00 TOTAL W 5335.26 lbs 8321.44 lbs Structure Total Truss 26676.30 Endwall 16642.89 Total 43319.19 Seismic Response 3.0'1'Ca'W/R Vertical Effect 0.5`CaID 960.35 Longitudinal Response Modification Coefficient R 5 Seismic Force Amplification Factor 2 V 9356.94486 Carried by bracing 2places 4678.47243 Transverse Truss Response Modification Coefficient R 3.50 Seismic Force Amplification Factor 2.8 Weight/truss 5335.26 V 1646.31 Em (2.8`V) 4609.66 pEh 1646.31 Ev (.5Cal) 0.18 (times DL) Endwall 6.00 Response Modification Coefficient R 3.50 Seismic Force Amplification Factor 2.00 Weight/endwall 8321.44 V 2567.76 (carried by bracing) Em (2.2`V) 5135.52 pEh 2567.76 G 429235 KURT JOHNSON 48-16 DURHAM, CA 'Kennedy ?Yz- ���i ,32: hido th St i'� r -- ~ .- _ _. s Ranch aero ,_ Airport CO GLENN -'I R�ye1 R� r � t r Gt;1c9�� i - .. ., 1. '•; ,... _ o C A L 1 10 R/ N I A Durr: am Dayton. Hwyt \ _Rd Durham 99' r., s f- Grain!and t�. � + r,..._ _�.� � ?�; 1�.,.•...' S1( �; ::• 149' Aii ,s,,. i � .._ .�..._._.-_ ""�`:'"•- rte,,_,..; -^-- j i, .___.-_� , i �?i, t S t � f )� Mei •_•� � 11 _l ,.moi 1 rl (Cottonwood Rd fi �— -- `N_.. e_ e -d _ _ . HWY 48 � elson Shipp Rr-� .; Copyright ©1988.2003 Microsoft Corp. and/or its suppliers. All rights reserved. http://www.microsoft.convslreels © Copyright 2002 by Geographic Data Technology, Inc. All rights reserved. © 2002 Navigation Technologies. All rights reserved. This data includes information taken with permission from Canadian authorities ©1991.2002 Government of Canada (Statistics Canada and/or Geomatics Canada), all rights reserved. Endwall Column Design 429235 Item 3 Live Load Dead Load Designation C814 1 LL + DL 1.6 2185.77 1.2 204.92 Type C 2390.68 Design Strength LL+DL+WIND 1.6 2185.77 Height 8 Axial -Tension (kips) 53.34 C2-1 Roof Wind Area 36 Depth 3 Axial Compression (kips) 22.87 C4 204.92 Live Load 40.00 psf Gauge 14 Bending- Positive (k -in) 103 C3.1.1 0.00 Wind Load 23.43 psf Fy 50 Bending -negative (k -in) 103 C3.1.1 LL+DL+WIND Dead Load 5.00 psf Length 181 PE (kips) 99.09 C5.5 6 LL+DL+WIND 0.5 683.05 1.2 204.92 1.3 -728.23 Column Spacing (ft) 6 Transverse Wind Maximum Moments Cq 0.9 153.69 1.3 -728.23 -574.54 Moment (pos_int) -0.70 -33.58 K -IN Moment (neg_int) -0.70 -33.58 Longitudinal Wind Moment (windward) 0.80 38.38 (wl^2/8) Moment (leeward) -0.50 -23.99 Axial Load -transverse wind Live Load Factored Dead Factored Wind Load Factored Load Case # Description Factor Live Load Factor Dead Load Factor Wind Load Total 1 LL + DL 1.6 2185.77 1.2 204.92 0 0.00 2390.68 Wind Posit 2 LL+DL+WIND(windward) 1.6. 2185.77 1.2 204.92 0.8 -576.18 1814.50 3 LL+DL+WIND(Leeward) 1.6 2185.77 1.2 204.92 0.8 -448.14 1942.54 4 LL+DL+WIND(windward) 0.5 683.05 1.2 204.92 1.3 -936.30 -48.33 5 LL+DL+WIND(leeward) 0.5 683.05 1.2 204.92 1.3 -728.23 159.74 6 DL+WIND(windward) 0 0.00 0.9 153.69 1.3 -936.30 -782.61 7 DL+WIND(leeward) 0 0.00 1.2 204.92 1.3 -728.23 -523.31 Wind Negz 8 LL+DL+WIND(windward) 1.6 2185.77 1.2 204.92 0.8 -576.18 1814.50 9 LL+DL+WIND(Leeward) 1.6 2185.77 1.2 204.92 0.8 -448.14 1942.54 10 LL+DL+WIND(windward) 0.5 683.05 1.2 204.92 1.3 -936.30 -48.33 11 LL+DL+WIND(leeward) 0.5 683.05 1.2 204.92 1.3 -728.23 159.74 12 DL+WIND(windward) 0 0.00 0.9 153.69 1.3 -936.30 -782.61 13 DL+WIND(leeward) 0 0.00 0.9 153.69 1.3 -728.23 -574.54 Axial Load -longitudinal wind I Live Load Dead Load Wind Load Total 1 LL + DL 1.6 2185.77 1.2 204.92 0 0.00 2390.68 Wind Posit 2 LL+DL+WIND 1.6 2185.77 1.2 204.92 0.8 -448.14 1942.54 3 LL+DL+WIND 0.5 683.05 1.2 204.92 1.3 -728.23 159.74 4 DL+WIND 0 0.00 0.9 153.69 1.3 -728.23 -574.54 Wind Neg2 5 LL+DL+WIND 1.6 2185.77 1.2 204.92 0.8 -448.14 1942.54 6 LL+DL+WIND 0.5 683.05 1.2 204.92 1.3 -728.23 159.74 7 DL+WIND 0 0.00 0.9 153.69 1.3 -728.23 -574.54 I Endwall Column Design 429235 Item 3 Type C Height 8 Depth 3 Gauge 14 FY 50 Length 181 Transverse Wind Axial Bending Amplification Combined Case Axial Moment Ratio Ratio Factor Ratio 1 ' 2.39 0.00 0.105 0.000 1.000 0.105 2 1.81 -26.87 0.079 0.260 1.000 0.339 3 1.94 -26.87 0.085 0.260 1.000 0.345 4 -0.05 -43.66 0.001 0.423 1.000 0.424 5 0.16 -43.66 0.007 0.423 1.000. • 0.430 6 -0.78 -43.66 0.015 0.423 1.000 0.437 7 -0.52 -43.66 0.010 0.423 1.000 0.433 8 1.81 -26.87 0.079 0.260 1.000 0.339 9 1.94 -26.87 0.085 0.260 1.000 0.345 10 -0.05 -43.66 0.001 0.423 1.000' 0.424 11 r 0.16 -43.66 0.007 0.423 1.000 0.430 12 -0.78 -43.66 0.015 0.423 1.000' 0.437 13 -0.57 -43.66 0.011, 0.423 1.000 0.434 Amplification Factor= Cm/(1-P/0.85'PE) Longitudinal Wind ` Axial Bending Amplification Combined Case Axial Moment Ratio Ratio Factor Ratio 1 2.39 0.00 0.105 •0.000 1.000 0.105 ' 2 1.94 30.71 0.085 0.297 1.000 0.382 3 0.16 49.90 0.007 0.483 1.000 0.490 4 -0.57 49.90 0.011 0.483 1.000 0.494 5 1.94 -19.19 0.085 0.186 1.000 0.271 6 0.16 -31.19 0.007 0.302 1.000 0.309 7 -0.57 -31.19 0.011 0.302 1.000 0.313 e Endwall Column Design 429235 Item 4 Live Load Factored Dead Designation C1212 Wind Load Factored Total 1 LL + DL Type C 4371.53 Design Strength 0 0.00 Height 12 Axial -Tension (kips) 88.88 C2-1 Roof Wind Area 72 Depth 3 Axial Compression (kips) 42.97 C4 Live Load 40.00 psf Gauge 12 Bending- Positive (k -in) 258 C3.1.1 Wind Load 23.43 psf Fy 50 Bending -negative (k -in) 258 C3.1.1 Dead Load 5.00 psf Length 227 PE (kips) 225.79 C5.5 3 LL+DL+WIND(Leeward) 1.6 4371.53 1.2 409.83 Column Spacing (ft) 12 Transverse Wind Maximum Moments Cq 4 LL+DL+WIND(windward) 0.5 1366.10 1.2 Moment (pos_int) -0.70 1.3 -105.65 K -IN -96.66 5 LL+DL+WIND(leeward) Moment (neg_int) -0.70 1366.10 -105.65 409.83 1.3 Longitudinal Wind 319.48 6 DL+WIND(windward) 0 0.00 0.9 Moment (windward) 0.80 1.3 120.74 (wl^2/8) 7 DL+WIND(leeward) Moment (leeward) -0.50 0.00 -75.46 409.83 1.3 Axial. Load -transverse wind Axial Load -longitudinal wind Live Load Factored Dead Factored Wind Load Factored Total 1 LL + DL 1.6 4371.53 Load 409.83 0 0.00 4781.36 Case # Description Factor Live Load Factor Dead Load Factor Wind Load Total 1 LL + DL 1.6 4371.53 1.2 409.83 0 0.00 4781.36 Wind Posit 2 LL+DL+WIND(windward) 1.6 4371.53 1.2 409.83 0.8 -1152.36 3629.00 3 LL+DL+WIND(Leeward) 1.6 4371.53 1.2 409.83 0.8 -896.28 3885.08 4 LL+DL+WIND(windward) 0.5 1366.10 1.2 409.83 1.3 -1872.59 -96.66 5 LL+DL+WIND(leeward) 0.5 1366.10 1.2 409.83 1.3 -1456.46 319.48 6 DL+WIND(windward) 0 0.00 0.9 307.37 1.3 -1872.59 -1565.22 7 DL+WIND(leeward) 0 0.00 1.2 409.83 1.3 -1456.46 -1046.63 Wind Nega 8 LL+DL+WIND(windward) 1.6 4371.53 1.2 409.83 0.8 -1152.36 3629.00 9 LL+DL+WIND(Leeward) 1.6 4371.53 1.2 409.83 0.8 -896.28 3885.08 10 LL+DL+WIND(windward) 0.5 1366.10 1.2 409.83 1.3 -1872.59 -96.66 11 LL+DL+WIND(leeward) 0.5 1366.10 1.2 409.83 1.3 -1456.46 319.48 12 DL+WIND(windward) 0 0.00 0.9 307.37 1.3 -1872.59 -1565.22 13 DL+WIND(leeward) 0 0.00 0.9 307.37 1.3 -1456.46 -1149.09 Axial Load -longitudinal wind 10 Live Load Dead Load Wind Load Total 1 LL + DL 1.6 4371.53 1.2 409.83 0 0.00 4781.36 Wind Posit 2 LL+DL+WIND 1.6 4371.53 1.2 409.83 0.8 -896.28 3885.08 3 LL+DL+WIND 0.5 1366.10 1.2 409.83 1.3 -1456.46 319.48 4 DL+WIND 0 0.00 0.9 307.37 1.3 -1456.46 -1149.09 Wind Nega 5 LL+DL+WIND 1.6 4371.53 1.2 409.83 0.8 -896.28 3885.08 6 LL+DL+WIND 0.5 1366.10 1.2 409.83 1.3 -1456.46 319.48 7 DL+WIND 0 0.00 0.9 307.37 1.3 -1456.46 -1149.09 10 d Endwall Column Design 429235 Item 4 Type C Height 12 Depth 3 Gauge 12 FY 50 Length 227 Transverse Wind Axial Bending Amplification Combined Case Axial Moment Ratio Ratio Factor Ratio 1 4.78 0.00 0.111 0.000 1.000 0.111 2 3.63 -84.52 0.084 0.327 1.000 0.411 3 3.89 -84.52 0.090 0.327 1.000 0.417 4 -0.10 -137.34 0.001 0.531 1.000 0.533 5 0.32 -137.34 0.007 0.531 1.000 0.539 6 -1.57 -137.34 0.018 0.531 1.000 0.549 7 -1.05 -137.34 0.012 0.531 1.000 0.543 8 3.63 -84.52 0.084 0.327 1.000 0.411 9 3.89 -84.52 0.090 0.327 1.000 0.417 10 -0.10 -137.34 0.001 0.531 1.000 0.533 11 0.32 -137.34 0.007 0.531 1.000 0.539 12 -1.57 -137.34 0.018 0.531 1.000 0.549 13 -1.15 -137.34 0.013 0.531 1.000 0.544 Amplification Factor= Cm/(1-P/0.85`PE) Longitudinal Wind Axial Bending Amplification Combined Case Axial Moment Ratio Ratio Factor Ratio 1 4.78 0.00 0.111 0.000 1.000 0.111 2 3.89 96.59 0.090 0.374 1.000 0.464 3 0.32 156.96 0.007 0.607 1.000 0.615 4 -1.15 156.96 0.013 0.607 1.000 0.620 5 3.89 -60.37 0.090 0.224 1.000 0.324 6 0.32 -98.10 0.007 0.380 1.000 0.387 7 -1.15 -98.10 0.013 0.380 1.000 '0.393 11 Endwall Column Design 429235 Item 5 Designation W101250 Type W Design Strength Height 10 Axial -Tension (kips) 159.30 Roof Wind Area 72 Axial Compression (kips) 104.59 Live Load 40.00 psf WT/FT 12 Bending- Positive (k -in) 564 Wind Load 23.43 psf Fy 50 Bending -negative (k -in) 448 Dead Load 5.00 psf Length 275 Column Spacing (ft) 12 Transverse Wind Maximum Moments Cq Moment (pos_int) -0.70 -155.05 K -IN Moment (neg_int) -0.70 -155.05 Longitudinal Wind Moment (windward) 0.80 177.20 (wl^2/8) Moment (leeward) -0.50 -110.75 Axial Load -transverse wind Live Load Factored Dead Factored Wind Load Factored Load Case # Description Factor Live Load Factor Dead Load Factor Wind Load Total 1 LL + DL 1.6 4371.53 1.2 409.83 0 0.00 4781.36 Wind Posit 2 LL+DL+WIND(windward) 1.6 4371.53 1.2 409.83 0.8 -1152.36 3629.00 . 3 LL+DL+WIND(Leeward) 1.6 4371.53 1.2 409.83 0.8 -896.28 3885.08 4 LL+DL+WIND(windward) 0.5 1366.10 1.2 409.83 1.3 -1872.59 -96.66 5 LL+DL+WIND(leeward) 0.5 1366.10 1.2 409.83 1.3 -1456.46 319.48 6 DL+WIND(windward) 0 0.00 0.9 307.37 1.3 -1872.59 -1565.22 7 DL+WIND(leeward) 0 0.00 1.2 409.83 1.3 -1456.46 -1046.63 Wind Nega 8 LL+DL+WIND(windward) 1.6 4371.53 1.2 409.83 0.8 -1152.36 3629.00 9 LL+DL+WIND(Leeward) 1.6 4371.53. 1.2 409.83 0.8 -896.28 3885.08 10 LL+DL+WIND(windward) 0.5 1366.10 1.2 409.83 1.3 -1872.59 -96.66 11 LL+DL+WIND(leeward) 0.5 1366.10 1.2 409.83 1.3 -1456.46 319.48 12 DL+WIND(windward) 0 0.00 0.9 307.37 1.3 -1872.59 -1565.22 13 DL+WIND(leeward) 0 0.00 0.9 307.37 1.3 -1456.46 -1149.09 Axial Load -longitudinal wind Live Load Dead Load Wind Load Total 1 LL + DL 1.6 4371.53 1.2 409.83 0 0.00 4781.36 Wind Posit 2 LL+DL+WIND 1.6 4371.53 1.2 409.83 0.8 -896.28 3885.08 3 LL+DL+WIND 0.5 1366.10 1.2 409.83 1.3 -1456.46 319.48 4 DL+WIND 0 0.00 0.9 307.37 1.3 -1456.46 -1149.09 Wind NegF 5 LL+DL+WIND 1.6 4371.53 1.2 409.83 0.8 -896.28 3885.08 6 LL+DL+WIND 0.5 1366.10 1.2 409.83 1.3 -1456.46 319.48 7 DL+WIND 0 0.00 0.9 307.37 1.3 -1456.46 -1149.09 12 Endwall Column Design 429235 Item 5 Type W Height 10 WT/FT 12 FY 50 Length 275 Transverse Wind Axial Bending Combined Case Axial Moment Ratio Ratio Ratio 1 4.78 0.00 0.046 0.000 0.023 2 3.63 -124.04 0.035 0.277 0.294 3 3.89 -124.04 0.037 0.277 0.296 4 -0.10 -201.57 0.001 0.450 0.451 5 0.32 -201.57 0.003, 0.450 0.452 6 -1.57 -20.1.57 0.010 0.450 0.455 7 -1.05 -201.57 0.007 0.450 0.454 8 3.63 -124.04 0.035 0.277 0.294 9 3.89 -124.04 0.037 0.277 0.296 10 -0.10 -201.57 0.001 0.450 0.451 11 ' 0.32 -20.1.57 0.003 0.450 0.452 12 -1.57 -201.57 0.010 0.450 0.455 13 -1.15 -201.57 0.007 0.450 0.454 Longitudinal Wind Axial Bending Combined Case Axial Moment Ratio Ratio Ratio 1 4.78 0.00 0.046 0.000 0.023 2 3.89 141.76 0.037 0.251 0.270 3 0.32 230.36 0.003 0.408 0.410 4 -1.15 230.36 0.007 0.408 0.412 5 3.89 -88.60 0.037 0.198 0.217 6 0.32 -143.98 0.003 0.322 0.323 7 -1.15 -143.98 0.007 0.322 0.325 13 Endwall Rafter Design 429235 Type C Design Strength Height 8 Bending- Positive (k-in) 103.28 (C3.1.1) Depth 3 Bending -negative (k-in) 103.28 (C3.1.1) Live Load 40.00 psf Gauge 14 Wind Load 23.43 psf Fy 50 ksi Dead Load 5.00 psf Length 152 0 (Length is max. span in inches) Roof Span (ft) 6 Moment Calculation Treat Maximum span as simple beam Moment=wl^2/8 Dead Load Dead Load Area Load Load/ft Moment 5.00 psf 76.00 380.00 0.03 7.22 Live Load Live Load Area Load Load/ft Moment 40.00 psf 72.10 2884.00 0.228 54.80 Wind Load Wind Load Area Load Load/ft Moment Max Pos. -0.90 23.43 psf 76.00 -1602.73 -0.127 -30.45 Max Neg -0.70 23.43 psf 76.00 -1246.57 -0.098 -23.68 Moments Live Load Factored Dead Factored Wind Factored Load Load Case # Description Factor Live Load Factor Dead Load Factor Wind Load Total 1 LL + DL 1.6 87.67 1.2 8.66 0 0.00 96.34 Positive 2 LL+DL+WIND(windward) 1.6 87.67 1.2 8.66 0.8 -24.36 71.98 3 LL+DL+WIND(Leeward) 1.6 87.67 1.2 8.66 0.8 -24.36 71.98 4 LL+DL+WIND(windward) 0.5 27.40 1.2 8.66 1.3 -39.59 -3.53 5 LL+DL+WIND(leeward) 0.5 27.40 1.2 8.66 1.3 -39.59 -3.53 6 DL+WIND(windward) 0 0.00 0.9 6.50 1.3 -39.59 -33.09 7 DL+WIND(leeward) 0 0.00 1.2 8.66 1.3 -39.59 -30.92 Negative 8 LL+DL+WIND(windward) 1.6 87.67 1.2 8.66 0.8 -18.95 77.39 9 LL+DL+WIND(Leeward) 1.6 87.67 1.2 8.66 0.8 -18.95 77.39 10 LL+DL+WIND(windward) 0.5 27.40 1.2 8.66 1.3 -30.79 5.27 11 LL+DL+WIND(leeward) 0.5 27.40 1.2 8.66 1.3 -30.79 5.27 12 DL+WIND(windward) 0 0.00 0.9 6.50 1.3 -30.79 -24.29 13 DL+WIND(leeward) 0 0.00 0.9 6.50 1.3 -30.79 -24.29 14 GIRT CHECK 429235 Override Span Based on actual requirements (Treat as uniformally loaded simple beam) Spacing Moment wl^2/8 Deflection 5wl^4/384E1 Select species Species/Grade WWPA Spruce -Pine -Fir No. 2 Size 2x6 Fb 775 psi (Normal) Cf 1.3 Size Factor Cr 1.15 Repetitive use factor Fb'=Fb*Cf*Cr*Cd Fb' 1158.625 psi (Normal) Cd =,1 . 1332 psi (Snow) Cd = 1.15 1854 psi (Wind) Cd = 1.6 E 1100000 psi 1 20.80 IN4 S 7.56 IN3 Wind Velocity Pressure 20.74 Ce 1.13 0 1 1 Cq 1.15 Input Span . 12.00 ft Override Span 0.00 ft 144 in Spacing 2 ft w 54.05 #/ft 4.50 Win Moment (wl^2/8) 0.125 11674.60 15.18 f 1544.26 < 1854 OK 15 Purlin CHECK 429235 Base on actual requirements (Treat as uniformally loaded simple beam) Moment wl^2/8 Deflection 5wl^4/384EI Select species Species/Grade WWPA Spruce -Pine -Fir No. 2 Size 2x10 Fb 775 psi (Normal) Cf 1.2 Size Factor Cr 1.15 Repetitive use factor Fb' = FbCf' Cr ` Cd 2 Fb' 1069.5 psi (Normal) Cd = 1 1230 psi (Snow) Cd = 1.15 1711 psi (Wind) Cd = 1.6 E 1100000 psi 1 89.00 IN4 S 20.00' IN3 Velocity Pressure 20.74 Ce 1.13 1 1 Cq -1.25 Input Span 12 ft Overide span 0 ft 144 in Spacing 2 ft Pitch 4 /12 0.321751 0.948683 ►wired w -58.74 #/ft -4.89 Win Dead Load 5 psf w 10 #/ft 0.83 Win Live Load 40 w 75.89 #/ft 6.32 Win Check Two conditions 1 DL+LL 2 DL+W CASE Moment f=Mom/S Allowable 1 18553.25 927.66 1230 OK 2 10526.85 526.34 1711 OK 16 Deflection L/180 L/240 0.41 0.8 0.6 -0.23 0.8 0.6 Frame Result Summary File Filename = T429235 Directory = k:\str data\TRUSS\1'48\T429235.rex Analysis Performed 05/07/07 14:50:03 Title Data 429235 KURT JOHNSON 48-16 Load ID 1 Load Tag DL Load ID 2 Load Tag SL Load ID 3 Load Tag EH Load ID 4 Load Tag WIP Load ID 5 Load Tag WIM Load ID 6 Load Tag EHR Load ID 7 Load Tag WIPR Load ID 8 Load Tag WIMR Load ID '9 Load Tag C3 'Load ID 10 Load Tag C3I1 Load ID 11 Load Tag C4I1 Load ID 12 Load Tag C3I2 Load ID 13 Load Tag C4I2 Load ID 14 Load Tag WIND1 Load ID 15 Load Tag WIND2 Load ID 16 Load Tag EQ1 Load ID 17 Load Tag EQ2 Load ID 18 Load Tag EM1 Load ID 19 Load Tag EM2 Load ID 20 Load Tag C3IlR Load ID 21 Load Tag C4IlR Load ID '22 Load Tag C3I2R t Load ID 23 Load Tag C4I2R Load ID 24 Load Tag WIND3 Load ID 25 Load Tag WIND4 Load ID 26 Load Tag EQ1R Load ID 27 Load Tag EQ2R Load ID 28 Load Tag EMIR Load ID 29 Load Tag EM2R Section Type L01 Section Type LI1 Load Case No Member No. Design Strength Joint No. Axial Tension 84.36 kip Axial Force Axial Comp 71.12 kip Shear Force 17 12 59 68 45.73 kip (tension) 0.40 kip 73.20 kip -in 0.88 12 67 78 62.02 kip -0.04 kip (comp) 5 Load Case No Member No. Design Strength Joint No. Axial Tension 64.53 kip Axial Force Axial Comp 54.56 kip Shear Force Moment 17.10 kip -in Moment Ratio Section Type LI1 Load Case No Member No. Design Strength Joint No. Axial Tension 84.36 kip Axial Force Axial Comp 71.12 kip Shear Force 17 12 59 68 45.73 kip (tension) 0.40 kip 73.20 kip -in 0.88 12 67 78 62.02 kip -0.04 kip (comp) 5 Moment 22.23 kip -in Moment 2.47 kip -in Ratio 0.97 Section Type RT1 Load Case No. 12 Member No. 108 Design Strength Joint No. 107 Axial Tension 64.53 kip Axial Force 34.00 kip (comp) Axial Comp 54.56 kip Shear Force -0.16 kip Moment 17.10 kip -in Moment -3.18 kip -in Ratio 0.79 Section Type RB1 Load Case No. 12 Member No. 140 Design Strength Joint No. 139 Axial Tension 64.53 kip Axial Force 30.87 kip (comp) Axial Comp 39.15 kip Shear Force 0.04 kip Moment 17.10 kip -in Moment -1.85 kip -in Ratio 0.88 Section Type LC1 Load Case No. 12 Member No. 80 Design Strength Joint No. 68 Axial Tension 264.46 kip Axial Force 53.77 kip (comp) Axial Comp 219.47 kip Shear Force 0.05 kip Moment 86.76 kip -in Moment 2.38 kip -in Ratio 0.27 Section Type PC1 Load Case No. 12 Member No. 240 Design Strength Joint No. 111 Axial Tension 264.46 kip Axial Force 15.71 kip (tension) Axial Comp 226.23 kip Shear Force -0.05 kip Moment 86.76 kip -in Moment 1.44 kip -in Ratio 0.05 Section Type LX1 Load Case No. 12 Member No. 210 Design Strength Joint No. 79 ' Axial Tension 68.76 kip Axial Force 16.11 kip (comp) Axial Comp 49.53 kip Shear Force -0.03 kip Moment 9.36 kip -in Moment -1.24 kip -in Ratio 0.44 s Section Type BP1 Load Case No. 9 Member No. 303 Design Strength Joint No. 2 Axial Tension 170.10 kip Axial'Force 7.32 kip (comp) Axial Comp 159.73 kip Shear Force -10.89 kip Moment 134.78 ki'p-in Moment -52.49 kip -in Ratio 0.41 Section Type LI2 Load Case No. 12 Member No. 68 Design Strength Joint No. 78 Axial Tension 84.36 kip Axial Force 64.99 kip (comp) Axial Comp 74.74 kip Shear Force -0.11 kip Moment 22.23 kip -in Moment. -1.91 kip -in Ratio 0.95 Section Type RT2 Load Case No. 12 Member No. 123 Design Strength Joint No., 122 Axial Tension 64•.53 kip Axial Force 48.46 kip (tension) Axial Comp 51.27 kip Shear Force 0.12 kip Moment 17.10 kip -in Moment 3.74 kip -in Ratio 0.95 Section Type R82 Load Case No. 12 Member No. 141 Design Strength Joint No. 139 Axial Tension 114.75 kip • Axial Force 54.81 kip (comp) Axial Comp 84.49 kip Shear Force 0.02 kip Moment 17.10 kip -in Moment 0.75 kip -in Ratio 0.69 Section Type OH1 Load Case No. 22 Member No. 125 Design Strength Joint No. 6.8 Axial Tension, 23.80 kip Axial Force 3.04 kip (tension) Axial Comp 18.42 kip Shear Force 0.01 kip Moment 9.45 kip -in Moment 0.24 kip -in Ratio 0.09 • 19 Section Type OH2 20 Load Case No. 22 Member No. 126 Design Strength Joint No. 70 Axial Tension 23.80 kip Axial Force 2.92 kip (comp) Axial Comp 14.36 kip Shear Force -0.03 kip Moment 34.20 kip -in Moment 0.74 kip -in Ratio 0.22 Section Type LD1 Load Case No. 12 Member No. 74 Design Strength Joint No. 73 Axial Tension 19.46 kip Axial Force 8.55 kip (tension) Axial Comp 17.26 kip Shear Force 0.06 kip Moment 8.69 kip -in Moment -0.82 kip -in Ratio 0.52 Section Type LD2 Load Case No. 12 Member No. 76 Design Strength Joint No. 75 Axial Tension 19.46 kip Axial Force 5.34 kip (tension) Axial Comp 16.21 kip Shear Force 0.05 kip Moment 8.69 kip -in Moment -0.75 kip -in Ratio 0.35 Section Type LD3 Load Case No. 12 Member No. 84 Design Strength Joint No. 61 Axial Tension 19.46 kip Axial Force 10.22 kip (comp) Axial Comp 16.99 kip Shear Force -0.15 kip Moment 8.69 kip -in Moment -1.65 kip -in Ratio 0.77 Section Type LD4 Load Case No. 12 Member No. 87 Design Strength Joint No. 64 Axial Tension 19.46 kip Axial Force 4.89 kip (comp) Axial Comp 16.21 kip Shear Force -0.05 kip Moment 8.69 kip -in Moment -0.80 kip -in Ratio 0.38 20 Section Type LD5 Section Type RD2 Load Case No. 1.2 Member No. 73 260 Design Strength Design Strength Joint No. 72 Joint No. Axial Tension 27.32 kip Axial Force 15.79 kip (tension) Axial Comp 23.92 kip Shear Force -0.17 kip Moment 11.69 kip -in Moment 2.35 kip -in 11.69 kip -in Moment Ratio 0.76 Section Type RD1 Ratio 0.90 Section Type RD4 Load Case No. 9 Member No. 211 Load Case No. Design Strength Joint No. 139 Axial Tension 19.46 kip Axial Force 18.57 kip (tension) Axial Comp 14.50 kip Shear Force -0.01 kip Moment 8.69 kip -in Moment 0.29 kip -in Axial Comp 3.35 kip Ratio 0.98 kip Section Type RD2 21 Load Case No. 9 Member No. 260 Design Strength Joint No. 120 Axial Tension 27.32 kip Axial Force 17.02 kip (comp) Axial Comp 20.52 kip Shear Force 0.05 kip Moment 11.69 kip -in Moment 0.93 kip -in Ratio 0.90 Section Type RD4 Load Case No. 12 Member No. 221 Design Strength Joint No. 103 Axial Tension 10.58 kip Axial Force 1.38 kip (comp) Axial Comp 3.35 kip Shear Force -0.02 kip Moment 1.39 kip -in Moment -0.29 kip -in Ratio 0.60 Section Type LX2 Load Case No. 12 Member No. 91 Design Strength Joint No. 70 Axial Tension 47.60 kip Axial Force 2.02 kip (comp) Axial Comp 35.59 kip Shear Force 0.13 kip Moment 9.36 kip -in Moment 1.88 kip -in Ratio 0.23 21 Output File Filename = T429235 Directory = k:\str_data\TRUSS\T48\T429235.sum Analysis Performed 05/07/07 14:50:03 Title Data 429235 KURT JOHNSON 48-16 Load ID 1 Load Tag DL Load ID 2 Load Tag SL Load ID 3 Load Tag EH Load ID 4 Load Tag WIP Load ID 5 Load Tag WIM Load ID 6 Load Tag EHR Load ID 7 Load Tag WIPR Load ID 8 Load Tag WIMR Load ID 9 Load Tag C3 Load ID 10 Load Tag C3I1 Load ID 11 Load Tag C4I1 Load ID 12 Load Tag C3I2 Load ID 13 Load Tag C4I2 Load ID 14 Load Tag WIND1 Load ID 15 Load Tag WIND2 Load ID 16 Load Tag EQ1 Load ID 17 Load Tag EQ2 Load ID 18 Load Tag EM1 Load ID 19 Load Tag EM2 Load ID 20 Load Tag C3IlR Load ID 21 Load Tag C4IlR Load ID 22 Load Tag C3I2R Load ID 23 Load Tag C4I2R Load ID 24 Load Tag WINDS Load ID 25 Load Tag WIND4 Load ID 26 Load Tag EQ1R Load ID 27 Load Tag EQ2R Load ID 28 Load Tag EMIR Load ID 29 Load Tag EM2R Note: Strength Ratio= Force/Design Strength Units Kips, Kip -in t=tension, c=comp Mem. Section (Joint Load Axial t/c Shear Moment I Str. No. I No. No. I Ratio 1 L01 1 11 22 9.40 (c) 0.1 -1.52 1 0.18 2 L01 1 12 15 12.62 (c) 0.0 1.13 1 0.29 3 L01 1 13 22 22.40 (t) 0.1 -2.17 1 0.46 4 L01 1 14 22 30.25 (t) 0.0 -2.05 1 0.58 5 L01 1 15 22 36.09 (t) 0.0 -1.99 1 0.66 6 L01 1 16 22 40.55 (t) 0.0 -1.69 1 0.72 7 L01 1 17 22 44.00 (t) 0.1 -2.47 1 0.81 8 L01 1 17 22 46.10 (t) 0.1 3.02 1 0.87 12 LIl 1 23 22 23.89 (c) 0.1 -2.54 ( 0.44 13 LI1 1 24 22 36.84 (c) 0.1 -2.58 1 0.62 14 LI1 1 25 22 45.87 (c) 0.1 -2.59 1 0.75 15 LI1 1 26 22 52.51 (c) 0.0 -2.52 I 0.84 16 LIl 1 27 22 57.48 (c) 0.0 -2.39 1 0.90 17 LI1 1 28 22 61.27 (c) 0.0 -2.44 1 0.96 18 LI2 1 28 22 64.18 (c) 0.1 1.94 1 0.94 24 LD5 1 22 22 15.67 (t) 0.2 -2.32 1 0.75 25 LD1 1 23 22 8.47 (t) -0.1 0.82 1 0.52 22 26 LD1 1 24 22 6.59 (t) -0.1 0.84 1 0.42 27 LD2 1 25 22 5.30 (t) -0.1 0.75 1 0.35 28 LD2 1 26 22 4.33 (t) 0.0 0.66 I 0.29 29 LD2 1 27 22 3.61 (t) 0.0 0.61 1 0.16 30 LD2 1 28 22 3.07 (t) 0.0 0.36 I 0.12 31 LC1 1 18 22 54.53 (c) 0.0 1.1.1 1 0.26 35 LD3 I 11 22 10.13 (c) 0.2 1.63 1 0.76 36 LD3 I 12 22 7.58 (c) 0.1 0.97 I 0.55 37 LD3 I 13 22 6.04 (c) 0.1 0.92. 1 0.45 38 LN 1 14 22 4.85 (c) 0.1 0.79 1 0.38 39 LN 1 15 22 3.98 (c) 0.0 0.68 1 0.31 40 LN 1 16 22 3.23 (c) 0.0 0.63 I 0..17 41 LN 1 29 22 2.75 (c) 0.0 -0.86 I 0.18 51 L01 1 61 12 9.69 (c) -0.1 1.53 1 0.18 52 L01 1 62 25 12.71 (c) 0.0 -1.12 I 0.29 53 L01 1 63 12 22.37 (t) -0.1 2.19 1 0.46 54 L01 1 64 12 30.29 (t) 0.0 2.06 1 0.58 55 L01 I 65 12 36.19 (t).. 0.0 1.99 1 0.66 56 L01 1 66 12 40.69 (t) 0.0 1.79 1 0.72 57 L01 1 67 12 44.18 (t) 0.0 2.05 I 0.79 58 Loo 1 67 12 46..35 (t) -0.2 -2.25 I 0.84 59 L01 1 68 12 45.73 (t) 0.4 -3.20 I 0.88 62 LI1 1 73 12 24.30 (c) -0.1 2.56 ( 0.44 63 LI1 1 74 12 37.36 (c) -0.1 2.60 1 0.63 64 LI1 1 75 12 46.47 (c) -0.1 2.61 1 0.76 65 LI1 1 76 12 53.18 (c) 0.0 2.54 ( 0.85 66 LI1 I 77 12 58.19 (c) 0.0 2.40 1 0.91 67 LI1 1 78 12 62.02 (c) 0.0 2.47 I 0.97 68 LI2 I 78 12 64.99 (c) -0.1 -1.91 1 0.95 73 LD5 I 72 12 15.79 (t) -0.2 2.35 1 0.76 74 LD1 1 73 12 8.55 (t) 0.1 -0.82 I 0.52 75 LD1 1 74 12 6.65 (t) 0.1 -0.84 1 0.43 76 LD2 1 75 12 5.34 (t) 0.1 -0.75 I 0.35 77 LD2 ► 76 12 4.38 (t) 0.0 -0.66 I 0.29 78 LD2 I 77 12 3.64 (t) 0.0 -0.60 ( 0.16 79 LD2 1 78 12 3.13 (t) 0.0 -0.42 1 0.13 80 LC1 I 68 12 53.77 (c) 0.1 2.38 1 0.27 84 LD3 i 61 12 10.22 (c) -0.2 -1.65 1 0.77 85 LD3 1 62 12 7.65 (c) -0.1 -0.98 1 0.55 86 LD3 1 63 12 6.09 (c) -0.1 -0.93 1 0.45 87 LN 1 64 12 4.89 (c) -0.1 -0.80 1 0.38 88 LN 1 65 12 4.01 (c) 0.0 -0.69 I 0.32 89 LN I 66 12 3.29 (c) 0.0 -0.61 1 0.27 90 LN 1 79 20 3.31 (c) 0.0 0.21 1 0.23 91 LX2 1 70 12 2.02 (c) 0.1 1.88 1 0.23 100 RT2 1 100 22 47.02 (t) 0.1 -3.66 1 0.92 101 RT1 1 1.00 22 28.42 (t) 0.3 5.81 1 0.74 102 RT1 1 102 22 28.90 (t) 0.1 -1.24 1 0.51 103 RT1 1 103 13 21.99 (c) 0.0 0.63 1 0.44 104 RT1 1 103 13 21.81 (c) -0.1 -1.96 1 0.50 105 RT1 1 105 12 29.11 (c) -0.1 1.47 1 0.61 106 RT1 1 105 12 28.62 (c) -0.2 -1.03 1 0.68 107 RT1 I 107 12 34.54 (c) 0.0 1.45 1 0.71 108 RT1 1 107 12 34.00 (c) -0.2 -3.18 1 0.79 109 RT1 1 109 12 34.02 (c) 0.0 1.34 I 0.69 110 RT1 1 109 12 33.51 (c) -0.2 -3.17 1 0.78 111 RT1 I 110 9 29.05 (c) 0.0 -0.95 1 0.58 112 RT1 1 112 9 29.05 (c) 0.0 0.94 1 0.58 113 RT1 1 113 22 33.14 (c) -0.2 3.06 1 0.77 114 RT1 1 113 22 33.65 (c) 0.0 -1.34 1 0.69 115 RT1 1 115 22 33.53 (c) -0.2 3.14 I 0.78 23 116 RT1 1 115 22 34.03 (c) 0.0 -1.51 1 0.70 117 RT1 1 117 22 27.58 (c) -0.2 2.91 1 0.66 118 RT1 I 117 22 28.07 (c) -0.1 -1.46 1 0.59 119 RT1 1 119 23 20.69 (c) -0.1 1.90 1 0.48 120 RT1 1 119 23 20.88 (c) 0.0 -0.63 1 0.42 121 RT1 1 120 12 30.16 (t) 0.1 1.25 I 0.53 122 RT1 ► 122 12 29.67 (t) 0.3 -5.87 I 0.76 123 RT2 1 122 12 48.46 (t) 0.1 3.74 I 0.95 125 OH1 1 68 22 3.04 (t) 0.0 0.24 1 0.09 126 OH2 1 70 22 2.92 (c) 0.0 0.74 1 0.22 130 RB2 1 129 22 53.30 (c) 0.0 -0.71 1 0.67 131 RB1 1 129 22 29.63 (c) 0.0 1.80 1 0.85 132 RB1 1 130 25 20.59 (c) 0.0 0.80 1 0.57 133 RB1 1 131 25 17.03 (c) 0.0 0.81 1 0.48 134 RBI i 133 12 27.70 (t) 0.0 1.34 1 0.50 135 RB1 1 133 12 24.96 (t) 0.0 -1.61 1 0.47 136 RB1 1 135 22 24.77 (t) 0.0 1.57 1 0.47 137 RB1 1 135 22 27.31 (t) 0.0 -1.30 1 0.49 138 RB1 1 137 15 17.33 (c) 0.0 -0.79 1 0.48 139 RB1 1 138 15 20.87 (c) 0.0 -0.81 1 0.58 140 RB1 1 139 12 30.87 (c) 0.0 -1.85 1 0.88 141 RB2 1 139 12 5.4.81 (c) 0.0 0.75 1 0.69 200 LX1 1 100 12 15.82 (c) 0.0 -1.20 I 0..43 201 RD1 1 129 9 18.40 (t) 0.0 -0.28 1 0.97 202 RD1 1 130 22 14.33 (t) 0.0 -0.39 1 0.78 203 RD1 1 104 22 11.09 (t) 0.0 -0.31 1 0.60 204 RDl 1 106 22 7.83 (t) 0.0 -0.27 1 0.43 205 RD1 1 133 15 4.44 (c) 0.0 0.19 I 0.33 206 RDl 1 134 13 5.97 (c) 0.0 -0.07 1 0.42 210 LXl 1 79 12 16.11 (c) 0.0 -1.24 1 0.44 211 RD1 1 139 9 18.57 (t) 0.0 0.29 1 0.98 212 RDl 1 138 12 14.51 (t) 0.0 0.40 I 0.79 213 RDl 1 118 12 11.28 (t) 0.0 0.31 1 0.61 214 RD1 1 116 12 7.98 (t) 0.0 0.28 1 0.44 215 RD1 1 135 25 4.38 (c) 0.0 -0.19 ( 0.32 220 RD4 1 101 12 1.22 (c) 0.0 -0.33 1 0.57 221 RD4 1 103 12 1.38 (c) 0.0 -0.29 I 0.60 222 RD4 1 105 12 1.43 (c) 0.0 -0.18 1 0.54 223 RN 1 107 12 1.45 (c) 0.0 -0.08 1 0.48 224 RN 1 133 12 1.47 (c) 0.0 0.04 1 0.46 225 RD4 1 135 22 1.48 (c) 0.0 -0.04 1 0.47 226 RN 1 115 22 1.45 (c) 0.0 0.09 ► 0.49 227 RN 1 117 22 1.44 (c) 0.0 0.19 1 0.55 228 RN I 119 22 1.38 (c) 0.0 0.29 1 0.60 229 RN 1 121 22 1.22 (c) 0.0 0.33 1 0.57 240 Pcl I 111 12 15.71 (t) -0.1 -1.44 1 0.05 250 RD2 1 102 9 16.85 (c) -0.1 -0.92 1 0.89 251 RDl 1 104 22 13.02 (c) 0.0 -0.56 1 0.96 252 RD1 1 131 22 9.68 (c) 0.0 -0.51 1 0.72 253 RDl 1 132 22 6.35 (c) 0.0 -0.44 1 0.48 254 RDl 1 110 25 5.01 (c) 0.0 -0.30 i 0.38 255 RDI 1 112 23 5.79 (c) 0.0 0.06 1 0.41 256 RDl I 112 15 5.06 (c) 0.0 0.30 1 0.38 257 RDl I 136 12 6.56 (c) 0.0 0.43 1 0.50 258 RD1 1 137 12 9.88 (c) 0.0 0.50 I 0.73 259 RDl 1 118 12 13.21 (c) 0.0 0.57 1 0.97 260 RD2 1 120 9 17.02 (c) 0.1 0.93 1 0.90 300 Bpi 1 1 9 0.06 (t) 10.0 -49.99 1 0.37 301 Bpi 1 1 9 7.32 (c) 10.4 49.99 1 0.39 302 Bpi 1 2 9 0.06 (t) -10.5 52.49 1 0.39 303 Bpi 1 2 9 7.32 (c) -10.9 -52.49 I 0.41 24 ----------------------------------------------------------------------- ----------------------------------------------------------------------- I WinSTRUDL BY CAST/REV. V3.1 SER faa TIME : 05/07/07 14:56:12 1 1 L I C E N S E E: Miracle Steel Corooratio I I TITLE: 429235 KURT JOHNSON 48-16 PAGE 1 I ----------------------------------------------------------------------- * RESULTS OF ANALYSIS TYPE OF THE PROBLEM : PLANE FRAME RESTART STATUS NONE GIVEN ACTIVE UNITS : KIPS INCHES DEGREES *** LOAD INDEX 1 LOAD TAG DL *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 0.53 2.45 0.00 2 -0.53 2.59 0.00 TOTAL -0.00 5.04 *** LOAD INDEX 2 LOAD TAG SL *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 4.22 10.90 0.00 2 -4.22 11.42 0.00 TOTAL -0.00 22.32 ** LOAD INDEX 3 LOAD TAG EH *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 -0.95 -0.55 0.00 2 -0.70 0.55 0.00 25 ------------------------------------- I WinSTRUDL BY CAST/REV. V3.1 SER faa TIME -------------- 05/07/07 14:56:12 I ( L I C E N S E E: Miracle Steel Corporatio I I TITLE: 429235 KURT JOHNSON 48-16 PAGE 2 I JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT TOTAL -1.65 0.00 *** LOAD INDEX 4 LOAD TAG WIP *** JOINT REACTIONS AT SUPPORTS.. ----- JOINT LD /------------'GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 -5.22 -6.19 0.00 2 -0.61 -4.61 0.00 TOTAL -5.83 -10.80 *** LOAD INDEX 5 LOAD TAG WIM *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 -5.05 -1.46 0.00 2 -3.33 -1.66 0.00 TOTAL -8.38 -3.12 *** LOAD INDEX 6 LOAD TAG EHR *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 0.70 0.55 0.00 2 0.95 -0.55 0.00 26 ------------------------------------------------------- - I WinSTRUDL BY CAST/REV. V3.1 SER faa TIME : 05/07/07 19:56:12 I ( L I C E N S E E: Miracle Steel Corporatio I I TITLE: 929235 KURT JOHNSON 98-16 PAGE 3 I JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT TOTAL 1.65 -0.00 *** LOAD INDEX : 7 LOAD TAG : WIPR *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 0.39 -9.19 0.00 2 9.93 -6.81 0.00 TOTAL 5.32 -10.96 *** LOAD INDEX : 8 LOAD'TAG : WIMR *** JOINT REACTIONS AT SUPPORTS _---- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 3.21 -1.14 0.00 2 9.99 -1.18 0.00 TOTAL 8.19 -2.32 *** LOAD INDEX : 9 LOAD TAG : C3 *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 7.38 20.38 0.00 2 -7.38 21.38 0.00 27 ----------------------------------------------------------------------- ----------------------------------------------------------------------- I WinSTRUDL BY CAST/REV. V3.1 SER faa TIME : 05/07/07 14:56:12 I ( L I C E N S E E: Miracle Steel Corporatio I I TITLE: 429235 ------------------------------------------------------------------------ KURT JOHNSON 48-16 PAGE 4 I JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT TOTAL -0.00 41.76 *** LOAD INDEX 10 LOAD TAG C311 *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 3.21 15.39 0.00 2 -7.87 17.73 0.00 TOTAL -4.66 33.12 *** LOAD INDEX 11 LOAD TAG C4I1 *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 -4.04 0.33 0.00 2 -3.54 2.85 0.00 TOTAL -7.58 3.17 *** LOAD INDEX 12 LOAD TAG C3I2 *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /----------- GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 3.34 19.13 0.00 2 -10.05 20.13 0.00 M. ------------------------------------------------------------- I WinSTRUDL BY CAST/REV. V3.1 SER faa TIME :.05/07/07 14:56:12 I ( L I C E N S E E: Miracle Steel Corporatio I I TITLE: 429235 KURT JOHNSON 48-16 PAGE 5 I JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT TOTAL -6.71 39.27 *** LOAD INDEX 13 LOAD TAG C4I2 *** JOINT REACTIONS AT SUPPORTS• ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 -3.81 6.45 0.00 2 -7.09. 6.71 0.00 TOTAL -10.90 13.16 *** LOAD INDEX 14 LOAD TAG WIND1 *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 -6.31 -5.84 0.00 2 -1.27 -3.66 0.00 TOTAL -7.58 -9.50 *** LOAD INDEX 15 LOAD TAG WIND2 *** JOINT REACTIONS AT SUPPORTS ------ JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 -6.08 0.30 0.00 2 -4.82 0.19 0.00 29 ------------------------------------------------------------- - I WinSTRUDL BY CAST/REV. V3.1 SER faa TIME : 05/07/07 14:56:12 I ( L I C E N S E E: Miracle Steel Corporatio I I TITLE: 429235 KURT JOHNSON 48-16 PAGE, 6 I JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT TOTAL -10.90 0.49 *** LOAD INDEX 16 LOAD TAG EQl *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 -0.22 2.83 0.00 2 -1.43 4.12 0.00 TOTAL -1.65 6.96 *** LOAD INDEX•: 17 LOAD TAG EQ2 *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 -0.57 1.22 0.00 2 -1.08 2.41 0.00 TOTAL -1.65 3.63 *** LOAD INDEX 18 LOAD TAG EM1 *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 -2.02 1.40 0.00 2 -2.59 4.65 0.00 ----------------------------------------------------------------------- ----------------------------------------------------------------------- I WinSTRUDL BY CAST/REV. V3.1 SER faa TIME : 05/07/07 14:56:12 I 1 L I C E N S E E Miracle Steel Corporatio I I TITLE: 42.9235 KURT JOHNSON 48-16 PAGE 7 I JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS --=-------_-/ NO. X FORCE Y FORCE Z MOMENT TOTAL -4.61 6.05 *** LOAD INDEX : 19 LOAD TAG : EM2 *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 -2.18 0.67 0.00 2 -2.43 3.87 0.00 TOTAL -4.61 4.54 , *** LOAD INDEX.: 20 LOAD TAG : C3IlR *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 7.70 17.10 0.00 2 -3.45 15.90 0.00 TOTAL 4.25 33.00 *** LOAD INDEX : 21 LOAD TAG : C411R *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD ------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 3.26 3.02 -0.00 2 3.65 -0.06 0.00 31 -------------------------------------------------- I WinSTRUDL BY CAST/REV. V3.1 SER faa TIME : 05/07/07 14:56:12 1 1 L I C E N S E E: Miracle Steel Corporatio I 1 TITLE: 429235 KURT JOHNSON 48-16 PAGE 8 I JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT TOTAL 6.91 2.96 *** LOAD INDEX 22 LOAD TAG C3I2R *** JOINT REACTIONS. AT SUPPORTS ----- JOINT LD /----------- GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 9.95 19.54 0.00 2 -3.39 20.37 0.00 TOTAL 6.55 39.91 *** LOAD INDEX 23 LOAD TAG C4I2R *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------/ NO. X FORCE Y FORCE Z MOMENT 1 6.92 6.95 0.00 2 3.73 7.24 0.00 TOTAL 10.65 14.20 *** LOAD INDEX 24 LOAD TAG WIND3 *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 0.99 -3.18 0.00 2 5.92 -6.53 0.00 32 ----------------------------------------------------------------------- ----------------------------------------------------------------------- I WinSTRUDL BY CAST/REV. V3.1 SER faa TIME 05/07/07 14:56:12 1 1 L I C E N S E E: Miracle Steel Corporatio I I TITLE: 429235 KURT JOHNSON 48-I.6 PAGE 9 1 JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------=-----/ NO. X FORCE Y FORCE Z MOMENT TOTAL 6.91 -9.71 *** LOAD INDEX : 25 LOAD TAG : WIND4 *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ---------_--/ NO. X FORCE Y FORCE Z MOMENT 1 4.65 0.73 0.00 2 6.00 0.79 0.,00 TOTAL 10.65 1.52 *** LOAD INDEX : 26 LOAD TAG : EQ1R *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 1.43 3.93 0.00 2 0.22 3.02 0.00 TOTAL 1.65 6.96 *** LOAD INDEX : 27 LOAD TAG : EQ2R *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 1.08 2.31 0.00 2 0.57 1.31 0.00 33 ------------------------ ----------------------------- WinSTRUDL BY CAST/REV. V3.1 SER faa TIME : 05/07/07 14:56:12 I ( L I C E N S E E: Miracle Steel Corporatio I I TITLE: 429235 KURT JOHNSON 48-16 PAGE 10 I JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT TOTAL' 1.65 3.63 *** LOAD INDEX 28 LOAD TAG EMIR *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 2.59 4.48 0.00 2 2.02 1.57 0.00 TOTAL 4.61 6.05 *** LOAD INDEX 29 LOAD TAG EM2R *** JOINT REACTIONS AT SUPPORTS ----- JOINT LD /------------ GLOBAL REACTIONS ------------ NO. X FORCE Y FORCE Z MOMENT 1 2.43 3.74 0.00 2 2.18 0.79 0.00 TOTAL 4.61 4.54 r 34 n 37 S $ WinSTRUDL RunFile: T429235 $ RefFile: T427167 TITLE 429235 KURT JOHNSON 48-16 S S $ S TYPE PLAN FRAME units kips inch degree S $ Eave 16' $ Width 48' $ Leg width 25" $ Dead load 5 psf $ Live load 40 psf $ Wind load 90 mph $ $$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$ $ Geometry Definition Block $ $$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$ S JOINT COORDINATES $ Joint# Xcoo. Ycoo. (Zcoo.) $ LEFT LEG TRUSS 1 5.0 0.0 SUPPORT 2 566.0 0.0 SUPPORT 10 0.0 0.0 11 0.0 19.0 12 0.0 43.0 13 0.0 67.0 14 0.0 91.0 15 0.0 115.0 16 0.0 139.0 17 0.0 163.0 18 0.0 186.5 22 10.0 0.0 23 12.76 31.000 24 14.90 55. 25 17.03 79. 26 19.17 103. 27 21.31 127. 28 23.44 151. 29 25.0000 168.5 S 60 571.0 0.0 61 571.0 19.0 62 571.0 43.0 63 571.0 67.0 64 571.0 91.0 65 571.0 115.0 66 571.0 139.0 67 571.0 163.0 68 571.0 186.5 69 607.0 174.5 70 571.0 174.5 72 561.0 0.0 73 558.24 31.0 74 556.10 55. 75 553.97 79. 76 551.83 103. 77 549.69 127. 78 547.56 151. 79 546.00 168.500 $ $ ROOF TRUSS 100 28.4605 195.9868 101 51.2289 203.5763 102 73.9973 211.1657 103 96.7657 218.7551 104 119.5341 226.3446 105 142.3025 233.9340 106 165.0709 241.5235 107 187.8393 249.1129 108 210.6078 256.7024 109 233.3762 264.2918 110 256.1446 271.8813 M Ill 285.5000 281.6664 112 314.8554 271.8813 113 337.6238 264.2918 114 360.3922 256.7024 115 383.1607 249.1129 116 405.9291 241.5235 11.7 428.6975 233.9340 118 451.4659 226.3446 119 474.2343 218.7551 120 497.0027 211.1657 121 519.7711 203.5763 122 542.5395 195.9868 S 129 59.1526 179.8652 130 104.6894 195.0441 131 150.2262 210.2230 132 196.5781 225.4019 133 241.2999 240.5807 134 285.5000 255.3141 135 329.7001 240.5807 136 375.2370 225.4019 137 420.7738 210.2230 138 466.3106 195.0441 139 511.8474 179.8652 S MEMBER INCIDENCE $ Member# Ijoint Jjoint $ Leg outside chord left 1-11 1 10 11 2 11 12 3 12 13 4 13 14 5 14 15 6 15 16 7 16 17 8 17 18 S $ Leg inside chord left 12-21 12 22 23 13 23 24 14 24 25 15 25 26 16 26 27 17 27 28 18 28 29 $ $ Diagonals 23-44 24 11 22 25 12 23 26 13 24 27 14 25 28 15 26 29 16 27 30 17 28 31 18 29 35 11 23 36 12 24 37 13 25 38 14 26 39 15 27 40 16 28 41 17 29 S $ Leg outside chord left 51-61 S 51 60 61 52 61 62 53 62 63 54 63 64 55 64 65 56 65 66 57 66 67 58 67 70 59 70 68 $ Leg inside chord left 62-71 62 72 73 63 73 74 64 74 75 S 65 75 76 66 76 77 67 77 78 68 78 79 S $ Diagonals 72-93 S 73 61. 72 74 62 73 75 63 74 76 64 75 77 65 76 78 66 77 79 67 78 80 68 79 S 84 61 73 85 62 74 86 63 75 87 64 76 88 65 77 89 66 78 90 67 79 91 70 79 S $ Top chord roof truss 100-129 100 18 100 101 100 101 102 101 102 103 102 103 104 103 104 105 104 105 106 105 106 107 106 107 108 107 108 109 108 109 110 109 110 111 110 111 112 111 112 113 112 113 114 113. 114 115 114 115 116 115 116 117 116 117 118 117 118 119 118,119 120 119 120 121 120 121 122 121 122 123 122 68 125 68 69 126 69 70 S $ Bottom chord roof truss 130-142 130 29 129 131 129 130 132 130 131 133 131 132 134 132 133 135 133 134 136 134 135 137 135 136 138 136 137 139 137 138 140 138 139 S $ Roof diagonals 200 29 100 201 100 129 202 102 130 203 104 131 204 106 132 205 108 133 206 110 134 210 79 122 211 122 139 212 120 138 213 118 137 w 214 116 136 215 114 135 220 101 129 221 103 130 222 105 131 223 1.07 132 224 109 133 225 113 135 226 115 136 227 117 137 228 119 138 229 121 139 S $ Center roof truss -truss 240 111 134 S 250 102 129 251 104 130 252 106 131 253 108 132 254 110 133 255 112 134 256 112 135 257 114 136 258 116 137 259 118 138 260 120 139 141 139 79 S 300 10 1 301 1 22 302 60 2 303 2 72 S JOINT RELEASE 1 2 MOMENT Z MEMBER RELEASE 1 12 51 62 100 130 112 136 START MOMENT Z 8 18 58 68 111 135 123 141 END MOMENT Z MEMBER PROPERTY $ SectionTag 'Properties..' 'Members.'$ L01 AX 1.43 IZ 0.545 LI1 AX 1.87 IZ 0.695 LI2 AX 1.87 IZ 0.695' RT1 AX 1.43 IZ 0.545 RT2 AX 1.43 IZ 0.545 RB1 AX 1.43 IZ 0.545 RB2 AX 2.55 IZ 0.545 OH1 AX 0.53 IZ 0.11 OH2 AX 1.97 IZ 0.47 LC1 AX 5.88 IZ 3.396 LX1 AX 1.50 IZ 0.22 LX2 AX 1.06 IZ 0.22 PC1 AX 5.88 IZ 3.396 BP1 AX 5.25 IZ 20.8 RD1 AX 0.47 IZ 0.158 RD2 AX 0.66 IZ 0.21 RD3 AX 0.90 IZ 0.327 RD4 AX 0.24 IZ 0.022 LD1 AX 0.47 IZ 0.158 LD2 AX 0.47 IZ 0.158 LD3 AX 0.47j.IZ 0.158 LD4 AX 0.47 IZ 0.158 LD5 AX 0.66 IZ 0.19 $straight wall sections $ leg outside chord L01 1 TO 8 L01 51 TO 59 $ leg inside chord ' I LIl 12 TO 17 LI1 62 TO 67 LI2 18 68 $ ROOF TOP CHORD RT1 101 TO 122 RT2 100 123 $ ROOF BOTTOM CHORD RB1 131 TO 140 RB2 130 141 $ DIAGONALS LEG LD1 25 26 LD2 27 28 29 30 LD3 35 36 37 LD4 38 39 40 41 LD1 74 75 LD2 76 77 78 79 LD3 84 85 86 LD4 87 88 89 90 LD5 24 73 LC1 31 80 LX1'200 210 LX2 91 OH1 125 OH2 126 B21 300 301 302 303 $ ROOF DIAGONALS RD1 201 to 206 RD1 251 to 254 RD1 211 to 215 RD1 255 to 259 RD2 250 260 RD4 220 to 229 PCI 240 $ MATERIAL PROPERTY $ MaterialTag 'properties.' 'Members..' MATERIAL PROPERTY A529 MEMBER E 29000 DEN 0.0002836 CT 5e-06 G 12000 POI 0.3 UNIT Inch Kip A529 ALL units inch lbs $ PRINT MEMBER ALL $ FINISH P -DELTA ANALYSIS S $$$$$$$$$$$$$$$$$$$$$$$$$$$$$$ $ Loading Definition Block $ $$$$$$$$$$$$$$$$$$$$$$$$$$$$$$ $ Load commands LOAD DL "Dead load 5 psf" joint load 10 TO 18 FORCE Y -120.0 60 TO 69 FORCE Y -120.0 100 TO 122 FORCE Y -120.0 LOAD SL "Live load 40 psf" JOINT LOAD 100 TO 122 FORCE Y -911.0 18 FORCE Y -456.0 68 69 FORCE Y -456.0 LOAD EH "SEISMIC LOAD" JOINT LOAD 18 FORCE X 1646.0 LOAD WIP "WIND LOAD- CASE 1" JOINT LOAD 10 TO 17 FORCE X 450.0 18 FORCE X 145.0 FORCE Y 240.0 100 TO 110 FORCE X -160.0 FORCE Y 480.0 42 .,4' I J 111 FORCE X -18.0 FORCE Y 427.0 112 TO 122 FORCE X 124.0 FORCE Y 373.0 60 TO 67 FORCE X 281.0 68 69 FORCE X 124.0 FORCE Y 373.0 LOAD WIM "WIND LOAD -CASE 2" JOINT LOAD 10 TO 17 FORCE X 450.0 18 FORCE X 252.0 FORCE Y -80.0 100 TO 110 FORCE X 53.0 FORCE Y -160.0 111 FORCE X 89.0 FORCE Y 107.0 112 TO 122 FORCE X 124.0 FORCE Y 373.0 60 TO 67 FORCE X 281.0 68 69 FORCE X 124.0 FORCE Y 373.0 $$$ REVERSE LOAD CASES $$$ LOAD EHR "SEISMIC LOAD" JOINT LOAD 68 FORCE X -1646.0 LOAD WIPR "WIND LOAD- CASE 1" JOINT LOAD 10 TO 17 FORCE X -281.0 18 FORCE X -203.0 FORCE Y 187.0 100 TO 110 FORCE X -124.0 FORCE Y 373.0 111 FORCE X 18.0 FORCE Y 427.0 112 TO 122 FORCE X 160.0 FORCE Y 480.0 60 TO 67 FORCE X -450.0 68 69 FORCE X 160.0 FORCE Y 480.0 LOAD WIMR "WIND LOAD -CASE 2" JOINT LOAD 10 TO 17 FORCE X -281.0 18 FORCE X -203.0 FORCE Y 187.0 100 TO 110 FORCE X -124.0 FORCE Y 373.0 111 FORCE X -89.0 FORCE Y 107.0 112 TO 122 FORCE X -53.0 FORCE Y -160.0 60 TO 67 FORCE X -450.0 68 69 FORCE X -53.0 FORCE Y -160.0 LOAD COMBINATION C3 COMBINE DL 1.2 SL 1.6 LOAD COMBINATION C3I1 COMBINE DL 1.2 SL 1.6 WIP 0.8 LOAD COMBINATION C4I1 COMBINE DL 1.2 SL 0.5 WIP 1.3 LOAD COMBINATION C3I2 COMBINE DL 1.2 SL 1.6 WIM 0.8 LOAD COMBINATION C4I2 COMBINE DL 1.2 SL 0.5 WIM 1.3 LOAD COMBINATION WIND1 COMBINE DL 0.9 WIP 1.3 LOAD COMBINATION WIND2 COMBINE DL 0.9 WIM 1.3 LOAD COMBINATION EQ1'(EQ 12-5 WITH EV) COMBINE DL 1.38 EH 1.0 LOAD COMBINATION EQ2.(12. 6 •WI•TH -EV) COMBINE DL 0.72 EH 0, .LOAD •COMBINATION ''EM1'� > COMBINE. DLI'l ; 2-4 EH1.2 ,8 7 +• `,v..> LOAD COMBINATION EM2 N COMBINE DIA.9 EH"2.8 $$$ REVERSE LOAD COMBINATIONS $$$ LOAD COMBINATION C3IlR COMBINE DL 1.2 SL 1.6 WIPR 0.8 LOAD COMBINATION C4IlR COMBINE DL 1.2 SL 0.5 WIPR 1.3 LOAD COMBINATION C3I2R COMBINE *DL'`l1 2 'SL i.6 WIMR 0.8 LOAD COMBINATION C4I2R COMBINE DL 1.2 SL 0.5 WIMR 1.3 43 LOAD COMBINATION WIND3 COMBINE DL 0.9 WIPR 1.3 LOAD COMBINATION WIND4 COMBINE DL 0.9 WIMR 1.3 LOAD COMBINATION EQ1R (EQ 12-5 WITH EV) COMBINE DL 1.38 EHR 1.0 LOAD COMBINATION EQ2R (12-6 WITH -EV) COMBINE DL 0.72 EHR 1.0 LOAD COMBINATION EMIR COMBINE DL 1.2 EHR 2.8 LOAD COMBINATION EM2R COMBINE DL 0.9 EHR 2.8 $$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$ $ Result Reporting and Designing Block $ $$SSS$$SSSS$$$$$$$$$$$$$$$$SS$$$$$$$$$$$$$ S units kips inches LIST PLOT DEVICE DXF SELECT LOAD ALL OUTPUT DECIMAL 2 $ LIST FORCES REACTIONS'DISPLACEMENTS LIST REACTION ENVELOPE ALL $ LIST REACTION ALL LIST FORCE ALL $ LIST FORCE ENVELOPE ALL $ LIST DISPLACEMENT ENVELOPE ALL $ LIST FORCE ENVELOPE ALL FINISH /QROFESSjON � o _ Norn P c43 31,1008 263 E o �3 9� CIVIL % FBF CA IV MAY 2 3 2007 Verticaffechnology Engineering 383 Rio Lindo Ave Suite 200, Chico, CA 95926 Ph. (530) 899-8716 Fax (530) 899-1102 Email vertech@sbcglobal.net Structural Calculation's Client: Kurt Johnson Project: Metal Build Location: Durham, CA iy 2 9 2007 Attention: This engineer is not responsible for ok_W inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. This engineer. is not responsible for any structural element or system not specifically noted in this set of specifications unless authorized in writing by this engineer. Workmanship is to be of the highest quality and in all cases follow accepted construction practice, the latest edition of the Uniform Building Code, and local building department standards. BUTTE COUNTY MAY 2 9 2007 DUTTE COUNTY DEVELOPMENT BUILDING DI !9ISIO"� SERVICES APPROVED VerTech Engineering Project: Kurt Johnson Metal Building Engineer: CR Date 5/29/2007 Design of: Foundations Soil Bearing 1500 psf Skin Friction to resist uplift 300 psf Pilaster Sqr Ftg for Stem Resistave OTM Gravi (kips) I Soil Bearing Thickness Length Width & Ftg Uplift Safty Grid DL LL Uplift kis Min Size ft ft ft ft Wei ht Load lbs Factor Truss 2.59 11.42 11.45 4.00 1:75 4.00 x 4.00 5.38 18.58 1.62 End Wall 1.75 2.74 5.36 2.00 1 2.00 x 2.00 5.38 9.73 1.81 I VerTech Engineering Project: Kurt Johnson Metal Building Engineer CR Date 5/29/2007 Hairpin Design (worst case) N. i Vu= 1.4*DL + 1.7*LL 0.9*DL + 1.3*LL 0.75(1.4*DL + 1.7*LL + 1.7W) 0.750.4*DL + 1.7*LL + 1.7EQ) Vu=0.9*Area'd*(fs)*cos(q) Areq'd = Vu/(0.9*(fs)*cos(q)) Use: 1 # 4 bar F -Horizontal Force. DL= 0.53 kips LL= 4.22 kips W= 5.22 kips EQ= 0.00 kips Angle q= 30 deg Steel Grade fs= 60 ksi 7.916 kips = 5.963 kips 12.593 kips governs = 5.937 kips Areq'd= 0.333 in2 As= 0.393 in2 JO��G� PTN, SEC. 17, T.27N. R M.D.B.&M. 4O- 10- rams m 1 _ c€9il� 73 jacak 7 ------- ------- ------- ------ ---------$+i'c ' \ •+ -a « < } I • 1 Oe � —_— NORTH I 7F w :_w.a^_'O — +� ' PLOT PLAN - .. - �r u.lal, raoa.• er I ' � 1 � 1 I{ I I I � _ _ _ — _ — _ '.�. w.0 r. me t • � _ • � aadur auE um nd - I � I I I „ '.• _Mild— mrD.uw/ � ur,oN�rwmeDvrweeaow ' - -i . f I f R Drwusodnacowr.ce MMt>,n Z w mr e7.noww rae rwom�rnD p • .. • « O� I 1--'�-rr-- '• a rJ,D - ' F • � O - t _ _ _ _ L — I 1 I • ~ "" a»raNDd arm.unn or¢wIID°. • _ e 1 66 67 W M O'. O a • i n' I If i I 1 /'�ier.�'uw�. ' �. flW�er.Vm�UD toO/. • �a F 5 • . . ' • - w� aa� « u u - - t I Q • • e of a { I l / �'��/�„ ,.�.�.• owme. Hoer gem wre.uwweoD � 'r s 1 J I I�/womn" � I � rwola•. re aenoe��e 'ar � ' . � I � ll❑ 1 I I I I • • «• � .nr O .n.e + + � r 1 1 I wp1'°'"' / r.m`a"e. Don wewrwl,• I.on., elewlnrarx� . . ee pi� a •e u n a M 1 f I l�iaa .eu//j os. oiwN�n c.w O u -me Cormy A� ods I ec I 1 ��� ca.r.cr w...R I°mr.axlmaw a . . ..... , t, ...,, _: _.____ J_ . ._ _ DI o-m�. .. .__ w •w _- _ a m a . Bmk. Q0... a.:10 iE[ 1 t 70R - I proem- MM °oo-aaa° Fps I 1 I 4 eaweR watt/� na 6 as ra eran ' Iss/ r-s 16 - 1 I 1 _ #' - e.¢ 6ARA6e / ' - - I (n I I I PROP09ED • - - r IJ Poon I 1 1 U ,''z _ � i ..?ray i 1 r i I• p��' 4 r i i I LOT 4 Iv 10 ACRES j ID I I I I ental Health I 1 j DEC 2 If j 2006 APPROVED I II ' I 1 i - Butte I II oun I j 11 Envie n Mal a th �O11C®, �� . 4 a•. " = D to '` ,. IRZ91 ' Signatu SUN AM&LE I STWT IPAW q�1 • .. 1 70'-3' OUT—TO—OUT OF CONCRETE 2 � 3 30'-1 1/2* 15'-6' r 1 1/2° a MNZIENEAA in NOTE: ALL WALKDOORS ARE FIELD LOCATED,- UNLESS NOTED. t ANCHOR BOLT `PLAN NOTE: ALL BASE PLATES @ 100.0' (U.N.) ASSUMED FINISH FLOOR @ 100.0' (U.N.) X 0 Dio= 3/4° C14 N rn G ' a Environmental Health E DEC 1 2 2006 Chico, CA I i APPROVED Butte County Environ n Heafth i C _DAto CAX31146I Sig re / ?signature TOR APPROVAL �_Z_ Date � p r i u• 13 STEELWISE, LLC 8774 YATES ORNE. SUITE 135 WESTMINSTER, CO 80031 1-303-825-2635 oRawlNc BY DATE DESCRIPTION: ANCHOR BOLT PLAN CHECK' BY nME CUSTOMER: KURT JOHNSON .._.. ... .. 1:030 SC&E N.T.S. LOCATION: DURHAM, CA 95938 1 LOADS SEE COVERDRAWING REV / JOB CAX31119 A61 0 1 _ e =-=L_----� -- _ F _'; _ •_.._.. ;� r - ._ BRUNgYVIc� . o-`_-�r-----a--- _ r --_---- 71 ----- AN ---- - - -- -- '------------------------- 8 �� 1 - I I i ----- ----- - , • I j I , a8 \•I JIi I I e I T I I I �• j .I I I I , D Q \•r MEMME go .. � j� ( I I rn �• � � 5 1 I j I 55 4 5 I I• 1' � I 1 � • `' I i I r � I: I ..�� a� s' SS - �� a � ', Iii ,,` i • . �. o j I I •iI .I I I ! it •'k 'ieg ^`l \ 11 /� �. j. \\ �• y.. _ � j � I I I I .. I G 111 I/ I ..� `' � M asks i _% A FOUR BEDROOM RE9IDENGE PLOT PLAN ASSESSORS MAP ��W�', �� wo-aaee J'-K•'tl� b l3j L-00ATION MAP t i t•°w wa • 1e.143e1 ¢ _ u + o g £ ....4'°" o•o o,o •NOT FOR GON5TRUGTION • SUN ANGLE VIEW .s.°s .e.•ow • •'%+wu.us •..e° � owxo.°cs.w.eouuu.a--�-,--. i OUT -TO -OUT nF rnurocrt- N \ 1 1/2" X -Bracing ,..a T T n A 6Fr C�r'I E D 5o6Fi Z ,4 E 7- 50v cn X r 1• D U e ° LQ tv - Z o - E °U 8\ C �---� L c ° N M O H /}m C, -,w/cur-off tF [ oo ] B \ / VA ��. fAN t. SW iiGN B CuT^OFF soil mt13 p 100 AtAPP el [°3A F o �A o Tb 2CONoulr a' 2'-1 1/2 1 W�# l l}'lu� x�l�-r✓ NOTES: Pow Nd .#8 ua- 4-0- C,-fr „rd CL p/lovide, Std • 56"d # 8Cxt, -NOTE: ALL WALKDOORS ARE FIELD LOCATED, UNLESS NOTED. M -L � �7 1`J I C G G 0. F �-F I ° � H � F (F' --F�� ° ?J FL o00 000 o 12'-0" 70W Pfp-5 10'-0" 1 10'_ o Dia= 3/4" \ L 1 1/2"4 \ Cn Alm C E U f� 0 1 m p I x 8 _; D I8101 / CAX31146 Elev. ® 100'-0° ° 4-- 8 -8 l0 / FOR APPROVAL C", A F A r 0 1 Signature C i — Date 1 1/2" 2'-1 1 z" - NOTE: - Anchor Bolts By Others! STEELWISE, LLC Does Not Provide 'Anchor. Bolts. ANCHOR NOTE: ALL BASE ASSUMED FINISH BOLT PLAN PLATES @ 100'-1 1/2' � (U.N.) FLOOR @ 100'-1 1/2" (U.N.) ' ' J30-ff E COUNTY Ui�� R�pjZ;10N F V if 4.. APPROVED — r STEELWISE, LLC REV 8774 YATES DRIVE. SURE 135 WESTMINSTER, CO 80031 DRAwINc BY JWF 7 406 '1'2 DESCRIPTION: ANCHOR BOLT PLAN CHECK evTIM JC E 3:10 m CUSTOMER: KURT JOHNSON suuE N.T.S. LOCATION: DURHAM, CA 95938 LOADS SEE COVER JOB # CAx31119 0RAWINc 1-303-825-2635 1 REV _10 li II' � � C A nb '_'� z y �� No �� v' z H o v �� � � STEELWfSE, LLC 8774 YATES DRIVE, WESTWNSTEN, Cl 1 BUILDING SPECIFICATIONS THE STRUCTURE UNDER THIS CONTRACT HAS BEEN DESIGNED AND DETAILED FOR THE LOADS AND CONDITIONS STIPULATED IN THE CONTRACT AND SHOWN ON THESE DRAWINGS. ANY ALTERATIONS TO THE STRUCTURAL SYSTEM OR REMOVAL OF ANY COMPONENT PARTS, OR THE ADDITION OF OTHER CONSTRUCTION MATERIALS OR LOADS MUST BE DONE UNDER THE ADVICE OF A REGISTERED ARCHITECT, CIVIL OR STRUCTURAL ENGINEER. STEELWISE, LLC WILL ASSUME NO RESPONSIBILITY FOR ANY LOADS NOT INDICATED. THIS STEELWISE,.LLC METAL BUILDING IS DESIGNED USING STANDARD DESIGN PRACTICES BASED ON PERTINENT PROCEDURES AND RECOMMENDATIONS OF THE FOLLOWING ORGANIZATIONS AND CODES. AMERICAN INSTITUTE' OF STEEL CONSTRUCTION: "SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", 9TH EDITION W/ SUPPLEMENT #1. - AMERICAN IRON AND STEEL INSTITUTE: "SPECIFICATION FOR THE DESIGN OF COLD FORMED STRUCTURAL MEMBERS", 1996 W/ SUPPLEMENT #1. AMERICAN WELDING SOCIETY: "STRUCTURAL WELDING CODE" AWS D1.1-88, SECT. 5, PART B. AWS D1.3-98 MBMA METAL BUILDING SYSTEMS MANUAL, 2002 ED. WITH 2004 UPDATE MATERIAL PROPERTIES"OF STEEL PLATE USED IN THE FARICATION OF PRIMARY RIGID FRAMES AND OTHER PRIMARY STRUCTURAL, EXCLUSIVE OF COLD—FORMED SECTIONS, CONFORM TO ASTM A529 OR A572. FLANGES' -WITH THICKNESS OF 1" OR LESS AND WIDTH OF 12" OR -LESS CONFORM TO ASTM A529-04 GRADE 55. FLANGES GREATER THAN 1" IN THICKNESS OR 12" IN WIDTH CONFORM TO ASTM A 572-04 GRADE 50. WEBS OF 16" OR LESS CONFORM TO ASTM A1011 -04A GRADE 50 AND WEBS GREATER THAN 3, 16" CONFORM TO ASTM A1018-04 GRADE 50 OR ASTM A572-04 GRADE 50. MATERIAL PROPERTIES OF HOT ROLLED SECTIONS W8X10 THROUGH W24X76 CONFORM TO ASTM A572-04 GRADE 50 OR ASTM A992 -04A GRADE 50. HOT ROLLED SECTIONS LARGER THAN W24X26 CONFORM TO ASTM A36-04. MATERIAL PROPERTIES OF PIPE SECTIONS CONFORM TO ASTM A53 -04A TYPE "E" GRADE "B". MATERIAL PROPERTIES OF HOLLOW STRUCTURAL SECTIONS CONFORM TO ASTM A500 -03A GRADE "B". MATERIAL PROPERTIES OF COLD FORMED LIGHT GAGE STEEL MEMBERS CONFORM TO THE REQUIREMENTS OF ASTM A1011 -04A GRADE 55 WITH A MINIMUM YIELD OF 57,000 PSI. HIGH STRENGTH BOLTS AND THEIR INSTALLATION SHALL CONFORM TO ASTM SPECIFICATIONS A-325 AND ARE DESIGNED AS BEARING TYPE CONNECTIONS WITH THREADS INCLUDED IN THE SHEAR PLANE. TIGHTENING OF THESE BOLTS IS RECOMMENDED BY THE "SNUG—TIGHTENED JOINTS" METHOD, PER 2002 RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR 490 BOLTS." ALL STEEL MEMBERS EXCEPT BOLTS, FASTENERS, AND CABLE SHALL RECEIVE ONE SHOP COAT OF INHIBITIVE PRIMER, SSPC SPEC. #15, UNLESS STATED OTHERWISE IN THE CONTRACT, SHOP AND FIELD INSPECTIONS AND ASSOCIATED FEES ARE THE RESPONSIBILITY OF THE CONTRACTOR, UNLESS STIPULATED OTHERWISE. SUITE 135 80031 BUILDERS RESPONSIBILITIES THE BUILDER MUST SECURE ALL REQUIRED APPROVALS AND PERMITS FROM THE APPROPRIATE AGENCY AS REQUIRED. APPROVAL OF STEELWISE, LLC DRAWINGS AND CALCULATIONS INDICATES THAT STEELWISE, LLC HAS CORRECTLY INTERPRETED AND APPLIED THE REQUIREMENTS OF THE CONTRACT DRAWINGS AND SPECIFICATIONS. (SECT. 4.2.1 AISC CODE OF STANDARD PRACTICE, 9TH EDITION.) WHERE DISCREPANCIES EXIST BETWEEN THE STEELWISE, LLC STRUCTURAL STEEL PLANS AND THE PLANS FOR OTHER TRADES, THE STRUIICTURAL STEEL PLANS WILL GOVERN (SECT. 3.3 AISC CODE OF STANDARD PRACTICE, 9TH EDITION.) DESIGN CONSIDERATONS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT FURNISHED BY STEELWISE, LLC ARE THE RESPONSIBILITY OF .THE BUILDER AND ENGINEERS OTHER THAN STEELWISE, LLC ENGINEERING UNLESS SPECIFICALLY INDICATED. THE BUILDER IS RESPONSIBLE FOR ALL ERECTION OF STEEL AND ASSOCIATED WORK IN COMPLIANCE WITH STEELWISE, LLC CONSTRUCTION DRAWINGS. 4 TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSEWORK OR OTHER ELEMENTS REQUIRED FOR ERECTION WILL BE DETERMINED, FURNISHED, AND INSTALLED BY THE BUILDER, (SECT 7.9.1 AISC CODE OF STANDARD .PRACTICE, 9TH EDITION.) IT IS THE BUILDERS RESPONSIBILITY TO APPLY AND OBSERVE ALL - PERTINENT SAFETY RULES AND REGULATIONS, AND PER OSHA STANDARDS AS APPLICABLE. THE BUILDER IS RESPONSIBLE FOR THE VERIFICATION OF ALL SHIPMENTS RECEIVED, AND MUST INVENTORY BUILDING AT TIME OF DELIVERY. GENERAL NOTES NO CHANGES SHOULD BE MADE TO THIS BUILDING SYSTEM UNLESS APPROVED IN WRITING BY THE MANUFACTURERS ENGINEERING DEPARTMENT. UNAPPROVED CHANGES COULD RESULT IN AN UNSAFE BUILDING DESIGN AND COULD ENDANGER PUBLIC SAFETY. THIS BUILDINGS ANCHOR BOLTS ARE BY OTHERS. STEELWISE, LLC DOES NOT PROVIDE ANCHOR BOLTS. ENGINEERING SEAL THIS CERTIFICATION COVERS PARTS MANUFACTURED AND DELIVERED BY THE MANUFACTURER ONLY, AND EXCLUDES PARTS SUCH AS DOORS, WINDOWS, FOUNDATION DESIGN AND ERECTION OF THE BUILDING. THE UNDERSIGNED PROFESSIONAL ENGINEER IS NOT THE ENGINEER,, OF RECORD FOR THE OVERALL PROJECT. °°°°°°Q�pFESSIO�Ia��asoes0 o�((I�j�C0 I�SNECS �.�4 Qv 4 o CO 040442 313 07 4 CIVIL " 0 0 ` FI DESIGN LOADING THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY: CBC 01 THE BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. FRAME / ROOF DEAD LOAD SUPERIMPOSED COLLATERAL FRAME / ROOF LIVE LOAD SNOW LOAD GROUND SNOW LOAD (Pg) FLAT ROOF SNOW LOAD (Pf) WIND LOAD BASIC WIND SPEED WIND IMPORTANCE FACTOR (Iw) WIND EXPOSURE CATEGORY TOPOGRAPHICAL FACTOR Ao Av SOIL PROFILE TYPE SEISMIC IMPORTANCE FACTOR (le) SEISMIC HAZARD EXPOSURE GROUP SEISMIC PERFORMANCE CATEGORY SITE COEFFICIENT RAIN INTENSITY 5—MINUTE DURATION, 5—YEAR RECURRENCE (I1) 5—MINUTE, DURATION, 25—YEAR RECURRENCE (12) 2 PSF 0 PSF 20/20 PSF 0 PSF 0 PSF 90 MPH 1.00 C 1.0 DRAWING INDEX ISSUE PAGE DESCRIPTION 0 L1 of 1 COVER SHEET 0 A81 ANCHOR BOLT PLAN 0 A82 ANCHOR BOLT REACTIONS 0 RFP ROOF FRAMING PLAN 0 FCS FRAME CROSS SECTION 0 LEW LEFT ENDWALL 0 REW RIGHT ENDWALL 0 FSW FRONT SIDEWALL 0 BSW BACK SIDEWALL 0 DET GENERAL DETAILS 0 TRM TRIM DETAILS 0 WLO WELD DETAILS 3 DRAWING STATUS 0.360 FOR APPROVAL ❑ 0.360 . THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL UNKNOWN REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT . 1 ,00 DOCUMENTS. ONLY DRAWINGS ISSUED "FOR CONSTRUCTION" CAN BE CONSIDERED 1 AS COMPLETE. B FJ FOR PERMITS ONLY - 2.0 THESE DRAWINGS, BEING FOR PERMIT, ARE BY 'DEFINITION NOT FINAL. ONLY DRAWINGS ISSUED ' "FOR CONSTRUCTION" CAN BE CONSIDERED 6 IN/HOUR AS COMPLETE. 6 IN/HOUR BASIC STRUCTURAL SYSTEM AND SEISMIC RESISTING SYSTEM = ORDINARY MOMENT FRAME OF STEEL. RESPONSE MODIFICATION FACTOR, R = 3.5 DEFLECTION AMPLIFICATION FACTOR, Cd = 4.0 ANALYSIS PROCEDURE IS EQUIVALENT LATERAL FORCE PROCEDURE. BUTTE COUONTY BUILDING DI'ViS R L. APP V D; JWF 12/ 4/06 CHECKED DATE JC APPROVED DATE SCALE N.T.S. ❑ X FOR CONSTRUCTION FINAL DRAWINGS. FOR QUESTIONS OR ASSISTANCE CONCERNING ERECTION CALL: 1-303-825-2635 MONDAY — FRIDAY 7:OOAM TO 5:OOPM PROPERTY OF: STEELWISE. LLC COPYRIGHT 2006 CONFIDENTIAL: THIS DOCUMENT AND THE INFORMATION CONTAINED HEREIN ARE THE PROPERTY OF STEELWISE, LLC UNAUTHORIZED COPYING, DISCLOSURE OR OTHER UNAUTHORIZED USES ARE PROHIBITED. STEELWISE, LLC JOB NO. 8774 YATES DRIVE, SUITE 135 CAX31 1 19 WESTMINSTER, CO 80031 1-303-825-2635 CUSTOMER: KURT JOHNSON DURHAM, CA 95938 BUILDING: REV. SHEET NO. 45'-0" x 70'-0" x 18'-0" 1.0:12 0 1 L1 of 1 \ 1 1/2" �'m m 70'-3" OUT -TO -OUT OF m X-Bracina 1 1/2 ^I , 1/2" ,SAN 2007 Ic 2'-1 i 2" 12'-0" 2'-6" \ 1 1/2" �'m m 70'-3" OUT -TO -OUT OF m X-Bracina 1 1/2 N \ Cn I U I� o I m O I x ^I , 1/2" ,SAN 2007 2'-1 i 2" 12'-0" 2'-6" 12'-0" 1'- " 1'-0" 10'-0" 10''-0" 2'-1 1/2" BUTTE COUNTY NOTE: I o 0 0 1s-6'' 24'-7 1/2- a WING IV1,91 �� Anchor' Bolts By Others! n A M D 0 E A 1770 3 f CrC ANCHOR BOLT PLAN STEELWISE, LLC n I I O NOTE: ALL BASE ASSUMED FINISH v o m x 8774 YATES DRIVE, SUITE 135 WESTMINSTER, CO 80031 1-303-825=2635 I DRAWING BY DATE DESCRIPTION: ANCHOR BOLT PLAN JwF12 4 06 LOCATED, UNLESS NOTED. L° 16 0 c"ECK e�c rIME3:10 m CUSTOMER: KURT JOHNSON CAX31.146 B U 0 SCALE N.T.S. LOCATION: DURHAM, CA 95938 Elev. 0 100'-0' LOADS SEE COVERDRAWING # REV JOB # CAX31119 A81 0 °° o. L0 N B n H N I w ; NO. CO40442 I m ' B 1o1B Exp. /31/07 B10 A O \ °,FOF CA1-oF�°°°°° A _ L°JA f F F C G o 0 0 G C 0.0 o F _ F F �� F A Ll C_ ''---- OT F C Z H 00 01C� C �. N \ Cn I U I� o I m O I x 1/2" L. ^I , 1/2" ,SAN 2007 2'-1 i 2" 12'-0" 2'-6" 12'-0" 1'- " 1'-0" 10'-0" 10''-0" 2'-1 1/2" BUTTE COUNTY NOTE: - 30'-1 1/2" 1s-6'' 24'-7 1/2- a WING IV1,91 �� Anchor' Bolts By Others! = STEELWISE, LLC 3 f a> PROVED . Does Not Provide Anchor Bolts. ANCHOR BOLT PLAN STEELWISE, LLC NOTE: ALL BASE ASSUMED FINISH PLATES @ 100'-1 '1/2° (U.N.) FLOOR @ 100'-1 lit" KU,N.) 8774 YATES DRIVE, SUITE 135 WESTMINSTER, CO 80031 1-303-825=2635 NOTE: ALL WALKDOORS ARE FIELD DRAWING BY DATE DESCRIPTION: ANCHOR BOLT PLAN JwF12 4 06 LOCATED, UNLESS NOTED. c"ECK e�c rIME3:10 m CUSTOMER: KURT JOHNSON CAX31.146 SCALE N.T.S. LOCATION: DURHAM, CA 95938 Elev. 0 100'-0' LOADS SEE COVERDRAWING # REV JOB # CAX31119 A81 0 °° o. e� w ; NO. CO40442 I m ' Exp. /31/07 A o°�� CIVIL °,FOF CA1-oF�°°°°° 1/2" L. I , 1/2" ,SAN 2007 2'-1 i 2" 12'-0" 2'-6" 12'-0" 1'- " 1'-0" 10'-0" 10''-0" 2'-1 1/2" BUTTE COUNTY NOTE: - 30'-1 1/2" 1s-6'' 24'-7 1/2- a WING IV1,91 �� Anchor' Bolts By Others! = STEELWISE, LLC 3 f a> PROVED . Does Not Provide Anchor Bolts. ANCHOR BOLT PLAN STEELWISE, LLC NOTE: ALL BASE ASSUMED FINISH PLATES @ 100'-1 '1/2° (U.N.) FLOOR @ 100'-1 lit" KU,N.) 8774 YATES DRIVE, SUITE 135 WESTMINSTER, CO 80031 1-303-825=2635 NOTE: ALL WALKDOORS ARE FIELD DRAWING BY DATE DESCRIPTION: ANCHOR BOLT PLAN JwF12 4 06 LOCATED, UNLESS NOTED. c"ECK e�c rIME3:10 m CUSTOMER: KURT JOHNSON SCALE N.T.S. LOCATION: DURHAM, CA 95938 LOADS SEE COVERDRAWING # REV JOB # CAX31119 A81 0 El IV FRAME LINE RIGID FRAME: RIGID FRAME: Ont Loc BASIC COLUMN REACTIONS (k ) Proj Width (ft) LINE - - ------ -�MAX!MUM ----Column Reactions (k)------- DJ --------- 2.50 ----------------------- EW 3/4" 2.50 Frm Frame Column ----Dead-----Collateral- ----Live---- ---- Snow ------ Wind_L1--- --Wind_RI--- Balt Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert -Wd-- 2 E 0.50 1.50 0.00 0.00 3.64 9.56 0.00 0.00 -8.37 -9.22 3.27 -4.02 i 1.50 2 A -0.50 2.17 0.00 0.00 -3.64 15.47 0.00 0.00 -5.16 -22.07 7.81 -27.28 7 DL+LnWnd2 3 E 0.43 1.35 0.00 0.00 3.13 8.40 0.00 0.00 -7.33 -8.10 2.96 -3.53 0.0 3 A -0.43 1.95 0.00 0.00 -3.13 13.60 0.00 0.00 -4.57 -19.41 6.78 -23.99 RIGID_ FRAME: Frame Column--Wind_L2--- --Wlnd_R2--- --LnV(nd_1-- --Lnwnd_2-- -Seismic-L-- -Seismic-R-- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Frm 2 E -8.37 -9.22 3.27 -4.02 -0.30 -14.73 -0.30 -14.73 -0.57 -0.48 0.57 0.48 Id H Vmax Id H -1- ------ ------ -- --_--- 2 A -5.16 -22.07 7.81 -27.28 0.30 -8.29 0.30 -8.29 -0.69 0.48 0.69 -0.48 6.8 3 E -7.33 -8.10 2.96 -3.53 -0.22 -13.72 -0.22 -13.72 -0.51 -0.43 0.51 0.43 3 A -4.57 -19.41 6.78 -23.99 0.22 -7.30 0.22 -7.30 -0.61 0.43 0.61 -0.43 0.750 Frame Column---LnSeis--- 12.50 0.500 0.0 1 -3.6 15.6 3 6.3 -22.0' line Line Horiz Vert 2 E 0.00 -3.50 2 A 0.00 0.00 3 E 0.00 -3.50 3 A 0.00 0.00 FRAME LINE RIGID FRAME: RMTIONS, ANCHOR, BOLTS, & BASE PLATES Ont Loc Dia Proj Width (ft) = 45 - - ------ -�MAX!MUM ----Column Reactions (k)------- DJ --------- 2.50 ----------------------- EW 3/4" 2.50 Frm Cal Load Hmax V Load Hmin V Anc. Balt Base Plate (in) Wind Speed (mph) Grout Line Line --- Id H Vmax IO H Vmin No D(in) -Wd-- Len Thk - in) 2 E 1 4.1 1 IA 2 -7.9 -7.7 4 0.750 6.000 i 1.50 0.500 0.0 3 DL+SL/2+WR1 7 0.2 -13.2 5 DL+ 2 6 DL+LnWnd1 7 DL+LnWnd2 2 A 5 7.3 -25.1 2 -5.7 -19.9 4 0.750 6.000 12.50 0.500 0.0 1 -4.1 17.6 5 7.3 -25.1 RIGID_ FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES --- ------ =-------Column Reactions (k )------- Frm Col Coad Hmax V Load Hmin V Anc. Bolt. Base Plate (in) Grout Line Line ------ Id H Vmax Id H -1- ------ ------ -- --_--- Vmin -__--- No --- D(in) ----- Wid ----- Len ----- Thk (in) 3 3 E 3.6 9.7 2 6.9 6.8 4 0.750 6.000 11.50 ----- 0.500 ----- 0.0 6 0.2 -12.4 3 A 5 6.3 -22.0 4 -5.0 -17.5 4 0.750 6.000 12.50 0.500 0.0 1 -3.6 15.6 3 6.3 -22.0' (ANCHOR BOLT SUMMARY Ont Loc Dia Proj Width (ft) = 45 (in) (in) - O 16 DJ 3/4; 2.50 O 20 EW 3/4" 2.50 O 16 RF 3/4 2.50 O 4 WF 3/4' 2.50 GENERAL NOTES 1. THE BOLT DETAILS SHOWN ON THIS DRAWING LOCATE THE ANCHOR BOLTS IN REFERENCE TO BOTH THE BUILDING STEEL LINE AND THE OUTSIDE OF STEELWISE, LLC SUGGESTED PANEL RECESS OF 1-1 2". 2. STEELWISE, LLC IS RESPONSIBLE FO THE DESIGN OF THE ANCHOR BOLT TO PERMIT THE TRANSFER OF FORCES BETWEEN THE BASE PLATE AND THE ANCHOR BOLY IN SHEAR, BEARING AND TENSION, BUT IS NOT RESPONSIBLE FOR THE TRANSFER OF ANCHOR BOLTS IN RELATION TO THE CONCRETE. UNLESS OTHERWISE PROVIDED IN THE ORDER DOCUMENTS, STEELWISE, LLC DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR THE DESIGN, MATERIAL AND CONSTRUCTION OF THE FOUNDATION EMBEDMENTS. THE END USE CUSTOMER SHOULD ASSURE HIMSELF THAT ADEQUATE PROVISIONS ARE MADE IN THE FOUNDATION DESIGN FOR LOADS IMPOSED BY COLUMN REACTIONS OF THE BUILDING, OTHER IMPOSED LOADS, AND BEARING CAPACITY OF THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. IT IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF THE BUILDING BE DESIGNED BY A REGISTERED PROFESSIONAL. ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES, SECTION AID MBMA 1986 LOW RISE BUILDING SYSTEMS MANUAL). 3. BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION. (UNLESS NOTED) NOTES FOR REACTIONS Building reactions are based on f Reactions (k ) Panel the following building data: Col Width (ft) = 45 Length (t) = 70 Eave Height (ft) = 18 / 18 Roof Slope (rise12) = 1.0:12 / 1.0:12 Dead Load (ps) = 2 Collateral Load sfP = 0 Roof live Lood psf) = 20 Frame Live Loadfps!) = 20 Roof Snow Load psf) = 0 Ground Snow Load (ps`) = 0 Wind Speed (mph) = 90 Wind Code = CBC 01 Exposure = C Closed/Open = Closed Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Zone = 3 Seismic coeff (Cc) = 0.360 ID Description -- -------------------- I UL+CL+LL 2 DL+SL/2+WL1 3 DL+SL/2+WR1 4 DL+SL/2+WL2 5 DL+ 2 6 DL+LnWnd1 7 DL+LnWnd2 8 DL+SL/2+WL2+WS 9 DL+SL/2+WR2+WS 10 DL+ +LnWndl 11 DL+WRI+WS 12 DL+SL+WR2/2+WS WIND BENT REACTIONS i Reactions --Wall-- Cot Wind(k ) Seismic(k ) Loc Line Line Harz Vert Harz Vert --- - - - - --- - - - - - - - - - - - - ---- F_SW A 2 3.21 7.85 1.26 3.09 F_SW A 3 3.21 7.85 1.26 3.09 1 H H IV �V Anc-Bolt Base_Plote(in) No Dia Width Length Thick -- ----- ----- ----- ----- 2 0.750 6.00 12.50 0.50 2 0.750 6.00 12.50 0.50 ENDWALL COLUMN REACTIONS(k) MAXIMUM VERTICAL DL+CL+LL = 7.5 MAXMUM VERTICAL OL+WL =-16.5 s MAXIMUM HORIZONTAL DL+WL = 2.1 BRACING REACTIONS, PANEL SHEAR f Reactions (k ) Panel --Wall— Col --Wind--- -Seismic- Shear Loc-- Line - -Line - Harz ` Vert -. Horz - Vert - (Ib/ft) ---- L-EW 1 E ,D 4.1 6.3 1.1 1.7 F_SW A Wind Bent In Wall R_EW 4 D ,E 3.4 5.1 1.0 1.5 B_SW E 3 ,2 6.4 6.4 1.4 1.4 CONCRETE LINE 1 1/2" STEEL LINE PROJ 1 1/2Li" iR CONCRETE NOTCH AND ANCHOR BOLT PROJECTION STEEL LINE , PROJ 1 1/2" II I CONCRETE NOTCH AND TWO ROWS OF ANCHOR BOLTS 13UTTE COUNTY T BUILDING DME31 iN A P a VE j NOTE: Anchor Bolts By Others! STEELWISE, LLC Does Not Provide Anchor Bolts. Dia= 3/4" -T- i. 010 4" CIO -1- 4„ 2" W 2" 8 1/4" See Plan DETAIL E Dia= 3/4" Dia= 1 1/2" SW i 11 3/4" 112 8" DETAIL A Dia= 3/4° 3 1/2". F O ao ( O 2" FW/ L J Sw T 1 1/2' 1 3/4" See Plan DETAIL F Dia= 3/4" -T- i p I _ �4" I O I _ 1 _ 1'-0 1/4" SW 11° 1 1/2" DETAIL G eoQysomeeenaa3e ov�a0�2 D( E.S.S/O V •eeee s� •, � No. 040442 ? m d EXi3/31/07 JO CIVIL OF C JAN 2 9 2007 1 1/2"EW 1 3/4" I I I 0o O I O �4' 1 1/2"Ew 1 3/4" 1 3/4" See Plan DETAIL B - Dio= 3/4" `<V) 0 i G a j <.; I o L-� 14° 2,: 2„ See Pion 1 1/2" /2, SW �- DETAIL C Dia= 3/4" 6. N 010 4" 010 4" 2" 2" 8 1/4" 1 1/2" SW See Plan DETAIL D STEELWISE, LLC 8774 YATES DRIVE, SUITE 135 WESTMINSTER, CO 80031 1-303-825-2635 DRAWING JVJF D12TE 4/06 DESCRIPTION: ANCHOR BOLT REACTIONS CHECK BY TIME JC 3:11 m CUSTOMER: KURT JOHNSON SCALE N.T.S. LOCATION: DURHAM, CA 95938 LOADS SEE COVERDRAWIREv g JOB # CAX31119 NG R A82 0 P- I (Iyp) P-2 T ' MEMBER ROOF TABLE PLAN 2—IJ — MARK PART _ LENGTH DIA " SHEETING ER -1 EB -1 BEAM 10'-1 3/8' 29'-11 1/2' 4 EB -2 P-1 BEAM 10X25Z14 10'-1 '3:'8' 32'-i 1:�2` • EXTEND 3'-1 3+_ LAP 3 -1 3/4 `' _ ' _ 70'-0" OUT -TO -OUT i• OF STEEL , P-2 10X25214 ..19-9 i.<2' ER -3 2 3 RFI -3 I P-3 10X25/14 26'--7 ile 1/2' .. 30'-0" P-4 1OX25Z14 32'-1 1/2' RF2-4' E-3 P-8 Typ P-6 Typ 15'-6" 24'-6" P-5 1OX25Z14 26"-7 1/2' CB -7 P-6 1OX35Z12 33'-1 1/2' 1/4' P-7 10X35Z14 121'-9 1/2' - 1 P-8 1OX35214 • 27'-7 1.12!- ./2"'E-1 ROOF PLAN 'E -1 10ESIL14 29' -ll 1/2' i I. oO�. E-5 RFI. -1 E-2 RF2-1 E-4 E-2 E-; 10ES1L34 10ESlI 14 15'-5 11/2' 24'-5 1/2' _ LEN61H P- I (Iyp) P-2 T P-3 T % 00 ° °°gOFCAL\F��•0°0 2—IJ 10ES1LI4 24'-5 _ C + E SHEETING ER -1 2'-1 3/4' 1' ER -4 RF2-2 ' ' RF1-2 29'-11 1/2' c�1 ce, P-2 Typ P-4,TypT Q2 - P-5 Typ • EXTEND 3'-1 3+_ LAP 3 -1 3/4 E-6 10ES11_12 29'-11 1/2' ER -2 PLAN'�"'��" ER -3 r RFI -3 I E-7 RF2.-3 24'-75 1/2' - E-1 RFI -4 — — E-2 RF2-4' E-3 P-8 Typ P-6 Typ P-7 Typ 5/i6' o FRONT SW % 00 ° °°gOFCAL\F��•0°0 E-4 10ES1LI4 24'-5 1/2' PURLIN 2'-1 3 4' LAP i Iw E SHEETING 2'-1 3/4' E-5 10ES1L14 29'-11 1/2' • 4J R � T - BUTTE COUNTY PANELS: 26 Ga. PR GalvDlume ,�AN�� 9 2007 • EXTEND 3'-1 3+_ LAP 3 -1 3/4 E-6 10ES11_12 29'-11 1/2' = ROOF FRAMING PLAN'�"'��" - E-7 10ES1L12 24'-75 1/2' - CB -6 HW -3732 20'-0' 5/i6' CB -7 HW -3730 19'-6' 1/4' EXTENSION CANOPY BOLTS- 1 N. ROOF PLAN s D v n MARK QUAN. TYPE DIA _ LEN61H rnD I C-4 N EB -1 4 A325 1 2 3 4 I W 2 N N EB -2 4` A325 ' 7 8° 3/4" N F_ -1 . _ L. CD I I LIGHT ° PANEL I IID' I -a" I I (B) FL -51 L J 00C w (24) I I - , I M I - w B I a CV Ct� W N =) Ln w I C I: Of U I� A w co I N I. pOOpeogeeaaaceaaspB°° °00*4. y OESS,,o pZr�,�t\�\S S Nf(sO l��°000 N0. X40442 1 rn 3/31/U7 e CIVIL _L L—L 1 L—/ • Xt EB -1 E13-2 FRONT SW % 00 ° °°gOFCAL\F��•0°0 _ SOFFIT ROOF �8aa�aaaoeoa9ag PURLIN 2'-1 3 4' LAP 2'-1 3/4. SHEETING 2'-1 3/4' 2'-1 3j!' • 4J R � T - BUTTE COUNTY PANELS: 26 Ga. PR GalvDlume ,�AN�� 9 2007 • EXTEND 3'-1 3+_ LAP 3 -1 3/4 3'-1 3 4' .' 3 -1 3/4 BUILDING DIVISIG = ROOF FRAMING PLAN'�"'��" - GENERAL NOTES: 1. INSTALL ALL PURLIN AND FLANGE BRACES (F8) AS SHOWN. 2. ROOF PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. DO NOT ADD ANY ADDITIONAL ROOF OPENINGS WITHOUT BUILDING MANUFACTURER APPROVAL OR PROFESSIONAL ENGINEER APPROVAL. _ 4. DO NOT STACK SHEET BUNDLES ON ROOF. ONLY RAISE INDIVIDUAL SHEETS AS NEEDED. STEELWISE, LLC 8774 YATES DRIVE, SUITE 135 WESTMINSTER, CO 80031 1-303-825-2635 DRAWING JWF 012 4/06 DESCRIPTION: ROOF FRAMING PLAN CHECK BY TIME JC 3:10 m CUSTOMER: KURT JOHNSON - SCALE N.T.S. LOCATION: DURHAM, CA 95938 5. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL LOADS JOB # CAX31 1 19 DRAWING R RFP REv g 0 SHAVINGS CAUSED BY DRILLING. SEE COVER r -R- SPLICE $. S Splice Quan -----Bolt----- Mark To Bot 16t Type Dia Len iSP- 1 4 4 0 A325 3/4" 1 3/4" SP-- 2 14 4 0 A325 3/4 1 3/4 P_ 3 4 4 2 A325 3/4" 2 KFLANGE BRACES: Both Sides, Untess Noted)) I FBxxAQ): xx=teng thin) A. - 12X2X14G « FL -51 22'-s_�� 32'- 6" �=— — 3 1 /2" i Galvalume 1'-0" 1'-0" - 2E6 Ga, — 5 SP® 4'-3 13/16" 5 SP® 4'-3 13 16" _ 12 F830A�_ 1) FB31A(1) FB32A83 __�_ F ) �r = 1)----_-_- _ —_-------4A1 FB�1) — _—... - -- J ---_---- U3 _ �T L U3 — U2 04 f- ��� F A 2 <n RFI -3 —. �--- -- EB -1 �---I M N I r N 04 co + o I I I i1• •I I- - I a I _ + I a N O • t0 D= t DIS:, a co -210 I I nI m q r7 o I st° ,v"d5'1 CJB�l epeg0pee • I Ip I - - �U _ in a I s°a ��1. S�Q,7,9 eee •Ir 4°_ I R2 8 1/4" ! Ii' -7 1/2- OE /2"E - c GENERAL NOTES: 1. ALL FIELD CONNECTIONS OF PRIMARY FRAMING MEMBERS SHALL BE BOLTED. WITH A325 H. S. BOLTS AND INSTALLED BY THE 'TURN OF THE NUT' METHOD. 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A307 MACHINE BOLTS. ' 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN. -11 9/16" FRAME CROSS SECTION. , FOR FRAME LINE 2 I' I _ f MEMBER SIZE TABLE in PIECE WEB DEPTH WEB PLATE OUTSIDE FLANGE W x T x LEN INSIDE fLPNGE W x T x LEN _ START 7END THICK LENGTH RF1-1 RFI -2 11.0/19.0 0.134 19.0/10.9 0.134 10.9/10.0 0.134 207.1 220.1 24.0 50/16"x205.7— 5x1/4" x 25.6 5x3/16"x220.1 5x3/16"x 24.0 5x1 4 x184.6 I 50/4" 024.2 _ 1 50/16%1119 2 ' I RFl-3 10.0/17.0 0.134 120.0 5x3/16"x120.0. 5x3/16°x238:8 ' 17.0/24.0 0.188 119.3 5x1/4" x119.3 ! RF -4 24.0/12.0 0.134 207.5 6x1/4" x 29.5 6x3 16"x205.7 1 6x1/4" 080.2 I 04 co + o I I I i1• •I I- - I a I _ + I a N O • t0 D= t DIS:, a co -210 I I nI m q r7 o I st° ,v"d5'1 CJB�l epeg0pee • I Ip I - - �U _ in a I s°a ��1. S�Q,7,9 eee •Ir 4°_ I R2 8 1/4" ! Ii' -7 1/2- OE /2"E - c GENERAL NOTES: 1. ALL FIELD CONNECTIONS OF PRIMARY FRAMING MEMBERS SHALL BE BOLTED. WITH A325 H. S. BOLTS AND INSTALLED BY THE 'TURN OF THE NUT' METHOD. 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A307 MACHINE BOLTS. ' 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN. -11 9/16" FRAME CROSS SECTION. , FOR FRAME LINE 2 I' I _ f No. C040442 �; a �,, Exp /31/07- { I e0ee CIVIL OF - I C eesaunao.es°u°ppO . 2'-0 1/2" A N 29 2007 10'-0" r. BUTTE COUNTY A APPF STEELWISE, LLC - 8774 YATES DRIVE, SUITE 135 WESTMINSTER, CO 80031 1-303-825-2635 DRAWING BYTE/ YoAre JWF 12 4 06 DESCRIPTION: FRAME CROSS SECTION - CHECK BY - JC TIME 3:10 m CUSTOMER: KURT JOHNSON ' _ SCALE N.T.S. LOCATION: DURHAM, CA 95938 LOADSSEE COVER - JOB # DRAWING # ;REV g CAX31119 I FCS1 0 SPLIG� E(iLTS MEMBER SIZE TABLE in splice ' 15uan -----Bolt----- - BY WEB DEPTH WEB PLATE OUTSIDE FLANGE INSIDE FLANGE Mork To Bot Irit Type Dia Len PIECE START END THICK LENGTH W x T x LEN W x T x LEN SP= 1 '4 .4 0 A325 3 4 1 3 4 RF2-1 11.0 19.0 0.134 207.1 5x3/16"x205.7 5x3/ 16,,x184.6 / " / " 5x3/16"x 25.7 SP- 2 4 4 0 A325 3/4" 1 3/4" RF2-2 19.0/10.9 0.134 220.1 5x3/16"x220.1 30/16"x219.5 SP- 3 4 4 2 A325 3.4" 2' J 10.9/10.0 0.134 24.0 5x3/16"x 24.0 - 5x3/16"x 24.0 RF2-3 10.0/11.2 0.134 24.0 5x3/16"x120.0 5x3/16x1i9.3 ��--. 11.2/22.0 0.134 217.1 .5x1/4" x121.1 5-fl/4" x'21:3 ('.'FLANGE BRACES: "Both Sides(Untess Noted)) RF2-4 22.0/12.0 0.134 207.3 tix1/4" x 27.7 6x1%4" xi8i.9..� FBxxAQ): xx=tength<ini 6x3 16"x205.7 A - L2X2X14G FL-51 �1 " 4 4 32 -3 1 2,. GOtVOtume 5 SP@ 4'-3 13/16" 5 SP@ 4'-3 13/16" �1° d - 12 " \ FBRA 1) (1) o \ 1 FB32A 1) _- _ _ _ _ _ — _ F633A 1) 12 FB�(1) _ ofi_ f �•---_-- ---- FB36A1) d U2 I RF2-2 `�' . RF2-3 EB-2 I. •+ m coQO O � U •+- r !A O I I in .r n i mmo°oOOo �FFS.S/ �Bo'eos f�F�OK` off- ••y, II I I N0. CO40442 m w - d', E .3/31/07 ; �' m '• I - }� • I %e� CIVILIF om r 1'-7 7/96'' , 1'-10 1/2 8 .I /4„ )AN 2 9 00i- 8' 1/4" -- — 40'-1 5 8" . r Clearance 45'-0" OUT—TO—OUT OF STEEL_ E FRAME CROSS SECTION ` • A FOR FRAME LINE 3 . ° + - BUILDING D1Vjgo; p; STEELWISE, LLC • ' Ae `"'v;.:r 8774 YATES DRIVE. SUITE 135 WESTMINSTER, CO • 80031 PHONE NUMBER GENERAL NOTES: - ' DRAWING JWF 012 4 06 DESCRIPTION: FRAME CROSS SECTION 1. ALL FIELD CONNECTIONS OF PRIMARY FRAMING MEMBERS SHALL BE BOLTED. - CHECK BY TIME CUSTOMER: KURT JOHNSON ` WITH A325 H. S. BOLTS AND INSTALLED BY THE 'TURN OF THE NUT' METHOD: SCALE JC 3:10 m 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH N.T.S. LOCATION: DURHAM, CA 95938 A307 MACHINE BOLTS. 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN. coAos - SEE COVER JOB # CAX31 119 oRAwINc y FCS2 REv y0 MEMBER TABLE ^� FRAME LINE 1 j 45'-0" OUT -TO -OUT OF STEEL r 10'-0" MARK PART ? L.ENGTH DIA E 0 C 1 B A EC -1 8F25C16 8" EC -2 8F35C1a 117'- 13%16' t QI 10'-7"_—= 11'-3" 11'-3" 10'-7" A7 rzo 8" EC -3 BF35CP2 ;18'-•0 7/1 • EC -4 BF35012 1"-3 13/15 EC -5 8F25C.6 i16', 5 3.16' ER -1 W8X18 2? EI.1 '-S 11/:6" — — — E0-2 W8X18 — — — — — — PM1 64 -2 ER G-1 BX25Z16 19'-.1' G-2 8X25Z16 110'-10 3-/4' G=3 8X25ZIG 1.1'-2 1/2' G-2 G-3 �_. CB -1 HW-3732-•.a0'yl" I 5/16' 1 CB -2 HW --3732 1 _ .1_9'-4' - i . 5/16` BOLT TABLE — o.FRAME LINE 1 -—•----_— . LOCATION I QUAN TYPE DIA LENGTi __ 1O G-1 ___ - G-2 G-3 G-1 _ tQ ER -1 ER -2 8 A325 5/8" . _ 1 3/4. l r. Cor_ olumn Raf 2 A325 1/2" 1 1/4"" Inf✓Column f Raf 2 A325 /2" 1 1 /4° \ Int Column Raf 2. A325 5/8"' 1 1 O NI Dl P I CONNECTION PLA-fFS \ C4 D4 FR,4ME LINE 00 I I \ J _I - I 7 D MARK PART G-2 -G-3 G-1PMl _ �I t❑ i SC-5. /pml E iEC—i EC -2 EC -3 EC -4 EC -5 ENDWALL. FRAMING: FRAME LIME 1 - ERECTORS• NOTE:. Field slot girts for cable passage I P82 `{ _.. - -.T I . RT3 _ CJ RT3 ST RSTOi ii - ° °°c°•f°a ESS;,o � f�'7 GENERAL NOTES: - •• 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. o0o [L.IQ ` c J Q < CD ' ..� a, ' I i eco : No. C0404<<2 . m n rn a, o2 °° P.. 3/31 /07 o civil.- , �,QoOe•° O - - °�ocaacsaaaa° - w • - JAN 2 9.2007 r BUTTE COUNTY �` STEELWISE, LLC ENDWALL SHEETING &TRIM: FRAME LINE 1 Bui l 1VISION 8774 PATES DRIVE, SUITE 135 WESTMINSTER, CO 80031 PANELS: 26 GD. PR -Saddle Tan 1-303=825-2635 APPROVED DRAWING BY DATE JWF 12 4 06 DESCRIPTION: LEFT ENDWALL CHECK BY TIME « JC 3:10 m CUSTOMER: KURT JOHNSON SCALE N.T.S. LOCATION: DURHAM, CA 95938 LOADS SEE COVER JOB # DRAWING 9 LEW REV 0 CAX31119 I MEMBER-TABLE FRAME LINE_ 4 _ 10'-0" 45'-0" OUT–TO–OUT OF STEEL MARK PART LF_NGTH _ DIA_ I B C D E EC -6 8F25C16 16'-3 1/4' EC -7 8F35C12 17'-1 1,3/16' 8 12 10'-7" 11'-3" 11'-3" 10'-7" ao 8F35C12 8„ EC -8 8F35C12 17'-1.0 7/16' EC -9 8F35C12 17'-1 13/16' G-1 12 EC -10 ER -3 ER -4 8F25C16 W10X17 W10X17 16'x-3 1/4' 32'–B 3/16' 22'-6 11/16' I A7—--ER-3— — PM1— — — — — — — —PM1 — B4 _ ERI -4 — _ _ G-1 8X25Z16 9'–,11' G-2 8X25ZIiS — — —� — — G-3 8X25Z16 •110'-20 1/2' r ST–RST01• GENERAL NOTES: ' 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS. SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. L. I !] G-2- G-3 G-1 G-2 G-3 G-1 • _ D4 G-1 I G-2 G-3 G-1 ! - I I 02 T3 I PM1. e°°eee°Q�QF�Svj�`�� _= ---=--_---------I------ CB --3 HW -3732 19 –2 5/16' CB -4 HW -3732 19'-11' 5/16', BOLT TABLE FRAME LINE 4 LOCATION UAN TYPE DIA LENGTH ER -3 ER -4 8 A325 5 8 1 3� Cor_ olumn Rof 2 A325 1/2" 1 1/4'' I` Int–ColumnfRaf 2 A325 1/2'' Int Column/Raf 2 A32.5 5 8" 1 .1/4 " CONI•IECTION PLATES FRAME -LINE 4 ❑ ID MARK PART 1 SA EC -6 EC -7 EC --8 EC -9 EC -10 ENDWALL FRAMINU: FRAME LINE 4 ERECTORS NOTE: Field sio' girts for 'Cable Massage. t. RT3 _C� RT3 • - °°p°ppeuppeoQa�BOBo Baud°oa e°°eee°Q�QF�Svj�`�� 60"-,I be o� r' rn �' rn ae I ' I I % e� °° 0O �. . - d No. C040442 1 �, ' ocf-1 p. 3/31/07 �' a a o e °°•d CIVIL ��Q ogTFQ� CAL`F��R'N7 y QB,��BPBG@�ppSOpgCp JAN 292007 ENDWALL SHEETING & TRIM: FRAME LINE •4r � STEELWISE, LLC �� PANELS: 26 Ga. PR – Saddle Ton uurq ~ 8774 YATES DRIVE, SUITE 135 WESTMINSTER, CO 80031 1-303-825-2635 Bg st � r DRAWINGJWF D12 4 O6 DESCRIPTION: RIGHT ENDWALL APP.?,11{^'I CHECK BY JC TIME 3:10 m CUSTOMER: KURT JOHNSON SCALE N.T.S. LOCATION: DURHAM, CA 95938 LOADS SEE COVERDRAWING JOB # y REv g CAX31119 REW 0 a C'7 /U —U tim—w—um Ur JILLL 2 3 30'-0" 15'-6" 24'-6" i8 E-1 L3 d2 E-2 E-3 IS = — — — — — — — — — — — — — — — — — — 1'-0° — — — — — — — — — — — — Ea—ve E—xtension — — — — — — — — — — — — — — — 8F25C14 r-1 3 e• i LAPS SIDEWALL FRAMING: FRAME. LINE A '-' 3/4- WF -2 GETL L M 8F25C16 GETR-R MHG4-L HG4, BFL272, BFL963 12'-0' MHG4'-R 8F25C16 10-0' E -i l8 �� -- ❑ v DH -1 ❑ G-4' ST-ECT2 ST-ECT2 G-6 ST-CEC1 ST-CEC2 ST-CEC2 G -g G-9 N N 8X35Z12 N _ J-1 N N \ G-8 8X35Zi2 N NIU N . I o 1'-0 1/2' G-11 a o H2 ( F Z1 I C) I 0 I 1 G -47.o I N G-5 i c M G-7 DH -2 =10 DH -2 G-11 �0 I ^I 00 00 c 3 00 00 co 00 00. I I 3 3 O O I 1 I I I 1 G 00 in —ES=--=---�— C ] — T3--- __L ----j-- I ---- — — 7 C. 7 C —I------' — C IH ----PM1 — _ I HI EC -5 RF1I-4 RF2-4I0" EC -6 it -0"I 12'-0" 12'-6� 12'-0"__ hI- 10'-0" I1'-6¢ 10'-0" 2'- -� -- X11'_6" 1'-0° 11'-11 7/8' GIRT 8F25C14 r-1 3 e• i LAPS SIDEWALL FRAMING: FRAME. LINE A '-' 3/4- I GETL L (Gutter with 3 downspouts) 8F25C16 GETR-R MHG4-L HG4, BFL272, BFL963 12'-0' MHG4'-R 8F25C16 10-0' E -i lOES11_14 �� -- ❑ v a ❑ ST-ECT1 ST-ECT2 ST-ECT2 ST-ECT3 ST-CEC1 ST-CEC2 ST-CEC2 ST-CEC3 GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Ga. PR - Saddle Tan MEMBER TABLE i i i MARK PART i i i -� Eave Extension 11'-11 7/8' DJ -1 8F25C14 17'-2 3/8' i i 17'-2 3/8' DJ -3 I i DJ -4 8F25C16 12'-6'' X.FL-26 XFL-26 12'-0' DH -2 8F25C16 10-0' E -i lOES11_14 29'-11 t/2' E-2 IlOES11_14 I E-3 N Qn cn N N m c" 2'-0 1/2' N N 8X35Z12 N _ G-7 N N \ G-8 8X35Zi2 N N N N N o 1'-0 1/2' G-11 a o C. 0 I C) I 0 I 1 0 I I � I I m2 �0 I ^I 00 00 c 3 00 00 co 00 00. N X I N X N X N X 1+) N J X M N J X M N J X XFL-26 M N X XFL-26 GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Ga. PR - Saddle Tan MEMBER TABLE FRAME LINE A MARK PART _ LENGTH WF -1 W1.2643 16'-7' WF -2, W12643 11'-11 7/8' DJ -1 8F25C14 17'-2 3/8' DJ -2 8:25C14 17'-2 3/8' DJ -3 I8r25C16 17'-2 3/8' DJ -4 8F25C16 12'-6'' DH -1 8F25C16 12'-0' DH -2 8F25C16 10-0' E -i lOES11_14 29'-11 t/2' E-2 IlOES11_14 15'-5 1/2' E-3 10ES11_14 24'-5 1/2' G-4 8X25Z16 1'-9' G--5 8X25Z16 2'-0 1/2' G-6 8X35Z12 2'-0 1/2' G-7 8X25Z16 17'-6 1/2' G-8 8X35Zi2 17'-11' G-9 8X35Z12 25'-7 1/2' 6-10 8X25Z16 1'-0 1/2' G-11 8X25Z16 l'-9' IYr—I — PYr—L 0 fWLJ WF -1 - RFt-M S A325' 5/8" W17-1 - OM -A A Ai9S S/A" 1 1 �� : 0 2`• ' N0. C040442 ! m UJ EX /31/07 ;x 'r m/ ' ., CIVIL °o se OF C N\YE eea ee Ft��q.R�^g' STEELWISE, LLC Sub1p � B�q�g, s 8774 YATES DRIVE, SUITE 135 WESTMINSTER, CO 80031 C ���� �4��� DRAWING BY o12 DESCRIPTION: FRONT SIDEWALL � APPROA ED JWF 12 4 06 �' �/ CHECK BY TIME JC 3:10 m CUSTOMER: KURT JOHNSON SCALE N.T.S. LOCATION: DURHAM, CA 9593E LOADS SEE COVER JOB # CAX31119 I DRAV JAN 2.9 2007 1-303-825-2635 FSW I " 0 7n'—n" N IT—Tn—ni IT nr cTGci 101 3 2 24'-6" 15'-6" 30'-0" IS E-4 d2 E-2 E-5 IB G-13 G-15 G-17 N I N H2 N N G-12 G-14 G-16 N N N h c ms`s N N �0 N N Q2 T3 PM 1 u EC -10 GIRT LAPS RF2-1 RFI -1 3/4' 1'-1 3/4' SIDEWALL FRAMING: FRAME LINE E d FC -1 RTEC—L BFL272 RTEC—R ❑. —--- —777=— cl N I N N N N N N N N I N N N N N N N N N N N N N N N 0 0 c.) a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a co co co co co 00 co w co co 00 w co co CO 0 Go 00 CD an I, m SIDEWALL SHEETING & TRIM: FRAME LINE E PANELS: 26 Ga. PR — Saddle Tan ® Avr-rv— r'° � R " c()UI"V; U I L 0 1 N G DIViSr Nj [11 AFPROM�D °Q�pFESS/04.noO°0000 17 1 6: .•���0 ���\S Jf(s� �� ao cam•,, CO ya w No. C040442 I a ct ; Ex 3/31/07 ; b � 0 CIVIL �Q FG °pOp°esesecsass°� JAN 2 9 2007 ° MASTIC LOCATION AT THE EAVE IS CRITICAL. TO INSURE A WEATHER TIGHT SEAL, THE SIDEIAP ALLOW ROOM TO INSTALL ROOF PANEL ERECTOR NOTE: AT EACH LAPPED GIRT CONNECTION, I COLUNN ••• THE RN HEAD 1/2' A307 BOLT MUST BE INSTALLED INTO THE FIRST GIRT AND CUP OF LAPPED CONDITION. THE BOLT/NUT ASSEMBLY MAST STEEL LINE MASTIC MUST EXTEND DOWN FROM THE TOP OF THE RIB TO THE MASTIC ON THE EAVE CLOSURE. THE MASTIC EXTENSION FASTENER FROM MASTIC AND CLOSURE STRIP CUTVAP R BARRIER VAPOR BARRIER AND 1 1/2 FOLD BARRIER OVER. (1) 1/MUSxT1BERUSED TON HEAD ATTACH THE FRSE GIRT TO THE GIRT CUP OF A BE WRENCH TKkIT PRIOR TO THE SECOND LAPPED GIRT BEING OSHA LAPPED GIRT DETAIL 1 li 1' �2 2 2 3 MIST SPLICE INTO THE SAVE MASTIC. MASTIC, MASTIC MaX _ _ —LA INSIDE CLOSURE LAPPED CONDITION. THE BOLT/NUT ASSEMBLY MAST BE WRENCH DOW ED ® Y COLUMNS FIN. FLOOR PURLIN BEARING _ — PRIOR To DDIE SECOND LAPPED aRr BEING INSTALLED. REFERENCE DTE SID. 1/2' A307 BOLTS - RIB BLANKET INSULATION STANDARD '091A LAPPED GIRT DETAIL' FOR MORE INFORMATION. GIM OUTSIDE FIANCE { / INSULATION, DOUBLE SIDED TAPE SECS LAPPED GIRT \ EAVE TRIM OUTSIDE CLOSURE l GIRT IAP BOLTS NOT 910WN FOR CIPRIII. W + w Ld (SHAPE MAY VARY) EAVE STRUT #14 SELF TAPPING I SHOP WELD I I CUP � I— I RAPPED CE �T� FOR THOSE REOU WCAULK WALL FASTENER CLOSURE I • 0 Uj Z DOUBLE SIDED TAPE MASTIC SPLICE WALL PANEL I I I L I J RN HEAD I//2' BOLT MI(. HW362 _ _ ow CUP FUST LAPPED GIM \ 2' 1 13 4'GIM 2 INSIDE CLOSURE STRIP LAP GIRT LAP \ `EAVE CLOSURE NOTE: INSULATION MUST BE INSTALLED ELEVATION 5LL ELLVADON CONCRETE DETAIL FOR- - AS SHOWN OR ROOF WILL LEAK. SW OR EW GIRT DETAIL WALK.DOOR SEALING THE CAVE SEALING THE EAVE LAPPED GRTS 0 INTERIOR BAY COLUMNS ROTE: USE ( %2'x1 1/2' A307 BOLTS SID. 1/2' A307 NUTS t T I STEEL LINE #12 S. D. SCREW 1 4" V�� (2)' 1/2"0 X i A307 BOLTS ROOF PURLIN REFERENCE CT NOTE FOR TYPICAL WASHER REQUIREMENTS EW Rafter EW Girt EW Column � l EW Girt Comer Column l d � Door Jamb iSME -A IANGLE o o SW Girt Welded Plate �I WELDED HOT ROLLED ENDWALL RAFTER EW Column (2) 1/2' x 1 1/4° A325 Bolts (Typ._ U.N. on Endwall J welded, Plate EW GTA SC -5 Clip 1/2' z 1 1/4' A325 Bolts Drawing) 1/2' x 1' A307 Bolts 1/2' x 1' A307 Bolts (X) =Refer To Anchor Bolt a (TYPO (0.N.) nYP) (U.N.) (TYPO (U.N.) Plan r� , oN ,q7 SECFI ENDWALL RAFTERHOT GLLED. D4 CORNER COLUMN TO WALL GRT . ES BASE PLATE FOR DOOR JAMB CR).ENDWALL'COLUMN TO RAFTER C4 ENDWALL COLUMN TO WALL GIRT EW Column c: L RADTER 0 o ee'opeoeausuaecyaaaO °°000 FESS/Q�� ENDWALL RAFTER e000v s41 �e C $ Pf °tea ��� p p 0 0 No. CO40442 ; m o o - Xp. 3/31/07 m e u o CIVIL ,�\ \09 - COLUMN, IF PRESENT o 0 � %• ��•'______-' o . c °a°'90�OFB > =Refer To Anchor Bolt ( ) SEE ENDWALL DRAWING ENDWALL EllCOLUMN '� a%o0 Plan FOR BOLT DIA AND TYPE. E8 BASE PLATE FOR ENDWCOLUMN F 12 RAFTER'SPLICE AT SURFACE CHANGE.. ORAFTERALL SPLICE AT SURFACE CHANGE JAN 2Q07 T Dnn0C®UN r -. STEELWISE, 'LLC g U9L dI&'VaG ,DIVEAS w 8774 YATES DRIVE, SUITE 135 WESTMINSTER, CO 80031 1-303-825-2635 - PR DIRAMINGJ13Y DATE4 06 DESCRIPTION: DETAIL DRAWINGS CHECK BY TIME JC 11:03am CUSTOMER: KURT JOHNSON SCALE N.T.S. LOCATION: DURHAM, CA 95938 1 Ev R O LOADS SEE COVER JOB # CAX31119 DRAWING 9OET1 IF NOTE: Attach Bottom Girt W/ Flnhead Bolt 8' Connection Block (PFCB-1) Eave Strut, Before Attaching Top Girt Roof Pudin Range Brace Clip (8) 5/8"0 X 11/2* EAVE STRUT` v.� A325 Bolts With Nut e s' oF RF Column ° an a Brace Additional °° , J Fl ° ' (As Reqwred) Eave Strut o 0 c---------- --- — Flange Brace ; ; (As Required); ° Portal Rafter (WF-2) FNotNeeded w Wind Column Flange Brace(As ° o e o o i 25 BoAdditional Its With Nut Required)o angereve o e o o i " a HOT ROLLED Rigid Frame RF Rafter ENDWALL RAFTER Column Rigid Frame Wall Gilt Column Flange Brace Clip 1/2' x 1' A307 Bolts (Typ.) (U.N.) 1/2" x I' A307 Bolts• (Typ.) (U.N.) a 1/2'V, x 1 A307 BOLTS 1/2' x I' A307 Bolts (Typ.) (U.N.) Clear EAVE STRUT TO I8 HOT ROLLED RAFTER — G? ROOF PURLIN TO INTERIOR FRAME RAFTER H2 WALL GIRT TO RIGID FRAME COLUMN WIND COLUMN / WIND BENT TO BUILDING COLUMN J2 EAVE STRUT TO RIGID FRAME Doer Jarnb--- Eave Strut Eeve Strut Door Header Door Jamb Column ` Cable b ZZ` `` I HOLT, 0.5'Grip GIRT 1.5' c Flo—Loc s EyeboWALL. A;? Pitched Clip `HillsideOr/12 Welded Clip A,, . asher Welded Clip Wall Girt Uror Jamb I k Nut Opening _j i Width o 9 Door Jamb- \� 'flet 1/2' x 1" A307 Bolts (Typ.) (U.N.) 1/2' x 1' A307 Bolts if (Typ.) (U.N.) 1/2' x 1' A307 Bolts (Typ.) (U.N.) Insert EyeBalt Through Slot in Web. Then Assemble Hillside Washer, Flat Washer, and Nut. Washer; f�3 WALL GIRT TO DOOR, JAMB — — L3 DOOR JAMB TO EAVE STRUT SECTION ELEVATION 4 L8 DOOR JAMB TO WALL GIRT M3 DOOR HEADER TO DOOR JAMB Q2 DIAGONAL CABLE, EYEBOLT END q( J INSIDE. CLOSURE W/ CONTINUOUS 1/2" TAPEW/ _ STITCH SCREWS AT 12' O.0 CONTINUOUS MASTIC TOP k BOTTOM t/2 TAPE MASTIC Rigid Frame Column 6" ROOF PANEL --� PANEL Steel Line r '`o90aaeaneaaaaBae`,L eos- ofESS✓ = • ��,= Wall Panel Anchor (By Others) ;I -Base Angle (PMI) TRIM MEAT 6R SCREWS STITCH SCREWS 1 AT lY O.C. I MEMBER SCREWS �� I AT 12' O.C. RA IME I TRIM I •'IICCTING ANGLE _ Q' 41 Q '�t ee°0 �w ; �j,1\S S Nf< : I , Oj `'Q�•, �o� w Z o MEMBER SCREWS C3 N0. C040442 Finished Fluor OUTSIDE I CLOSURE ;AT 12' O.C. STITCH SCREWS LU ' u , 3131107 a / - I AT 12" O.C. (,� o o e `\ k Anchors Supplied By Others Should Be Sized To Resist I WALL I PANEL OUTSIDE CLOSURE I — — — — — — — — — I oma° CIVIL Q oon T�1A' =L"A2�� s' \ Enumeratedn Reactions 1 1/2' ReposReporte I ROOFPURLIN \'�``e 0ow ee� F OF CAS Re SnchorTRUT WALL aoc aoae (#) = Refer To Anchor Bolt Spacing Is 16. On Center. PANEL 1 n JAN 2 9 ?007 JAN Plan EAVE DETAIL WITH SIMPLE R2 ANCHOR BOLTS AT SIDEWALL COLUMNS SECTION THRU WALL PANEL AND T3 EAVE TRIM AND SHEETED WALL TRIM_3.DXF R AKE SHEET DAIWALL H CONCRETE FOUNDATION TRIM_4.DXF STEELWISE, LLC BUTTECOUNTY 8774 YATES DRIVE, SUITE 135 WESTMINSTER, CO 80031 1-303-825-2635 BUILDING DIVISION oluwlNcJWF DA2 4 O6 DESCRIPTION: DETAIL DRAWINGS _ CHECK BY �T JC AW , SCALE TME 11:03am CUSTOMER: KURT JOHNSON `t N.T.S. LOCATION: DURHAM, CA 95938 ' LOADS SEE COVERDRAWING REv JOB CAX31119 DET2 0 OPENING WIDTH, 1/D X 3/16' POP RIVET' Ur WDII RAKE TRIM JAMB I I Panel ' -PANEL I ' FIELD CUT PANELS POP RIVETS - AT 12. D.C.. RAKE TRIM / AS REQUIRED LJ ' 1/8 X 3/16' POP RIVE I PGP RN%TS WALL / AT 29' o.G. / OPENING ,HEIGHT _ T Wall Panel GUTTER TRIM FIELD CUT AND BEND TABS CUTTER TR[M PANEL MB J \ THEAA `NEMER . Comer (4A 1/4-14 X 7/8• LT TO 90• FOR ATTACHMENT OF GUTTER TO RAKE TRIM Screws 0 20. O.C. JAMS TRIM. DETAIL. MITERED RAKE TO GUTTER DETAIL FOR "R" PANEL HEAD TRIM DETAIL OUTSIDE VIEW MITERED RAKE TO GUTTER DETAIL 'rRIM_5.DXF FOR "R'• & "A" PANEL CORNER TRIM DETAIL FOR °R" PANEL INSIDE RDEVIEW TRIM_7.DXF TRIM_14,DXF IM_ PANEL AI6. TRIM INSIDE CLOSURE V/ CONTINUOUS I/2• TAPE MASTIC TDP 6 BOTTOM Roof Panel/,ACOF � - m!G —�MEMBER PANEL GUTTER STRAI: - I SCREWS — _ I I Top Flange ®° _-Top Bolts - See Rigid Frame } Top Flange © ® Top Bolts -Sae Rigid Frame KEMBFR ss �I •Y /r 3' D.C. IDrawings For Size Drawings For Size 12, at NALM STITCH SCREWS 1 _ 3 PER STRAP ® - Web ® Web _ 1,>•' STITCH SCREWS f i I Wall Panel J I I I^,lermediate Bolts ® ®— (As Required) Intermediate Bolts O ®— (As Required) KOKBER STITCH SCRFVS SCREVS !z arc L2• ac .:- i EAVE S TRUT e e•'D.c. J I I Bevel Cap. Trim it See Rigid frame Drawings Far Size See Rigid Frame Drawings Far Size — — — — — — — — — — — SPACER mu ' GUTTER �MENBER SCREWS e 12 D.C. FLAT EAVE' TRIM I (BFL144) I L EOVe StNt ® ® - Bottom Bolts - See Ri id Frame g Bottom Bolts. -See Ri d frame g S@TIT--P B °SF . t4` ' ' cBFL272E Drawings For Size Bottom Flange , ® ®. Drawings For Size Bottom Flange RAFTER COVER TR pL \. � AFTER iaVEt TRIM •- #4A 1/4-14 X 7/8' LT 4 ' EAVE COVER TRIM ! ' � Outside Soffit Closure I 0 12' U.C. Extension Beyond Flange Is `i I I I Optional, At Top & Bottom. ' STITCH SCREW -OUTSIDE CLOSURE I 1Yf�VS SOFFIT TRIM AT SIDEWALL U2 BOLTS FOR RIGID FRAME RAFTER AT BUILDING PEAK U3 BOLTS FOR RIGID FRAME RAFTER TO COLUMN CONNECTION EAVE CANOPY- DETAIL WITH SOFFIT EAVE CANOPY DETAIL AT HOT—ROLLED RAFTER TRIM-66,DXF ?UR`5 DRPWINGG EAVE STRUT EAVE STRUT FQR SEE- FC .. . FEMBER. SCREWS BYPASS PURLIN • 'o®��y;,azeoaoear,ca9 ° c,aa°�F.EaS%(J�/n 4 S EAVE STRUT R t�N O ° SOFFIT I- RIGID TTI a `O ; NG. C()40442'' RAFTER 3/31I07 SIDE TRIM A— `SIDE TRIM B o SEE DRAVING RFP CIVIL = • `\�`000 CIVIL FOR BOLT SIZE 6 QUANTITY RIGID FRAME ExTENsmN BEAM COLIRUI 'C' nr+n���C o0 aaepaB�FaC I� p0g000 AMOPY RAFTER END CAP FLAP TO LPREDR[Ll HOLES BETWEEN SIDE TRIM AND FOR TEK SCREWS ' ��� 2C�7 .5 EXTENSION BEAM EAVE CANOPY TRIM Xl BYPASS PURLIN EAVE CANOPY AT MAIN FRAME AT EXTENSION BEAM i STEELWISE, LLC } 'ev` 17E COU 1 �I�� 8774 YATES DRIVE, SUITE 135 WESTMINSTER, CO 80031 1-303-825-2635 UILDR S {� iii � DRAWING BY ! �f f .d D12 4 06 DESCRIPTION: DETAIL DRAWINGS CHECK BY C TIME 1:03am CUSTOMER: KURT JOHNSON '— Cm AMRO SCALE N.T.S. LOCATION: DURHAM, CA 95938 LOADS SEE COVERREV JOB # CAX31119 oRAWING DET3 0 0 `"A" - -a - GIRT 7'-4" AWA L GIRT (REIT) On, ERECTOR NOTE: ' • •B. FIELD CUT GIRTS BELOW 7'-4" TO ATTACH TO THE wA!x000R,Fl6 ' - FOR ANY GIRT BELOW WALKDOOR JAMBS WITH 112-14 z 1-1/4' SERE U10 Sd2EW5 7-4' GIRT WAIJ(DOOR f SUPPORT _ THE 7'-4' GIRT (2) EACH SIDE AS PER SECTION B' I•X12-14 l-1�4' _ 12' ;2' 12` WALKatc 10' �_I' 10' 2' OPEIfNG VD-ni; FOR BASE GIRT CONDITION / �y ;3 jig-I4x I-I1C Sf( I MEMBER SCREW LOCATION Detail. 'A,' ac. (ALL MEMBERS EXCEPT AS NOTED) ••3'-5' • • THE 3'-5' DIMENSION INCLUDES THE WALKDOOR SECTION "A" SECTION "B" OPENING PLUS THE MAXIMUM WIDTH OF THE - - _ 12 12' 12" WALKOOOR FRAME. 2• B• - 2• Z• B• .2-12! c "� WALKDOOR DETAIL 3070 WALKDOOR MEMBER SCREW LOCATION 0e(ail 'A' (EAVE STRUT, BASE, AND PANEL END LAPS • SlitcA Screws At - 20' On Center _ File &d.:q On . 'PBR' Pond 0* DETAIL "A" PBR" PANEL WALL - Pop f5vet Pop FGeel Lap, 2' (TIP) ' Caulk And Pop f0eet . - - Gutter •A• -' linty Sam.,J6' 0:1 Coder - Memher Sorer. 'R' Pm; Skyfght -� _ Umber Suer:At 12' On Center Downspout Downspout a b' On Cents 4' - — - Downspout Strap Downspout Strap I • 'P.' Pond'' A' Panel 'A' ' ' 12, 12, � 12, - field Rend Cutter ... . -- -- = •R' PANE! WAUl-LPANIIALL Tal s lets Dom Downs ou 4' 4 s 1:' 4 9 S'4 --�J• P SECTION THRU STANDARD SKYLIGHT R00, PANEL 9 `. -- - -.-1,�. — --a• DowNsrour sTRAP aTraa�MErrr - . (0.°TION .Pop Rivet . _ `. Tape Sebald i Tope Sealam • J '�--•--`-- - kAl Saecs �� Pme:St!d: SceesDOWNSPOUT ro CUTTER OEIaL ' tTn Centz Ta Sedani u 12oroMEMBER SCREN LOCAAON Detal 'A-� Pt"AL!MEMBERS EXF EPT A< NOTEIIRri PanelEkfension Beam1212 12T 4 4' 7'............... Seen .............: •��. Eave Strut ., - a 6' fYi Cealcr MEMBER SCREW LOCA?ION Detail 'A" Gutter . field Cut Gutter j Insialon t m SECTION ° A" • hsumla tee 's'. ,... • With X' Pattern _ Inshtim FL -15 FL -75 hs lction - (PEAK PURUN, EAVE S'IRUT, AND PANE END LAPS) , sl td screws At ows t/2' tape Masld Canopy Eave Strut -- SECTION 'A• STANDARD SKYLIGHT PANEL INSTALLATION - 20' On Center— v 110 ' Extended leg On 4 sop®00Q�QFEJ.SjfQvA°OOe°P. •• 'PBR' Panel fto+0+0��0 S Ptl z��. E n °Oo DETAIL w o D.S. STRAP uANrm o c j r 1 v R Yember Soren Roof Panels * [AVE HEIGHT QUANTITY - - e C7 No. T'040442 Downspout Strap 16-0 2 9 w NOTE!, 12'-0 2 o tZ •, E, . 3/31/07 4 SCREW.RTTERNS SHOWN, 14-0 2 > o - 1 Double Bead Tape Mastic -I SATISFY UL -90 Pop Rivet I - 0,-0 2 CIVIL ��P+°° 4' REQUIREMENTS FOR ROOF. 25'-0 3 - PorGn SECTION THRU PEAK PURUN AND PANEL END LAPS Splice . „ (If Req'd) -- , JAN 2007 TBR"AND R PANEL ROOF • I Wall Panel BUTTE COUNTY • - Downspout BUILDING DIV18{�� STEELWISE, LLC Base Angle ,k,�•R� 8774 YATES DRIVE, SUITE 135 WESTMINSTER, CO 80031 1-303-825-2635• .. - - finished. Floor t .. DRAWING BY DJWF 12/4/06 DESCRIPTION: TRIM DETAILS e °� , c oro o a _ CHECK BYTIME nM11:03am CUSTOMER: KURT -JOHNSON r sE N.T.S. LOCATION: DURHAM, CA 95938 • LOADS SEE COVER JOB # CAX31119 DRAWING N TRM REV 0 ` O i_77— Edge (A) NOTES: Joint 1yyp Both THK. WELD SIZE I fides 16 Go 1/16": 0.0625 inch 14 Go 5/64": 0.0781 inch �71 12 Ga 7/64": 0.1094 inch 0 2-24 10. Go 9/64": 0.1406 inch ® 2-24 L 2 L2 TYPICAL COLD—FORMED CONNECTIONS IVm 3/8" Thick or/ z BGTSM hick L� I M11111111 Typ z Canopy Lug 3/8" Thick or V ® Iz 3/8' Thick '�` BGTSM I Typ I YP r' < 3/8" Thick or IIIJJJ Typ i® B�p R z T Thick B TSM Straight Column Type 1 Typ Typ Q 3/8„ Figs �{ < 3/8" Thick z 3 8" FIor ,E — or V BGTSM 9 —J { > 3/8" Thk L 2 or 2 )—J+—< S 3/8" Thk © 4YPSia s Scab Plate Knee Note!!! BGTSM = Back Goue To Solid Metal (Typ. L r—� II ,x3 8 Thick �` BGTSM• Straight Column Type 2 Typ Same As Conn Plote ame As l 3/8" Th",_" o. 3/8" Thk > 3/8" Th@ �J 3/8" Thk BGTSM. Weld Int 3-6 Over 24" Deep Webs Typ At Webs Express Frame <3/8" Thk �t--<z 3/8" Thk BGTSM �IC!�Runway End T p At © 2H © 6-1 Ends © 2H © 6-18 INT Runway Beam �< Typ © L 2 s 3/8" Thk L 2 Bas No JoinThe Moteriol O o s• < 3/8„ Thk < 3/8„ Th or BGTSM © or x 3/8" Thk z Thk BGTSM © BGTSM < 3/8" Th © < 3/8" Th"Ht or z 3/8" Th ® or BGTSM z 3/8" ThR—f� 3/8" Thick Tr k z 86TS Thick B TSM V-< Typ r ` 3/8" Thv ') ® o x 3/8;' . Thk�_f BOT -SM Typ x 3 /8" Thick 8GTSM or < 3/8" Thicl�J (3) f Ur, , t< 3/8„ Typ or I SR t z 3/8" 1 © Typ < Typ Uriderhung Crane Bracket 0Q�ESS%049 °O, cD ; NO. C040442 m crcy ; Exp. V3.11C7 ** Note: Sizes Of Fillet Weld For Web—To—Flange Weld Web flan e Thickness Thickness 3/16" 1/4" To 1/2" over -1/2" 10 Go & 3/16" 3/16" See Note 2 1/4" See Nute 3/16 See Note" 386„ 5/16" Over 3/8" / See Note 3 •' / / Notes: 1.) 3/16" Flanges Are Not To Be Used For Web Thickness Of 1/4" Or Over Unless Specified By Engineering. 2:) Weld Size Equals To Thickness Of Web Or See Note 5. 3.) For Web Thickness Over 3/8" All Fillet Sizes Are To Be Specified By Engineering. 4.) Weld Both Sides Of Web To Flange 3" Beyond Both Ends Of Bracket. 5.) Flange To Flange Or Flange To Connection Plate Weld Sizes Are Determined By The Following Criteria: tf < .3/8" 3/16" Fillet 3/8"-< tf —< 3/4" N With* 1/4" Fillet tf A> 3/8" l,, Witt "..5/l 67 Fillet }4 Weld Need Not Exceed Thickness ?Of ;lhihner Part Joined. 6.) Weld Size Is To Be 1/16" bks 'Thar Thicker Plate, But Not To Exce'edjThicknecs Of Thinner Plate. " 7.) Opposite Side Weld Length To Be` ;lt+ a Dimemensior, Plus 3 Inche&ind� 6*, Dimension, Plus 3 Inches. Typ©V „A„IF V22 � l, ® L2 FOFGNL o U5 x °°°aa°°°a°a6pO ©. ��4rx Typ TYP JAN 2 9 200 �Notch Backingq Ring— > <Some Material " Typ As Pipe Typical Stiffener Detail Section A–A „A„ 0 —, . r ��� ������ � Notice ¢ /^ This Drawing And The Information Contained And/Or Depicted TO Running Crane Brocke W��lht'erlo�r o�lurnn�Conn Plates hereon, either expressly or implied, is CONFIDENTIAL AND Top g L '� PROPRIETARY and may not be reused, reprinted, distributed APP( ` or otherwise disclosed DRAWING STATUS �/ Q FOR APPROVAL: These Drawings, Being For Approval, Are By Definition Not Final, And Are For Conceptual Representation Only, Their Pureose Is to Confirm Proper Interpretation Of The Project Documents. Only Drawings Issued For Construction Can Considered As Complete. FOR PERMIT: These Drawings, Being For Permit, Are By Definition Not Final In That, As A Minimum, Piece Markings Are Not Identified. Only Drawings Issued "For Construction" Can Be Considered As Complete. FOR CONSTRUCTION: These Are Final Drawings. STEELWISE, LLC 8774 YATES DRIVE, SUITE 135 WESTMINSTER, CO 80031 1-303-825-2635 oRAvnNcjY� DATE DESCRIPTION: WELD DETAILS CHECK BY TIME CUSTOMER: KURT JOHNSON ic 1 t :03a SCALE N.T.S. LOCATION: DURHAM, CA 95938 LOADS SEE COVER DRAWING 9 REV g JOB CAX31119 WLD 0 C BUTTE, COUNTY FEB 2 6 2001 DEVELOPMENT - - - - SERVICES 9 ' r r CO n O i/1 :4 b7 z CO n O LTJ ►-3 z 'TJ r 3 Cil rJ CG C7 0 > 00 m o < z z m z z � z o DURHAM, CA 429235 o• C43263� m ;�Q�°e O C� O*H31,20M r w CA o > C txj .,y d cn -ti txj tmjy tml z n I'd a tb It a �d a -1 c� H a 0z r z o n a r a `G CrJ � d tild H �' t= b n Z 0 LTJ d d Z -3LTJ d y a a O L=J 0 r r r� a r "' r a z O H H W a t, r z � r r W H C, c/J \ cn UJ H ttx] r crn c/J cn x i a o � c/J W • ' Q� C r - r - r✓ r✓ r✓ r r O co _Q O CJS 0. W W r �r ,'� �i Q1 Cn � W iV r•- O • � ®®®__BBB • 9 h n y C CUSTOMER: STAMP: RQFES AQ ooo z KURT JOHNSON � R. RI c%'9l o U CrJ z DURHAM, CA 429235 o• C43263� m ;�Q�°e O C� O*H31,20M r w CA o y 0O ay til m0-3 PAGE L � �W AL 0 t . z oCOVER �d MAY 3 2007 11 -1 h GENERAL NOTES Structure Type: Straightwall Structure Designation 48-16 Width 48 ft Eave Height 16 ft Length 72 ft Building Area 3456 ft 2 Bay Spacing 12 ft Roof Pitch/12 4 Purlin Size 2x10 Purlin Spacing 2 ft Girt Size 2x6 Girt Spacing 2 ft DESIGN CODE CBC 2001 CALIFORNIA BUILD/NG CODE DESIGN AND LOADING CRITERIA Construction Type V—N Wind Criteria CBC 2001 Wind velocity 90 mph Exposure Category C Open Wind Importance /w=1.0 Snow Criteria CBC 2001 Ground Snow Load 0 psf Snow Exposure Ce 0.7 Thermal Condition Normal Seismic Criteria CBC 2001 Seismic Zone 3 Seismic Importance 1=1.0 Design Wind Pressure 23.43 psf Design Roof Live Load 40 psf Design Dead Load 5 psf Terrain Snow Importance 1=1.0 CODE OF PR4CTICE METAL BUILDING MANUFACTURERS ASSOCIATION (MBMA) MATERIAL DATA Low Rise Building Systems Manua/ 1996 Structural Steel (Shapes) ASTM A529 50 ksi or equiv. Structural Steel (misc plate) ASTM A36 or equiv. Structural Tubing ASTM A500 46 ksi or equiv. .Rods and flats ASTM A529 50 ksi or equiv. Light Gauge Steel ASTM A653 Grade B up to .048 ASTM A570 Grade 50 over .048 thickness Bolts 5/8" diameter thru 7/8" diameter ASTM A325 or equivalent 1/2 diameter ASTM A490 or equivalent 3/8" diameter ASTM A449 or equivalent Lumber (By Customer) Girts WWPA Visually Graded Spruce—Pine—Fir (#2) or equivalent Purlins WWPA Visually Graded Spruce—Pine—Fir (#2) or equivalent Lumber sizing based on actual loading requirements Sheeting Metal Sales Pro—Panel 11 29ga or equiv. FABRICATION. Miracle Steel Corporation is a City of Los Angeles Approved Fabricator # 1717 Miracle Steel Corporation is a recognized /AS Fabricator per Fabricator Inspection Program FA -359 DESIGN NOTES: 1. Design of steel members per the appropriate sections of the A/SC and AIS/ design manuals 2. All trusses and endwall columns must be laterally braced as indicated on the drawings. J. The lateral stability of the trusses and columns has been assumed to be provided by the attached sheeting and siding materials. 4. The foundation is the responsibility of the customer and shall be designed to meet local soil conditions and to support the design forces 5. The latera/ displacement of the building under Wind Load limited to h/120. 6. Tighten A325 bolts using the turn of the nut method (tighten 1/3 turn past snug tight) 7. Use temporary bracing during erection to ensure framework stability until all components installed 8. See Assembly Guide for erection procedures, requirements and recommendations. REVISIONS F BUTIT COUNTY BUIL ANi810 L_ APPROVED MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, SD 57201 Copyright © 2002 ZP �G'• , ch o do O ti M M J_ J W U � d d w o�d'�1 SSP /93a � a H O 5f� O LO MZ W Cn C\2 �Wy E-1 F� Z a W Zw � 0 H W � REVISION: DATE: DRAWING NAME: 429235GN—R DRAWN BY: JLS DATE: 05/15/07 SCALE: N.T.S. SHEET I S — 2 Max. Endwall Reactions (kips) unfactored FRONT ENDWALL REAR ENDWALL Truss Reactions (kips) unfactored Dead Load Live Load Wind Load Bracing Max. Vertical 1.75 2.74 n/o n/a Max. V (uplift) n/a n/a 1.44 3.94 Max. Shear j n/o j n/a j 3.30 j 2.00 FRONT ENDWALL REAR ENDWALL Truss Reactions (kips) unfactored TP.T Tq Base Reaction Notes 1.) The base reaction values listed on this sheet ore unfactored and uncombined maximum values per column or leg. 2.) Unless front and rear endwall values are listed separately, the endwall reaction values shown are the worst case values taken from either endwall. 3.) The wind load and bracing reactions are for separate and independent load conditions. TRUSS: The wind load values are for wind in the plane of the truss (transverse wind). The bracing values are the maximum of the seismic or wind load reactions in the sidewall bracing (longitudinal loading) ENDWALL: The wind load values are for wind in/out of the paper (longitudinal wind). The bracing values are maximum reactions (seismic or wind) for the endwall bracing for loading in the plane of the endwall. 4.) These values are intended to be used by the foundation engineer to determine an appropriate foundation plan. BUTIM M COUNTY BUILDING >0-I` ii ION A PPRO tl6--D MIRACLE STEEL Dead Load Live Load Wind Load Bracing Max. Vertical 2.59 11.42 n/a n/a Max. V (uplift) n/a n/a 6.81 9.21 Max. Shear 0.53 4.22 5.22 3.66 TP.T Tq Base Reaction Notes 1.) The base reaction values listed on this sheet ore unfactored and uncombined maximum values per column or leg. 2.) Unless front and rear endwall values are listed separately, the endwall reaction values shown are the worst case values taken from either endwall. 3.) The wind load and bracing reactions are for separate and independent load conditions. TRUSS: The wind load values are for wind in the plane of the truss (transverse wind). The bracing values are the maximum of the seismic or wind load reactions in the sidewall bracing (longitudinal loading) ENDWALL: The wind load values are for wind in/out of the paper (longitudinal wind). The bracing values are maximum reactions (seismic or wind) for the endwall bracing for loading in the plane of the endwall. 4.) These values are intended to be used by the foundation engineer to determine an appropriate foundation plan. BUTIM M COUNTY BUILDING >0-I` ii ION A PPRO tl6--D MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, SD 57201 Copyright © 2M Q� N N U3 IV C'7 J Q ul 'Tu U U o� �y z �Lo 7 SSP/ a: E- F Cnz 0-9!� Z E .. x � O� EN�'S WI cl) a W 0 F U REVISION: DATE: DRAWING NAME: 429235BR DRAWN BY: JLS DATE: 05/15/07 SCALE: 1/899 = 19-099 SHEET I S-3 A S-14 ROOF BRACING G F E D C B A Sao I Iy !I1 //II I W CO I �\ ; I� ; 1 0 I CO Icn co co Ico cn I I I n I I I SIDEWALL 2 \`\ -------------------------------------------------- I , 1 V-7 1/2" 12'-0" 12'-0" - 12'-C 71'-3" 0/0' OF COLUMN`. 72'-2" 0/0 OF WOOD V) O �J 9 SUM FE COUNTY fes- APPROVED MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, SD 57201 SIDEWALL 1 / . p• Q M N bey o N N d O 2 x 6 GIRTS J Q Lo w o� 26 Z o W BY OWNER a: d E• (2'-0" O.C.) 1 I \ I / I 0M��1m c\2 a-1 1+1 ^ V �A w E U REVISION: DATE: DRAWING NAME: 429235FP DRAWN BY: JLS DATE: 05/15/07 SCALE: SHEET I S-4 to Sao I Iy !I1 //II I W CO I �\ ; I� ; 1 0 I CO Icn co co Ico cn I I I n I I I SIDEWALL 2 \`\ -------------------------------------------------- I , 1 V-7 1/2" 12'-0" 12'-0" - 12'-C 71'-3" 0/0' OF COLUMN`. 72'-2" 0/0 OF WOOD V) O �J 9 SUM FE COUNTY fes- APPROVED MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, SD 57201 Copyriot © 2002 . p• Q M N bey o N N d O C7 !U V S J Q Lo w o� 26 Z o W a: d E• to a M� W c 0M��1m c\2 a-1 1+1 ^ V �A w E U REVISION: DATE: DRAWING NAME: 429235FP DRAWN BY: JLS DATE: 05/15/07 SCALE: SHEET I S-4 FRONTWALL ELEVATION D -10 ENDWALL BRACING I I co CN 48'-6" 0/0 OF WOOD 51'-6" 0/0 OF WOOD REARWALL ELEVATION 10'-0" x 14'-0" DOOR OPENING (2 PLACES) A S-13 ROD BRACING 10'-0" x 8'-0" DOOR OPENING (2 PLACES) SIDEWALL I ELEVATION 72'-2" 0/0 OF WOOD SIDEWALL 2 ELEVATION WJTT. E COUNTY PPOW- MIRACLE STEEL CORPORATION 600akwood Rood Waterto n, SD 57201 co e © 2002 @� o N ER Q 0 � o IV V = N U Lu U J Q > V v 06 cw Z w �� `� O S�Q 3a � a F z 0 ML) z Z O F� z W W O F U REVISION: DATE: DRAPING NAME: 429235EL DRAWN BY: JLS DATE: 05/15/07 SCALE: 3/32" = 1'-0" SHEET I S-5 \� I I / • I / I I SIDEWALL I ELEVATION 72'-2" 0/0 OF WOOD SIDEWALL 2 ELEVATION WJTT. E COUNTY PPOW- MIRACLE STEEL CORPORATION 600akwood Rood Waterto n, SD 57201 co e © 2002 @� o N ER Q 0 � o IV V = N U Lu U J Q > V v 06 cw Z w �� `� O S�Q 3a � a F z 0 ML) z Z O F� z W W O F U REVISION: DATE: DRAPING NAME: 429235EL DRAWN BY: JLS DATE: 05/15/07 SCALE: 3/32" = 1'-0" SHEET I S-5 ITEM FRAME SIZE 125 INCH Copydght =2 N• 1 2 x 6 WOODEN GIRT BY OWNER (2'-0" O.C.) Poa a N 2 2 x 10 WOODEN PURLIN BY OWNER (2'-0" O.C.) 02�\,��',� W U 3 LEFT LEG OUTER CHORD SIZE 2 x 2 x 3/16 DOUBLE ANGLES 4 LEFT LEG INNER CHORD SIZE 2 x 2 x 1/4 DOUBLE ANGLES 5 RIGHT LEG OUTER CHORD SIZE 2 x 2 x 3/16 DOUBLE ANGLES 6 RIGHT LEG INNER CHORD SIZE 2 x 2 x 1/4 DOUBLE ANGLES 7 LEFT ROOF TOP CHORD SIZE 2 x 2 x 3/16 DOUBLE ANGLES 8 LEFT ROOF BOTTOM CHORD SIZE 2 x 2 x 3/16 DOUBLE ANGLES 9 RIGHT ROOF TOP CHORD SIZE 2 x 2 x 3/16 DOUBLE ANGLES 10 RIGHT ROOF BOTTOM CHORD SIZE 2 x 2 x 3/16 DOUBLE ANGLES 11 ROOF VERTICAL SIZE 1 x 1 x 1/8 ANGLE = 1 1/2 x 1 1/2 x 14 GA SQ DIAGONAL = 1 1/2 x 1 1/2 x 11 GA SQ DIAGONAL 1 1/2 x 1 1/2 x 14 GA + (2) 1 1/2 x 1 1/2 x SQ DIAGONAL 3/16 ANGLES * = 1 x 1 x 1/8 STABILIZER ANGLE A = 31 " LONG B = 37" LONG _ (2) 1 1/2 x 1 1/2 x 3/16 ANGLES "TE COUNT Y )ING DIVISKON PPWrn, MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, tSD 57201 Copydght =2 N• N Poa a N ydo 02�\,��',� W U U U 0 cL o Z O) a: E- H U7 Q0 I co i z O \ E x � w 0 F U7 .'7 t� REVISION: DATE: DRAWING NAME: 429235TR DRAWN BY: JLS DATE: 05/15/07 SCALE: 3/16" = 1'-0" SHEET s-6 SYMMETRICAL ABOUT CENTERLINE ITEM DESCRIPTION QTY 1 2 x 6 WOODEN GIRT BY OWNER (2'-0" O.C.) N/A 2 2 x 10 WOODEN PURLIN BY OWNER (2'-0" O.C.) N/A 3 C8-14 GA COLUMN x 15'-9 9/16" LONG 2 4 C12-12 GA COLUMN x 19'-5 1/4" LONG 2 5 W10 x 12# COLUMN x 23'-5" LONG 1 6 C8-14 GA RAFTER x 25'-0" LONG 2 7 2" x 14 GA WINDBRACE x 14'-0" LONG 6 8 2" x 14 GA WINDBRACE x 16'-0" LONG 2 ALL WIND BRACES MUST BE TRIMMED TO LENGTH & DRILLED BY OWNER PRIOR TO INSTALLATION �k = ENDWALL STABILIZER 12 ® = 1 x 1 x 1/8 STABILIZER ANGLE @ 19" LONG 6 12'-0" T 1 47'-7" 0/0 OF COLUMNS 2'-0" I— 11'-8" —� BUILDING DIVISION APPROVED MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, SD 57201 Copyright © 2002 o, � N` � M DN \NES Ri a O M C) J v Li - 6 o -O z P i 1 3a a: E- H cn 0-4 0 u Z L CO 0 09q C\2 10—D -e!4= W -4 NE W � � A O a x � W � o H U REVISION: DATE: DRAWING NAME: 429235FE DRAWN BY: JLS DATE: 05/15/07 SCALE: 3/16" = 1'-0" SHEET I S-7 SYMMETRICAL ABOUT CENTERLINE I i ITEM DESCRIPTION QTY 1 2 x 6 WOODEN GIRT BY OWNER (2'-0" O.C.) N/A 2 2 x 10 WOODEN PURLIN BY OWNER (2'-0" O.C.) N/A 3 C8-14 GA COLUMN x 15'-9 9/16" LONG 2 4 C12-12 GA COLUMN x 19'-5 1/4" LONG 2 5 W10 x 12# COLUMN x 23'-5" LONG 1 6 C8-14 GA RAFTER x 25'-0" LONG 2 7 2" x 14 GA WINDBRACE x 14'-0" LONG 6 8 2" x 14 GA WINDBRACE x 16'-0" LONG 2 d F U7 ALL WIND BRACES MUST BE TRIMMED TO LENGTH & DRILLED BY OWNER PRIOR TO INSTALLATION �K = ENDWALL STABILIZER 12 ® = 1 x 1 x 1/8 STABILIZER ANGLE © 19" LONG 6 12'-0" 12'-0" 47'-7" 0/0 OF COLUMNS MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, SD 57201 Copyrl&t © 2002 0 N M EER cv o C-) N b ��6 O O U C'4 � = J J Q W O Z a OO'O �cJ w `P 311 � 5 a: d F U7 V1 V uz 1 ^ CO IIIrC 1� Qom; /c\2� E-4 P4 a � w 0 F - REVISION: DATE: DRAWING NAME: 429235RE DRAWN BY: JLS DATE: 05/15/07 SCALE: 3/16" = 1'-0" SHEET 1 S-8 ASTM 3/4" BOLT 2 x ( GIR- ASTM A325 2 x 10 Z /A" - ')11 #10 WOOD GRIP SCREWS �i 101 110 no r10T BOLT (TYP) 2 1/2" x 2 1/2" x 3/8" STABILIZER ANGLE @ APPROX. 45° TO TRUSS 2 1/2 x 2 1/2 x 3/8" CONNECTION ANGLES EAVE CONNECTION ANGLES PEAK STABILIZER CONNECTION CONNECTION CONNECTION GIRT CLIP TREATED 2 x 6 GIRT aCC r.3 TI I'la' ,'0 17 I I ,e e < TRUSS LEG CONNECTION TRUSS LEG ANCHOR ROD BY OWNER (4) r BUTTE COUNTY BUILDING DIVISION . APPROVE® MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, SD 57201 cop7r t © 2002 ��\NEER do o�Q �`c•' co ^ o d o O (S Z X o-O� 7 w �P „- �''�S/g3a C�) . a: N E-� v� 4 g O cn Z O c, E-1 c a W E'-4 0 E+ U REVISION: DATE: DRAWING NAME: 429235TD DRAWN BY: JLS DATE: 05/15/07 SCALE: 1" = 1'-0" SHEET S — 9 n .. 4 n n1 Iml IAI BOLTS (TYP) kEAVE CONNECTION C8-14 GA RAFTER 2 x 10 PURLIN 1/2" x 1 " BOLTS (TYP) � COLUMN CONNECTION GIRT CLIP C8-14 GA GIRT CLIP NER COLUMN ANCHOR ROD TREATED BY OWNER (2) TREATED 2 6 � 2 x 6 GIRT GIRT E CORNER CONNECTION W10 x 12# ENDWALL COLUMN ANCHOR ROD BY OWNER (2) COLUMN CONNECTION 2 x 10 PURLIN izwm -� �- W10 x 12# CENTER COLUMN 1/2" x 1 " BOLTS (TYP) C8-14 GA RAFTER n PEAK CONNECTION 1" x 1" x 1/8" ANGLE W10 x 12# ENDWALL COLUMN 3/8" x 3/4" BOLT 2 x 6 GIRT #10 WOOD GRIPS SCREWS (2 PER SIDE) STABILIZER ANGLE 0 APPROX. 45' TO ENDWALL COLUMN G STABILIZER CONNECTION �nnnlrn f�nl I IAAn1 11 x 14 GA AT STRAP 3/4„ BOLTS (2) � BRACE CONNECTION ##10 WOOD GRIP SCREW SU61LDING DIVISION i APPROVED n STABILIZER 11 CONNECTION MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, SD 57201 Copyright © 2002 r� c0 N >; W M C) U % d ) Owl '6 Z s `� o: F O-eelLo w 0 M� W C� --1 NE o H W U REVISION: DATE: DRAWING NAME: 429235ED DRAWN BY: JLS DATE: 05/15/07 SCALE: 1" = 1'-0" SHEET T -s — 10 G /a" All rr TRUSS .OVERHANG CONNECTION C /oll .All rr ENDWALL OVERHANG B CONNECTION BUTTE COUNTY t BUILDING om, ,Iff APPROVED i! .r`° MIRACLE STEEL_. CORPORATION 600 Oakwood Road Watertown, SD 57201 Copyrf&e © 2002 ♦ A O O N M N c�, b " ce) r Nco d O J U) C L3 uuj U dLA- o ' > V U o o% W �P a: a E- 0 0 Z L ✓ � CO O �6A a W � o OE- L) U REVISION: DATE: DRAPING NAME: 4292350HD DRAWN BY: I JLS DATE: 05/15/07 SCALE: 1 1/2" = 1'_0„ SHEET I S — 11 00 C8-14 GA COLUMN & RAFTER I C8-14 GA DOOR JAMB COLUMN BUTTE COUNTY BUILDING DIVISION MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, SD 57201 .Copyright © 2002 N .Q CMO N V� N c+� O !� " = OfU W J Q U U O O O' 2¢ Z CL: 1 38 a F U7 w a � x O -9!!4 U� a Z w �� E-4 C\2' w R'+ .A o w i H O U REVISION: DATE: DRAWING NAME: 429235CFSS DRAWN BY: JLS DATE: 05/15/07 SCALE: 1" = 1'-0" SHEET S - 12 EAVF LINE ° a I I I I u Pf I I a Q .' ° � pl � I I • • a � � �Q � ° n ° PI I I � a II' II a° II II. d' a ° ° II II d d ii ibT$T °COV9�}aSaeY 16 'BUIL05/8' WIND BRACE CONNECTION APPROVED MIRACLE STEEL I 600 Oakwood Road Watertown, SD 57201 05/8" THREADED ROD I N 2"'x 2" x 1/4" 0 5/8" NUT N PIPE SLEEVE 0 6' 2� tOll N Q cn0 _ti t = w U ¢ 0 r LIL J. 2 O O�d �b ZW ANGLE r Q .f 3a a: I i I I I b--1 � Lo W MZ I I I I I I O m 05/8" ROD I I I I I I I I Hwy W I I a W I i I F - TRUSS LEG I I I I REVISION: DATE. , ' TRUSS LEG TRUSS LEG J I I I I I I DRAWN BY: I I I I I I I i DATE: 05/15/07 (OUTSIDE CHORDS) i I I I I I I I SCALE: 1" = 1'-0" SHEET (OUTSIDE CHORDS) (OUTSIDE CHORDS) . IT I I 1 I i . 3/8" PLATE ASTM A325 I I I ANCHOR ROD I 1 7/8" x 2" BOLT I (BY OWNER) i t I 3/8" PLATE I I I I FLOOR LEVEL . .. LLn ° a I I I I u Pf I I a Q .' ° � pl � I I • • a � � �Q � ° n ° PI I I � a II' II a° II II. d' a ° ° II II d d ii ibT$T °COV9�}aSaeY 16 'BUIL05/8' WIND BRACE CONNECTION APPROVED MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, SD 57201 - Copy fight © 2002 N 0 M N 0 6' 2� tOll N Q cn0 _ti t = w U ¢ 0 r LIL J. 2 O O�d �b ZW r Q .f 3a a: H caa z b--1 �..� Lo W MZ O m MM� Hwy W a W F - cn .'7 U REVISION: DATE. DRAPING NAME: 429235BD DRAWN BY: JLS DATE: 05/15/07 J1 SCALE: 1" = 1'-0" SHEET IS -13 PEAK LINE TRUSS TOI EAVE LINE 3/8" PLATE —�\ L 5/8" NUT .05/8. ROOF - WIND BRACE CONNECTION 11 4325 < 2" .TYP) RUSE; TOP' MIRACLE STEEL I I Road I I Copyrl&t © 2002 I II "I cv� 05/8" THREADED ROD d N r Lij Q U O d U O A, dZ 0 p� 07 b�ls��3a ,f PIPE SLEEVE i j U) 7/8" • I I I I I r . � I I I I I � I I I I I I i I I I I I I I I I I I I I I I I I BOLT I I I I I I I I I I � TRUSS TOP I I I I � _ • _ .. II I I I I I 1 I � I I I I I I a w I C) � 0 I H ta i I I REVISION: DATE: • I I I I 05/8" ROD � - • . I I I I I I , 429235RBD DRAWN BY: JLS . I I I I I I I I I I v 1'-0" SHEET _ , x .05/8. ROOF - WIND BRACE CONNECTION 11 4325 < 2" .TYP) RUSE; TOP' MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, SD 57201 Copyrl&t © 2002 cv� Q- d N r Lij Q U O d U O A, dZ 0 p� 07 b�ls��3a ,f U) r �0 Zuo O C N� �A w w C) � 0 O H ta REVISION: DATE: DRAWING NAME: 429235RBD DRAWN BY: JLS DATE: 05/15/07 SCALE: 3/4" = 1'-0" SHEET IS -14] 7/8" DIA HOLES (2) 3/16" THK d- 2 4 �i 8" OUTSIDE OF BUILDING - C8-14 GA ENDWALL COLUMN BASEPLATE -7 /C)" MIA LJ/ll CC /A) 10 1/2" OUTSIDE OF BUILDING 4 -7 /o" MIA LJni Cc /-)\ OUTSIDE OF BUILDING C12-12 GA ENDWALL COLUMN BASEPLATE -7 /C)" MIA UnI C'C' /r)� Z r— 4 10 1/2" BUTTE COUNTY OUTSIDE OF BUILDING SULEDING DIVISION M, APPROVED W10 x 12# TRUSS LEG BASEPLATE ENDWALL COLUMN BASEPLATE MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, SD 57201 Copyright © 2002 O O N M N ��G�NEER bi ydo N Mt U 0 o d o o; d 2 Z X 7c,��'`, k, 93 a: F w � � 0 C\2 w F�1 o M 0 U REVISION: DATE: DRAPING NAME: 429235BPL DRAWN BY: JLS DATE: 05/15/07 SCALE: 3" SHEET IS -151 3" o 0 0 (1/8) 1 1/ (1/8) 1/ ENDWALL COLUMN ENDWALL RAFTER 9/16" (INSIDE) WOOD GIRT OR PURLIN 14 GA #10 WOOD GRIP SCREWS ENDWALL WOOD CLIP CONNECTION 5" l T- rl 1 9/16" (INSIDE) TRUSS LEG TRUSS TOF WOOD GIRT OR PURLIN 14 GA #10 WOOD GRIP SCREWS 1 TRUSS WOOD CLIP CONNECTION MIRACLE STEEL. CORPORATION 600 Oakwood Road Watertown, SD 57201 cosy t@ 2002 cu In. Q EER �} �Qv cS ) b� (� N /) � � a 1 v_ wO d O > U p 0 � a: E- b--1 0 Z W -4 NE W �A O o � REVISION: DATE: DRAPING NAME: 429235WCD DRAWN BY: JLS DATE: 05/15/07 SCALE: 3" SHEET IS -16 PRO -PANEL II SHEETING SPECIFICATIONS THICKNESS: 29 GAGE (.0135) WEIGHT: .71 PSF YIELD STRENGTH: 80 KSI ALLOWABLE UNIFORM LIVE LOAD: 98 PSF ON 2'-0" CENTERS ALLOWABLE UNIFORM WIND LOAD: 130 PSF ON 2'-0" CENTERS Ma 1 n 1 1 1 /1)" CU="TIAI(` COOC"IAl WALL SHEETING DETAIL i 36" ROOF SHEETING DETAIL lN I — 11 1 n11 .i irr-rin In I EAVE PURLIN SHEETING DETAIL MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, SD 57201 coyyriot © 2002 M N EER � a c) CO N Cry !`V M = X60 ` J t W ` U¢ O c% J U U f 6 Z W Orb SSP a F T 0 u Mz Q E-4 ~ �A W W 0 H U REVISION: DATE: DRAPING NAME: 429235SD DRAWN BY: JLS DATE: 05/15/07 SCALE: 3" = V-0" SHEET I S — 17 tv n 'ew"`1O"oo "',w rsnu� w aywrntra i� wt�I�cMIAR - - N0117A2l15N07 ZION lON y.o-oio-woav oyeye vmrWr.r�livmna 9Yv�xaua.urro pdid1A180A0rldi1DO 1YLl MVIA 3-mNV Nno dYH Noi1YOQi cu dYW 9*169t365Y. 1 CL NY9d - � oAgP^S � � • ani=: �h ��`g�Rmr AR _` � • _ •�'° 0HIM!g 1 , � / �\ \ may- ,• ..^.-_ _.. _.. _..—•6viii4--.. _.. - •— —.._. _.. ..—•'—• .. —' In z e Lu ki�a I ge.. d o� °3 21 to �� I X I I g � • <Cf ,I I `� `\ IIa lip �Of is .I O� O' ' � r �� v^.r ? ' � '_ I I •-• ,I ,11 r 3 Y - Y �i � %ly a 9 X I"i a ' :. ?#f•,,,� g � ; ` - �•- . Cd O ro o. 1 CL C] ' @ J V m' /I J i � Z .• Ncn �. O . a 0 I _ 1.3'-0" 12'-0" b' -O" 1 O' -O" 2'-b" 25'-0" ;3'-1 O" 14'-4" q' -O" It //I\X 14'-2 '-4" 14'-0" 10 4. LS7- s2 M5 E3 L-6.7 5' Q • � 6 _Ls / d ♦ t< D 'p h' or 45 HD2 °n� Sys 6 NOTE: PLATE HEIGHT 14' y g, STUB -OUT 00 GA5 FOR OUAORA-FIRE MODEL AT SHADED AREA. ggQ ,O 5 100INOOD STOVE h IN5TALLEP:Il MF6. b"X " -CONT. 4"WPOST - 5rEG5. S< DF* 1 4"X6"; 64X6 'TYPICAL (2) PLACES 0 mil, ��PO T BAR +42" Ha DF* 1 POST 6"X6" DF* 1 r05T r Ok Gs d�6 Ate• `�• r N 6"Xb" D 01 POST Dn \ SEATING WITH d0 6'x6" D * 1 PO T' l OlK ' STORAGE BELOW �'� Or HSC 1 6"x6" DF* 1 POST S 2 9� 4"X6' DF'1 05T 12/•f / 1 2 { GELLING b• // n \ ♦ �t . "A• ! OUTDOOR PORCH SHOWER O I COLORED CONCRETE SLAB FLOOR HD2 YN,\ \ b• q' PLATE HEIGHT Q�A�tT o STUCCO WALLS i GEILIN6 PORCH ` n \(5AME ROOM \!01NOTE W5E SAFETY GLA55 5L F ED C N(:.r- FINISHED CONCRETE FLOOR \ t0 ` AT NOOK WINPl '� \ .� % `♦ 40 '0 �• 1 2 TYr. 14' PLATE HEIGHT 4040FX 4040FX SD i 51M. STUCCO WALLS i GEILIN6 ♦ \ 0, �'i�' , Spa Ldp, �• �' V BUILT-IN BEAKING 24' TALL MATCHING AWMING MNDOWS OVER L -b.0' O U1 WINLIOWS AND DOORS A= 55 DOOR`S b• O `Y► 5.25, q ONLY FAR LEFT i FAIR RIGHT IWIMPOAS TO BE FOR TABLES t U <S O L- 6• � ��y / OPEN it -/Sap REAkdL,tvAT10N ♦ %� y b ( CABINET WITH DOOR- HB m TABLE �' T'S'd n Q� 6050 �/ / / ,/ �! / ���� L-5.7 5' 6• ` / k w w w w - w Ayp d 1: w w t 3066E 30 bF 6E 30 \ OPEN INSIDE FOR 0666FX � � r. ? ♦ FOLDING TABLE STORAGE :0 Di 7*1D(VIIAMP1111111 V///Z ♦ \ % A "�'}' <S < ONE LITE '/ b• \` ,ry d / �? �d6 `ry $L-16.0' ♦ ♦ ♦ 10 u�Q // /' 4�. _ ya yd O `HALL iiCYONT. 4"Xb" P0A5TCE- S yO�t ��'0ht P Z ISLAND - GOFOVIRM rOST a WOOD FLOOR POST 5AFE1YDE5GNM/OWNER RG(4) PL YPROVIDEVIDE AfQG ORs 7owEL PROVIDE SCREEN �/ e„ A'S 6 �), W-4• HANDICAP / BARS 6 44' IDOOR AT EACH DOOR / �y AG6E55 TO // BATH a" IWkLL I < 5140YXEK •• 7r. BASE CABINET ROLL-OUT NOTE: CONFIRM TILE TOP t ♦ / TILE F•LR ��! • DRA+MER5FOR DI5HES " " C-1/ / 1 7 -6 EATING BAR +36 EQUIPMENT : , .. SPLASH PHDb / s T,1•, 4r0 4 -APPLIANCE REQUIREMENTS AND / • 16 INSET SPACE PLANNING FOR :. MICRO r4 � 'T INTOAA L.L ENTERTAINMENT UNDERFLOOR HEATING`vE h SfNK 1 S Q�. �1 hod HALL w CENTER - CONFIRM DE51GN WITIH OWNER ....: •' DI3r05AL AO�� FLOOR '• Ips �%� DESK .1 DISHES '� r �. • G� ryIK ' <S �, (N� GLASSES .'JU•� tpnu TILE HEARTHRETPATIO w CONCSHELVES HVAC • :' '_• I F, CARPET FL y,`� s15F�E ` _ DDL SINK i - /I GRE�tT'ROOM .. CONDENSING . `p• SPACE BELOW k n O I� r ,-arsFOSAL 'TRASH Y�IGGi%MOOR • ... • . • FOR CHAIR_ - t(j .- UNITS ► •• GONFlRMM/ a 1 �° DRAWERS .. COUNTER 3 aWN£R ��(i� 'ry I GAS (FIREPLACE INSTALLED POTFLLER } A O B NRE .O 1 ISLAND +36" ' PASTRY PER MFG. SPIELS. 3'-4" j t,�' • �•� . .4�_�" L G 15 LVE500 6 D! K1000 SHELVES • I AREA +80" EI►TIN6 BAR +36" 0 14, ri LAUNDRY 4 - 22.1 I I I I I AUDIO- VISUAL •► ". i •' .' O• TRAY FULL 22 114'0 I SHELVES �j, RAN6C�i 1 " .: ••. �y HEI iHr " SEE'PA6E 3 `OVEN w/ 1 f - I ' ELECTRICALS RVICE 4 -, A .. 10-0 cAaINEr s b-4 1 I EQUIPMENT 4 : J_-�.O' '� S • . " ':• • •: •... •' s b• ,- 4-b" -4' • Hoon, I i I TYPICAL LSTHD 50505H30505H v �� �, ., µa y�0 3060 •. ; LAUNDRY VINYL FLOOR SHELVESX N I I I I L- J•L J I I I Or p� • www w r r : MASHER 1 SPACE O d REFRIGERATED r3ox 2 1 I J J a I n I202 ,L.40 ITTRASH D PANTRY � D R I I O L-, J O BOX .r 'VINYL FLOD .r I= I CORK FLOOR J rSrNba 1 DRYER - VENT n VINYL FL.R n qoq cuFt I . LAUNDRY TO OUTSIDElJR � _ pHD2 TRAY HANDICAP 11 HRESHHOLD - - - - PROVIDE PLUMBING FOR Qtiiy -SHELVES WOOD O - WAiI'ER 50FTNER h�C'��4 L-4.0' FL 1GRo MA 50 GAL. GA5 WATER HEATER WITH P.T. v Q 1 b• VON SEE THRU CABINET "xb" OF* POST { BENGHwr coAT FREEZER STORAGE FULL HT � I I VALVE WITH DI5GHAR6E TO OUTSIDE 0 I UPPER �, STORAGE CABINET CABINET 4 PANTRY ARMING APPLIANCE Al SEISMIC STRAPS TOP AND BOTTOM. BEL.OM 01/RE -.NIDE c4Mll - GAICIGE UPPER -VENT THRU ROOF AND PROVIDE VA6CS PT4 I I BARRIER FROM VEHICULAR DAMAGE. y.(N 90 Ei 20 0 - w-- w w w w • w- w w w w w w w PROVIDE CIRGULATIN6 PUMP at Q� ' 1 O' -O" b'-4' 4'-2" 4'-b" '-3 =a"' 3 5EE:OETAIL 1 15'-2" !+ tN� Q INSET CABINET O I I 5ELF-CLOSING ' p 't NOTE: PROVIDE RETURN N FOR FW 4 L-14.5' = t- 4 5OLIP-GORE to ,r HALL AM TYPE GRILL FOR I I I INSTALLATION I 0;y WOOD FLOOR FREEZER VENTILATION - - i L PROVIDE 1 tOV OUTLET, , a d)' Q 2020 5KYLI61I1 - LIGHT 40MITGH POR ATTIC 4 2020 TILE FLOOR 2020 GARAGE PROVIDE 1 HOUR PROTECTION MOUNTED F.A.U. 14' CEILING SKYLIGHT DOOR ON 6ARA6E SIDE OF COMMON 660 2460 2,660 � SKYLIGHT OPENER WALL TOGETHER WITH 5ELF- 1 BATH T.P. 5060 SNOEST61l PROVIDE PROVIDE SOLID BLOCKING AT CLOSING 1 810" THICK SOLID- + KEYLESS I CENTER OF 6ARA6E DOORS GORE DOOR. I PROVIDE 1 BEDROOM , TILE FLR U ��� 1 EENGH ENTRY FROM HEADER TO A MINIMUM 1 W1NDO.W WITH MINIMUM PAD TOUCH ( OF 1.4" ABOVE TOP OF DOOR. 1 OPENING DIMENSION OF 2 FORMICA TOP n to 0 qQ /3060F b0 O �3060FX -- - - - -- - - -- SOF HIGH BY 20' WIDE, 5.7 : 04'r�4ryl b• �� �q 5AFETY GLA55 SAFETY 6l -pt: GARAGE AREA,.AND 44" MAXIMUM ILL PROVIDE h Q'r L-6.0' rn Q/X// '� • y (HEIGHT. BACKING FOR nB4SHOWER- t- HOBBY y MATCHING 24 TALL WIND03W5 ABDYE j Sd a. L -b 6"X6" D,F 1 POST Ot i AWNING WINDOWS J�BOYE -WINDOWS i "N CONCRETE BLAB FLOOR I TOWEL BARS'I'll E WA1L.5 t,GL6. UJ ' i • .,- .• • 44' _ -Z. ..GARPET FLOOR FIXED AWNING ABOVE DOORS _ FLOOR N 4 K PROVIDE 1 PUNDOW I PROVIDE SAFETY 6L_A55 SAFETY GLASS Ell V NOTE HOLD AT ALL DOORS WITHIIN ' i r in a MTN MINIMUM' 1 24" OF DOOR STRIKE. GARAGE 24" HI BELO n , L O1PENi1116 iDIM1EN51ON LIBRARY L-1 b.0' D BACK 50 THAT LAND p Of GH BY 20" CARPET FLOOR WATER 1 ✓ �/ X �/ / I ON APRON 3/4' BELOW 1 T•P• ~ � WIDE, 5.T SOFT AREA, /� GARAGE FLOOR. 1 GUEST ROOM PROVIDE 1 WINDOW WITH MINIMUM I PORCH / FOUNTAIN I I WOOD FLOOR BATH AND 44' MAXIMUM OPENING DIMENSION OF 24' HIGH BY I COLORED CONCRETE iTILE FLR SILL HEIGHT. 20" WIDE, 5.7 SOFT AREA, AND 44" I SLAB FLOOR 6• L-30.0' * 40 MAXIMUM SILL HE16HT. 1 14 PLATE HEIGHT 11 TILE 4"x STUCCO WALLS i VAULTED O I I 1 m SPLASH i I <S o 1 GEILIN6 P05T <S GARAGE 2468 I DOOR 1 M UPPER UPPER { "X rOST y� d yd� I 12 1 2 OPENER CENTRAL VAC I CLOSET WAVE UPPER CEILING I FINISHED GARAGE DOOR I CARPET U TLE TOP = • w �' w w - - � w _OPENING5 TO BE 1" SHORTER IN FLOOR OO b 80305E o,��s qb ry 30505E 30505E HEIGHT t 2" NARROWER THAN 3'_O• 2'_b 5„4- 0 3A_ • • N % b•.y AZ�4 FIXED AT:5 '- I WIDTH OF GARAGE DOOR SIZE '• 4 b b _4 O 1 L5 7 -y _ >t- O O d o v t GOVT. L-4.0' 1 orp Dd ------ 1 I I SINK O N 0 O� SITTING i- 4"x6• P05T L-5 0' DI b"xb" DF* 1 POST 1 CARPET FLOORHAL DO R ITE :t QNU,b 12 SHELVES 5 ETY 3060 6"xb' DF* 1 POST n0{ 6"xb" DF* 1 PO T ' i 2 POLES 61455 1- r to in'w-- ww- - w -ww• HDI 'mss, Ay� ww--wTw • ' y�Npb d� LLD 1 e CS 8• L-6.0, ry 0505E 30505'F FIXED 2660 NOTE: PLATE HEIGHT ' orP�D2 1 --------, 1 ^ ��qq 4"X6., I 14 I 6"Xb" OF* 1 POST I 1 soon i CONT. 4"x roST AT SHADED AREA. I I 1- O 1 22 -O" 4 �all I GARAGE 1 GENERAL NOTES 1 PROVIDE APPROVED FLASHING AT ALLEXTERN! OPENINGS. 2 PECLOSETS LIGHTS R NEC. ARTICLE 410-6. U I DOOR 1 1 PROVIDE GERTrIGA7E OF CONFORMANCE GROUND FAULT PROTECTION SHALL BE REQUIRED IN ALL BATHROOMS, OPENER 1 FOUNDATION II 2• FOR ALL GUU-LAMIBEAMS, 6ARAGE,M4TGHEN,MET �ARAND:EXTERIORREGEPTAGLiS(NE.G210) PROVIDE SOLID AC7E O INS 5 PROVIDE ANCHOR BOLTS (1 /2' x 10' AT 51NGLE POUR L>R /2' X 12' AT 2 �ARDRAUI-+• TO HAVE A MINIMUM 5 i' HIGH TOP RNC, WITH ELEGTRIGAL MECHANICAL AND FUMBLING CONSTRUCTION SHALL CENTER A GARAGE DOORS 1 POUR SYSTEMS) AT 6' wb MAXIMUM D wIrMIN 12' OF ALL JOINTS. PROVID 115. INTERMEDIATE (ALS SPACED THAT A 4' SPHERE CANNOT 2 COMPLY W ITN THE CURRENT EDITIONS OF THE NATIONAL ELECTRICAL FROM HEADER TO A MINIMUM 2'X 2'X 5/ 16' 5TEEL PLATE WASHER AT EACH BOLT. (SE 10016.6 U.B.G.) PASS THMOUS SEG 50q, U.aG) CODE UNfORM MEGHAN� AL GODS AND UNIFORM PLUMBING GORE. OF 14" ABOVE TOP OF DOOR. V I FOUNDATIONS rM STEMwALLS SHALL BE PROVIDED WITH A MINIMUM PL 1_ I B I I `I t�7 INSTALL SMOKE DETEGTO" AS PER THE - -- - - - - - - J O OF ONE 04 BAR AT THE TOP OF THE WALL AND ONE •4 AT THE BOTTOM REQUIREMENT OF U B G SEG ! 1 O.t. t. " 1l1 ' OP THE FOOTING. (SEG 1006.7. i, UD.G,) d THE AG&REsATE AREA PLUMBING VENTS SHALL -t b"Xb" DF* 1 POST O ' I I 1 4. BE 1257 SQUARE INGHE5, MINIMUM. HVAC ` A�� I11 SLABS-0N-GROUNDyVITH TURNEODOWN FOOTINGS SHALL HAVE A MNIMIUM I ii �( I n = . OF ONE 44 BAR AT THE TOP AND BOTTOM (SEG 1006.7.2, U.a�G) 1 " WATER HEATER SHALL DE GAS -STORAGE TYPE i * i(\j SHALL BE CERTIFIED BY GJ°AG. DUCTS SHALL BE CON STRUGTED,INSULATED iINSTALLED IN - - - - - - - - 5 H OP . I F R � M I N G IN3UL�TE F4C_T 5 FEET oP MATER PIPING • IwATER . CONFORMANCE AMH THE LATEST EDITION OF THE U,M.C, CONCRETE SLAB FLOOR U 1 6• HEATER WITH A MINIMUM Ill INSuLATIOIN THERMOSTAT SHALL BL'I!•ROGRAMMABLE N BEARING WALL •HEADERS SHALL BE 'x 1 O' D.F.M2 MINIMUM T 4' NOTE: HOLD GARAGE FLOOR 0.11 Q WALLS AND 6'X 1 O' D.F.s2 AT W MAL , UNLESS OTHERWISE NOTED, SHOWER HEADS i INTERIM FITTINGS 2 . TYPE WITH SETBACK COI TROI.S. IBACK 50 THAT DOORS LAND aEf MOLD TOP OF ALL NUNDOWS AT THE SAME HEIGHT AS II SHALL BE CERTIFIED 10M FLOW' BY G.EG. ON APRON 3/4" BELOW LL d' DOORS - TYPICAL UNLESS OTHERWISE NOTED. 1 1 2 • PROVIDE BAGKDRAFTDAMPER5 1 Q PROVIDE APPROVED VENT AND ADEQUATE COMBUSTION AIR • ALL EXHAUST FANS. I A6 FLOOR. PROVIDE REQUIRED ROOM DIMENSIONS AND v . FOR 6i S WATER HEATER AND/OR FNRRACE, (C►} 7 i 0, 1 ( , ALL 6T HEIGHT. (SEG COMP5 10.6.LY U.a.G) !I � . PROVIDE 1!' PLATFORM FOR APPLIANGES/EQUIPMENTIIN INSULATION I I ALL STAIItW AYb TO COMPLY YIIITN U.B G. ' J 6AIl CAPABLE OF PROOLCANG A FLAME, SPARK OR GLOW, INSULA 4 I 1 S� SECTION 1003.5, FOR RISE, RUN, HEADROOM, l I /� TION !HALL MEET CJ:,G. QUALITY STANDARDS. SEE All LANDINC75 AND HANDRAILS, J . ENERGY GALLS FOR TY i THIGKNE55 <10R RATING. O I A'id� HALLYyAYSTOBEAMINIMUMOF5WMOE' ELECTRICAL ow,GuTS ALL BGAULICEXTERIOR L>OORSiWINDOWFRAMES. S • (U.B G. 10045.3.2) RANCH THAT SUPPLY RECEPTACLES IN BEDROOMS 3 1 I SHALL BE PROTECTED BY AN ARG -FAULT CIRCUIT INTERRUPTERS) GARAGE d UNDERFLOOR ACCESS AND VENTILATION :20. AS PER SEG, 210- 12(5) OF THE 2001 CEG. I DOOR 1 - 1 . PER SEG 2501.5 AND 2501.1. uaG. :21. I �^� 2. WEATHERSTRIP ALL I EXTERIOR DOORS. I I OPENER I 6• L-10.0, O PROVIDE ATTIC ACCESS AND INSTALL FLOURE5GENT oR OTHER GJ=G. APPROVED LIGHTING PNiSHFD GARAGE DOOR 1 1 O. VENTILATION. (SEG 1505, Un.GJ 1 . FIXTURES IN KITCHEN i Ill Al WATER CLOSETS, I _ I CAULK i SEAL ALL JOIN (_ • . -- mA'ATIONS OP ' �. PROVIDE LIGHTS. SWITGHESAND REOZ11 LEyPOR . BUILDINGENVEL.OPE, OPENINGS TO BE 1 " SHORT(=R IN I (7 = HEIGHT 4 2°NARROWER THAN 4°X 6"'POST 1 MAINTENANCE of MEGHANIGAL EQUIFMENT.JSE."r 306, U.M.G) _Q I WIDTH OF GARAGE DOOR SIZE 1 s 1 I NOTE: INA L MANUF. SHALL VERIFY HAT WALL i WALL 5Y5 M HAS THE CAPACITY T SUPPORT (2) OilQµ�fl2 ; 6"xb" DF* 1 POST 1 2800# PC INT LOADS SPACED 2' AP NRT AT O' 4pi 1 CENTER L-4 OF PANEL PROVIDE 4"x STUDS IN Wbill AT ALL TRUSS REACTIONS GREATER THAN 800#. IT w w w w w- w w w w w w -• A�Q�ry -04ry 30505E 30505E ohS�, FIXED Ayd�d 1 q'-4" FLOOR PLAN HEIGTH 10 UNLESS TYPICALPLATE SCALE: 1/4". 1' - OTHERWISE NOTED, O" 5'-4" 5 -4' a!UJ eo I031g7 Soo o std CC_ zNo. S 4 732{ Exp. 6/3 /06 vn�Q� 6- OF GROUND 1 = GA5 FIREPLACEIN5TALLED FADE z_ ' I � PER MFG. 51"1 FRAME X z a 1 91� 2460 FRONT J'% () W 4 c yar N9y z 2 -2" HALL TLE TOP i SPLASH In O ;0 O WOOD FLOOR = 1' MA5TER BATHfa w A ' h 1A5TC_-'R $LRM TILE FLOOR � z m WOOD FLOOR fMEDICINE CABINET < up 2OI C •-- � q IMBEDDED INTO WALL SK LIGHT /� GONFIRMDOOR 2466 rROVIDE I LOCATION WITH PROVIDE t BEDROOM WIN> 70W WITH IiA0Kv TO LET p DROP GEILINE GAaINET NeFG. MINIMUM OPENING DIMENSION OF 24" TOWEL BAK5 o TOA' HIGH BY 20" WIDE, 5.17 50FT'AREA. x� roPi ROOM TILE n � = AND 44" MAXIMUM SILL HEIE.HT. _ - IN T. .FLOOR :r w II I 'f p -4' TV 5PAGE Lon 3ATTIQC2 .CLOSET >112 WALL 1+a n I AGCBSS I CARPET t`. %% , L. Cl v FLOOR i L MIRROR TOILET BIDET .AUDIO / VISUAL I I n SHELF E POLE 4�' Q,r _I LINEN CABINET STUDY � • w -www -www ww•�-ww-w-- �� L" 1 •f.5' 2020 _ - q CARPET FLOOR O SKYLIGHT - I I SEE DETAIL I PROVIDE 1 WINDOW WITH MINIMUM m 't IFC: F A U. 4 I '� OPENING DIMENSION OF 24" HIGH I , I I 114STALLATION I BY 20' WIDE, 5.1 SOFT AREA, AND HALL L - w JPRovIaE i 1o�ouT�Er- T N 44" MAXIMUM SILL HEIGHT. W00D FLOOR LIGHTi-SWITCH FOR ATTIC Ot MOUNTED F.A.U. 2660_ 246.0 2660 SHELF t POLE I . I TILE Y I p CLOSETW TOP t 1 j -CARPET _j p SPLA5H I yds a i FLOOR ,q n nPROVIDE BACKING FOR n TP TOWEL BARS • 44' 3' 0 !BATH I rlLe FL1R. EDDIE'S ROOM 1 ANDREA'S ROOIMWOOD FLOOR I b• o BATH 6AFETY,6LAMS ENGL I (WOOD FLOOR \ / PROVIDE 1 BEDROOM WINDOW WITH 1 m PROVIDE 6A o 44 FOR MINIMUM OPENING DIMENSION OF 24 - PROVIDE TLE FLR, CC TLE SHOWER - 1 L-13.0'TOMEL BARB •.44' TLETOPt� TILE WALLS � GLS. 1 PR VIDE 1 13EPROOM WINDOW SMASH II/ I H16H BY 20" WIDE, 5.-T :SOFT AREA, 1 NIT H MINtMWM oPENIN6 AND 44' MAXIMUM SILL HEIGHT. ; 1 01to ENVON OF 24" IHI6H BY 20' T.P. Eu P41C E, 5.7 SOFT AREA, AN 44" 1- 1 1 MA MUM 51L MEIGiHT. { < O C, � ° CLOSET b p ~ GARPET Qq� q4 y O dd 'i -o a SAFETY GLASS ENGL s=in FLOOR OI Ot Kr • votQ'r v0{Qrr IL HONEW_ 4"X4" PiOST w w w • w w w A 80505E FIXED GL -3.25' 6 wA w50505c, 0505 _ . Ha 30505E ( _ O A; Dill 4 POLE 4'X6' CONT. FIXED A A y In L-3.25' NOTE: DROP PLATE HEIGHT 0"V71'S� d 6• 's' d N d d d 4'X6" GOVT. AT SHADED AREA L-50 d 301 �6AW 341 faAW L//Yt I �ioS . 6 ENTERO M 15 G E LL A N O USPROVIDE S1�4LAZJN& IN ALL AFETHAZARDOUS 54. 4 � , LOCATIONS (i SEC 2406) GAS COOKING APPLIANCES SHALL BE PIIaTLE53 OR ALL ELECTRICAL GUEST ROOMS AND HABITABLE ROOMS SHALL HAVE NATURAL LIGHTI Q. S GARAGE FIREWAI SEPARATION -I REQUIREDON•GARAGE 51D£, INCLUDING 55. EQUAL TO 10% OF THE FLOOR AREA AND NATURAL VENTILATION E011AL • SUPPORTING W ALL5 AND POSTS (i SEC 502.4 EXCEPTION •3) TO 5% OF ITHE FLOOR AREA. REA. i (51 A 205,11 36. I iI .. ( ,. 4Q1 . PSPECIAL M.iMME B2OSOEPPCOVERING TR4EFQRUORME THCLASS B5 TMOINRIMY.U UMOFONEi'-O'EXTERODOOR(SEG 1003.5,1.3,1 �O•31, - (.B.G. SEG 1004.2.5.2 EXCEPTION #4) M PROVIDE EACH ISEDROOM WITH ONE WINDOW WITH MINIMUM OPENING r� Q� DIMENSION OP 34' HIGH BY 20' WIDE, 5,7 SOFT AREA, AND 44' MAXIMUM M ✓ V . INSTALL SKYLIGHTS PER SEG 240t AND 2105.7, U.D.G. 1 51. SILL HEIGHT. (U.S.C. 310.4) 1 ALL STIMIX-TVIll AND Q 2 . CLEAR OF ALL EAS£MENSIDE YARD EQUIPMENT, T5. ET5AGK5,'REAR YARD BE 1 , PROTECT PLASTIC FOAM 1 I CATION PER EG 2602. I, U.B G. SETBACKS, AND 20 FEET (25IF FEDERAL AIR ROUTE FROM THE EDGE OF MINIMUM I` THE AJ&HT-OF-WAY SHALL BE CLEAR OF STRUCTURES AND EQUIPMENT WATER CLOSET CLEARANCES TO BE 15' PROM ITS EXCEPT FOR A 2' OVERHANG, 40. CENTER TO SIDEWALL AND 24 -FRONT FCLEARANCE 400.6) 1 MINIMUM SHOWER COMPARTMENT SIZE -SHALL BE PROPERTIES IN FLOOD PLAIN 1.024 SQUARE INCHES AND SW GiRGLE (U.l 4127) ' PARCEL 15 LOCATED WITHIN A DE616HATED 100 -YEAR FLODD MAIN; I I 5 3 . 'INION FLOOD, ELEGTRIGL-, AKV,A.G. EQUIPMENT AND SERVICES !HALL BE PROVIDE PLUMBING FIXTURES, WATER CLOSET I n MINIMUM OF ONE FOOT ABOVE THE ELEVATION SHOWN ON THE FLOOD 2. GLEARAIE_ANDSHOWERSIZES PERI,IG, ELEVATIONGEKTIFIGATE 4 d PROVIDE ADEQUATE•CLEAll AND TYPE -A FLUE 54. S EN MST ^ G OK£ODT o WI NCRETE STEMWALL 5Y5TEM WITH 3 . FOR F'IREPLACE/WOODSTOVE. PROVIDE PROTECTION OF APPLIANCES IN WILDING PLATE ON TOP OP STEMMALL TO BE ONE FOOT OR MORE ABOVE 44. GARAGE FROM VEHICULAR DAMAGE 55. SHE 100 -YEAR FLOOD ELEVATION, Me PLATE NEI6HT 15 ABOVE 24• ABOVE TRADE, ENGINEERING REQUIl OVED OPPARK 45. Al�L CAIMENEYE/TYIPEE WrLu ARRESTER AT I .� r% . EQQUPTMEN AND FACILITIES ES SHALL BE LOGATEV A50VE T E PLATE. I I ! I f I 4 6 • VENEER SHALL BE INSTILLED PER CHAPTER 14, UL : AT LEAST TWD OPENINGS IN EXTERIOR GARAGE WALLS, LOCATED ON I f I ` . THAN I SQUARE 01"POSITE SIDESOF FOR EVERY SQUAREEFoOT OF ENCLOSED AREA. THE OF' NOT BOTTOM OP THE OPENING SHALL BE NO HIGHER THAN 1 FOOT ABOVE 611111 4'-1 O" 3'-4" 4'-1 O"Oil NOTE: PROVIDE IN -SLAB NOTE: INTERIOR 5HEETROCI: FINSINH RADIANT HEATING, TO BE SMOOTH WALL THROUGHOUT. , r• 5"-1 O" APPROVED Butte County R GAr-blef 10.0 PlaniWohnson Kesidenas\Joh:lson ResidenaeJayout VERTEGH ENGINEERING JOB NUMBER 06-1 17 1 OF CAUE� 5114 pb 0 PLANS HAVE IE ONLY FOR WITH A M �E ACHED _ Wxb"SMUCTURAI CULAT10 DF* 1 POST ' O 1 V-2" 4'-8" 4'-4" WXWVF1 POST 6"X6' F* 1 -05VO, DF* 1 s1 POST PROVIDE 5AFTIEY &LASS IF BOTTOM PORCH OF F-XP05ED EDGE OF GLAZING 15 LE59 THAN 60' ABOVE A STANDING CO 6R NGRETE 4 OUTDOOR SHOWER IL -4.0' SURFACE t DRAIN INLET. FLOOR 5TUGCOIWALLS i ALG -1 .0 SAFETY 4SLA55 _ QO O 204OPH 40111 %Q L-:3.75' F* 1 <S v z z 7 z zt 0 • OST b Q L■5.25' sq qry /� Z I roti,qJ,*y 1)RINAL •SOAP ` 'Ma 2 b0 FI D f+7 Q� 6• "`rpt y'� d BAGKINGPOR //i// �J� HVAC O 20505G 40505G 205050 `r pt HB 8020AW TOWELBAR5 STEAM GONDEN5ING 1 w _� w w - w • w w • 44' 5HO� lI �S UNIT 1 ONE 4"x4"/ LITE DOOR <S < = o,, SA � 4",X6' 1- SHELF t POLE Q = i GLC. LfNEN POST MEDICINE 1 ' 1 1 1 oi. l" y I DONT. w z ,(�' Q ry_ CABINET 51f EP i` SAFETY 1 y d GLA55 d d to ���f 4 n Q`Z' to IMBEDDED 1 1 THRUWALL-SAFETY ;TY IN CABINET &LASS 1 b• L-6.0' i `� H LL O fie CLOSET �"++' MSTEAM UNIT ENOL TC.y R MODEL M_300 HOOKS W OD LOOK I `t > w 0 CARPET Iv a : FLOOR > • n yI SEE PAGE 5 I _ 1 `vJ vh N� ^ STEAM UNIT D15GMAItGE WITHIN 6- OF GROUND 1 = GA5 FIREPLACEIN5TALLED FADE z_ ' I � PER MFG. 51"1 FRAME X z a 1 91� 2460 FRONT J'% () W 4 c yar N9y z 2 -2" HALL TLE TOP i SPLASH In O ;0 O WOOD FLOOR = 1' MA5TER BATHfa w A ' h 1A5TC_-'R $LRM TILE FLOOR � z m WOOD FLOOR fMEDICINE CABINET < up 2OI C •-- � q IMBEDDED INTO WALL SK LIGHT /� GONFIRMDOOR 2466 rROVIDE I LOCATION WITH PROVIDE t BEDROOM WIN> 70W WITH IiA0Kv TO LET p DROP GEILINE GAaINET NeFG. MINIMUM OPENING DIMENSION OF 24" TOWEL BAK5 o TOA' HIGH BY 20" WIDE, 5.17 50FT'AREA. x� roPi ROOM TILE n � = AND 44" MAXIMUM SILL HEIE.HT. _ - IN T. .FLOOR :r w II I 'f p -4' TV 5PAGE Lon 3ATTIQC2 .CLOSET >112 WALL 1+a n I AGCBSS I CARPET t`. %% , L. Cl v FLOOR i L MIRROR TOILET BIDET .AUDIO / VISUAL I I n SHELF E POLE 4�' Q,r _I LINEN CABINET STUDY � • w -www -www ww•�-ww-w-- �� L" 1 •f.5' 2020 _ - q CARPET FLOOR O SKYLIGHT - I I SEE DETAIL I PROVIDE 1 WINDOW WITH MINIMUM m 't IFC: F A U. 4 I '� OPENING DIMENSION OF 24" HIGH I , I I 114STALLATION I BY 20' WIDE, 5.1 SOFT AREA, AND HALL L - w JPRovIaE i 1o�ouT�Er- T N 44" MAXIMUM SILL HEIGHT. W00D FLOOR LIGHTi-SWITCH FOR ATTIC Ot MOUNTED F.A.U. 2660_ 246.0 2660 SHELF t POLE I . I TILE Y I p CLOSETW TOP t 1 j -CARPET _j p SPLA5H I yds a i FLOOR ,q n nPROVIDE BACKING FOR n TP TOWEL BARS • 44' 3' 0 !BATH I rlLe FL1R. EDDIE'S ROOM 1 ANDREA'S ROOIMWOOD FLOOR I b• o BATH 6AFETY,6LAMS ENGL I (WOOD FLOOR \ / PROVIDE 1 BEDROOM WINDOW WITH 1 m PROVIDE 6A o 44 FOR MINIMUM OPENING DIMENSION OF 24 - PROVIDE TLE FLR, CC TLE SHOWER - 1 L-13.0'TOMEL BARB •.44' TLETOPt� TILE WALLS � GLS. 1 PR VIDE 1 13EPROOM WINDOW SMASH II/ I H16H BY 20" WIDE, 5.-T :SOFT AREA, 1 NIT H MINtMWM oPENIN6 AND 44' MAXIMUM SILL HEIGHT. ; 1 01to ENVON OF 24" IHI6H BY 20' T.P. Eu P41C E, 5.7 SOFT AREA, AN 44" 1- 1 1 MA MUM 51L MEIGiHT. { < O C, � ° CLOSET b p ~ GARPET Qq� q4 y O dd 'i -o a SAFETY GLASS ENGL s=in FLOOR OI Ot Kr • votQ'r v0{Qrr IL HONEW_ 4"X4" PiOST w w w • w w w A 80505E FIXED GL -3.25' 6 wA w50505c, 0505 _ . Ha 30505E ( _ O A; Dill 4 POLE 4'X6' CONT. FIXED A A y In L-3.25' NOTE: DROP PLATE HEIGHT 0"V71'S� d 6• 's' d N d d d 4'X6" GOVT. AT SHADED AREA L-50 d 301 �6AW 341 faAW L//Yt I �ioS . 6 ENTERO M 15 G E LL A N O USPROVIDE S1�4LAZJN& IN ALL AFETHAZARDOUS 54. 4 � , LOCATIONS (i SEC 2406) GAS COOKING APPLIANCES SHALL BE PIIaTLE53 OR ALL ELECTRICAL GUEST ROOMS AND HABITABLE ROOMS SHALL HAVE NATURAL LIGHTI Q. S GARAGE FIREWAI SEPARATION -I REQUIREDON•GARAGE 51D£, INCLUDING 55. EQUAL TO 10% OF THE FLOOR AREA AND NATURAL VENTILATION E011AL • SUPPORTING W ALL5 AND POSTS (i SEC 502.4 EXCEPTION •3) TO 5% OF ITHE FLOOR AREA. REA. i (51 A 205,11 36. I iI .. ( ,. 4Q1 . PSPECIAL M.iMME B2OSOEPPCOVERING TR4EFQRUORME THCLASS B5 TMOINRIMY.U UMOFONEi'-O'EXTERODOOR(SEG 1003.5,1.3,1 �O•31, - (.B.G. SEG 1004.2.5.2 EXCEPTION #4) M PROVIDE EACH ISEDROOM WITH ONE WINDOW WITH MINIMUM OPENING r� Q� DIMENSION OP 34' HIGH BY 20' WIDE, 5,7 SOFT AREA, AND 44' MAXIMUM M ✓ V . INSTALL SKYLIGHTS PER SEG 240t AND 2105.7, U.D.G. 1 51. SILL HEIGHT. (U.S.C. 310.4) 1 ALL STIMIX-TVIll AND Q 2 . CLEAR OF ALL EAS£MENSIDE YARD EQUIPMENT, T5. ET5AGK5,'REAR YARD BE 1 , PROTECT PLASTIC FOAM 1 I CATION PER EG 2602. I, U.B G. SETBACKS, AND 20 FEET (25IF FEDERAL AIR ROUTE FROM THE EDGE OF MINIMUM I` THE AJ&HT-OF-WAY SHALL BE CLEAR OF STRUCTURES AND EQUIPMENT WATER CLOSET CLEARANCES TO BE 15' PROM ITS EXCEPT FOR A 2' OVERHANG, 40. CENTER TO SIDEWALL AND 24 -FRONT FCLEARANCE 400.6) 1 MINIMUM SHOWER COMPARTMENT SIZE -SHALL BE PROPERTIES IN FLOOD PLAIN 1.024 SQUARE INCHES AND SW GiRGLE (U.l 4127) ' PARCEL 15 LOCATED WITHIN A DE616HATED 100 -YEAR FLODD MAIN; I I 5 3 . 'INION FLOOD, ELEGTRIGL-, AKV,A.G. EQUIPMENT AND SERVICES !HALL BE PROVIDE PLUMBING FIXTURES, WATER CLOSET I n MINIMUM OF ONE FOOT ABOVE THE ELEVATION SHOWN ON THE FLOOD 2. GLEARAIE_ANDSHOWERSIZES PERI,IG, ELEVATIONGEKTIFIGATE 4 d PROVIDE ADEQUATE•CLEAll AND TYPE -A FLUE 54. S EN MST ^ G OK£ODT o WI NCRETE STEMWALL 5Y5TEM WITH 3 . FOR F'IREPLACE/WOODSTOVE. PROVIDE PROTECTION OF APPLIANCES IN WILDING PLATE ON TOP OP STEMMALL TO BE ONE FOOT OR MORE ABOVE 44. GARAGE FROM VEHICULAR DAMAGE 55. SHE 100 -YEAR FLOOD ELEVATION, Me PLATE NEI6HT 15 ABOVE 24• ABOVE TRADE, ENGINEERING REQUIl OVED OPPARK 45. Al�L CAIMENEYE/TYIPEE WrLu ARRESTER AT I .� r% . EQQUPTMEN AND FACILITIES ES SHALL BE LOGATEV A50VE T E PLATE. I I ! I f I 4 6 • VENEER SHALL BE INSTILLED PER CHAPTER 14, UL : AT LEAST TWD OPENINGS IN EXTERIOR GARAGE WALLS, LOCATED ON I f I ` . THAN I SQUARE 01"POSITE SIDESOF FOR EVERY SQUAREEFoOT OF ENCLOSED AREA. THE OF' NOT BOTTOM OP THE OPENING SHALL BE NO HIGHER THAN 1 FOOT ABOVE 611111 4'-1 O" 3'-4" 4'-1 O"Oil NOTE: PROVIDE IN -SLAB NOTE: INTERIOR 5HEETROCI: FINSINH RADIANT HEATING, TO BE SMOOTH WALL THROUGHOUT. , r• 5"-1 O" APPROVED Butte County R GAr-blef 10.0 PlaniWohnson Kesidenas\Joh:lson ResidenaeJayout VERTEGH ENGINEERING JOB NUMBER 06-1 17 1 NOTES: 1. System to be installed per N.F.P.A. 13D, Manufacturers specifications, and local A.H.J. 2. System provides protection in selected areas only as per N.F.P.A. criteria 3. All piping to be "listed" CPVC or equiv. 4. Pipe hangers to be "Tolco" or equiv. 5. Freeze protection, carpentry and electrical by others. 6. Riser to be installed in "stud bay" within indicated wall. 7. Exact pipe run lengths and head location subject to field verification. 8. Heads to be Reliable RFC 43 Flows based on a 16'X16' grid pattern. (see attached calcs. And spec. sheets) 9. All pipes to be 1" diameter unless otherwise noted. 10. All ceilings are flat and 9'0" in height, unless otherwise noted 11. "Tolco" pipe hanger spacing per attached manufacturers spec. sheet. a) The maximum from hanger to the end of line on %" CPVC pipe is 9" b) The maximum from hanger to the end of line on 1" CPVC pipe is 12" c) The maximum distance between hangers on 1" CPVC pipe is 6'- 0" d) The maximum distance between hangers on '/." CPVC pipe is 5'- 6" 12. Total heads required = 50 13. Future Additions of heat sources, like gas or wood burning stoves, should be installed according to N.F.P.A. 13D residential sprinkler installation guide. 0 �k\ 6-0 -o Ci l O-KlE ccyjuk,E 24 X 36 PRINTED ON NO. 1000H CLEARPRLNTO 001 ►y L i 9Q.A(Z I 4N CANTq QP `fes -;N.F. SOUYRES G `. ek1 �.. Lie' C- OF C mot - 0 N i; APPROVED PLANS AND PERMIT SHALL BE ON SITE FOR ALL INPECTI ONS The 2001 CBC, CMC, CPC, 2004 CEC, and 2005 California Energy Standards as amended by the jurisdiction apply to this project. 101 _Y I n BUILD ASSESSORS PARC ERI�IT # 0 ,�� I�,� o Q `1 BI. T -r E COUNTY 1U1LD11 D 1V1SJch11! APPROVED I6,J 5 T04 0 M 140 'A r, 0 M �n 0 0 13' G U M N 3a:v�a 0 O 10, r. u ,a u �> U ell CA o E.�Uo U 0A 3 � o 0 u b Q 1,.t. i I- 7 U% Scats Drawn Job Sheet Of Shoats File Co�oAf y Owner )o if"43o/4 APN I�*tj l OG - c-75 BP#RBO6.2 39 BUTTE COUNTY NOV 13 2006 DEVELOPMENT SERVICES ,! GENERAL NOTES SECTION 1: GENERAL 1-1 CODE OF REFERENCE: ALL WORK SHALL CONFORM TO THE STANDARDS OF THE LATEST EDITION OF THE 2001 CALIFORNIA BUILDING CODE. ASTM STANDARDS REFERENCED ON THESE DRAWINGS SHALL BE OF THE LATEST EDITION. 1-3 CONTRACTOR COORDINATION/VERIFICATION: THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND JOBSITE CONDITIONS. ANY DISCREPANCIES WITH THE SITE OR ON THE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO CONSTRUCTION. ALL WALL DIMENSIONS, WALKS, RAMPS, PATIOS, FRAMING ELEVATIONS, PLATE ELEVATIONS, ROOF SLOPES, ETC. . . SHALL BE COORDINATED AND VERIFIED WITH THE ARCHITECTURAL DRAWINGS. IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE SPECIFICATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN IN THE DESIGN DOCUMENTS, AND SHALL BE REVIEWED BY THE ARCHITECT. CONDITIONS NOTED IN THE DRAWINGS AS "EXISTING" SHALL BE FIELD VERIFIED BY THE CONTRACTOR. IF THERE ARE DISCREPANCIES, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER AND NOT PROCEED WITH CONSTRUCTION UNTIL FURTHER DIRECTION IS PROVIDED. 1-4 CONSTRUCTION METHODS: THE DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. 1-5 OPENINGS IN STRUCTURAL ELEMENTS: OPENINGS, POCKETS, ETC. SHALL NOT BE PLACED IN SLABS, BEAMS, COLUMNS, WALLS, FOOTINGS, ETC., UNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER THE SIZES AND LOCATIONS OF ALL OPENINGS, POCKETS, ETC. TO BE DRILLED, CORED OR CUT IN SLABS, BEAMS, COLUMNS, WALLS, FOOTINGS, ETC. PRIOR TO INSTALLATION. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO AVOID DAMAGING CONCRETE OR MASONRY REINFORCEMENT. 1-6 DESIGN CRITERIA: THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA: SEISMIC ZONE: 3 WIND SPEED: 80 MPH WIND EXPOSURE: C LIVE LOADS: ROOF..............................................20 PSF UN -REDUCIBLE 1-9 EXCAVATION: THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS, AND UTILITIES. 1-12 WATERPROOFING: ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC. . .) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER, AND SPECIFIED BY THE ARCHITECT. SECTION 2: SITE WORK / FOUNDATIONS 2-1 ASSUMED MAXIMUM SOIL BEARING = 1500 PSF PER UBC TABLE 18-1-A. 2-2 BUILDING SITE 1S ASSUMED 'TO -BE DRAINED AND FREE OF CLAY OR EXPANSIVE $OIL , &GiNEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. 2-3 THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. 2-4 ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGt, AND " GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW. FROSTLINE. (12" TO 24" AS PER LOCAL REQUIREMENTS) 2-5 BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. 2-6 ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 2 A MINIMUM OF 10 FEET HORIZONTAL. 2-7 FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. 2-8 FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. SECTION 3: CONCRETE 3-1 MATERIALS: A. AGGREGATES: AGGREGATE FOR NORMAL -WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33. COARSE AGGREGATE SIZE SHALL BE NO. 467 (1-1/2" TO NO. 4) OR NO. 57 (1" TO NO. 4) FOR FOOTINGS AND MASS CONCRETE, AND NO. 57 OR NO. 67 (3/4" TO NO. 4) FOR ALL OTHER CONCRETE. 3/8" AGGREGATE MAY BE USED WITH THE ENGINEER'S REVIEW. AGGRAGATE FOR LIGHT -WEIGHT CONCRETE SHALL CONFORM TO ASTM C-330. COURSE AGGREGATE SHALL BE NO. 57 OR NO. 67. AGGREGATES SHALL NOT CONTAIN MATERIALS WHICH ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT, OR PROVIDE FLYASH PER NOTE 3-1,C. B. CEMENT: CEMENT SHALL CONFORM TO ASTM C-150, TYPE II OR TYPE II -LOW ALKALI. CEMENT IN CONTACT WITH SOIL OR IRRIGATION WATER SHALL CONFORM TO THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT. 3-3 PERFORMANCE REQUIREMENTS: A. MINIMUM COMPRESSION STRENGTHS: ITEM STRENGTH (PSI) DAYS ALL CONCRETE, UNLESS SPECIFICALLY NOTED: 2,500 28 B. SLUMP: 4" +/- 1". C. CONCRETE DENSITY: 150 PCF MAXIMUM. D. AIR ENTRAINMENT: ALL CONCRETE SHALL CONTAIN 5% +/- 1% OF ENTRAINED AIR 3-5 CONSTRUCTION JOINTS: THE HARDENED CONCRETE SURFACE AT CONSTRUCTION JOINTS SHALL HAVE A ROUGHNESS OF 1/4" AMPLITUDE, UNLESS SPECIFICALLY NOTED. 3-6 EMBEDDED ITEMS: ALL REBAR, PRESTRESSING TENDONS, ANCHOR BOLTS, STEEL EMBEDS, AND OTHER EMBEDDED ITEMS SHALL BE SECURELY POSITIONED PRIOR TO PLACING CONCRETE. STEEL EMBEDS SHALL CONTAIN DRILLED HOLES FOR NAILS OR BOLTS FOR PLACEMENT. 3-7 CHAMFERS: ALL PROJECTING CORNERS OF BEAMS, SLABS, COLUMNS, ETC. SHALL BE FORMED .WITH A 3/4" CHAMFER, UNLESS SPECIFICALLY NOTED OTHERWISE. 3-10 DEFICIENT CONCRETE: REMOVAL AND REPLACEMENT OF CONCRETE THAT IS BELOW DESIGN STRENGTH OR HAS EXCESSIVE SLUMP SHALL BE AT THE CONTRACTOR'S EXPENSE. CONTRACTOR SHALL PAY FOR ALL EXTRA TESTING REQUIRED BY DEFICIENT CONCRETE. SECTION 6: REINFORCING STEEL 6-1 MATERIALS: REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 60 UNLESS SPECIFICALLY NOTED OTHERWISE. REINFORCING STEEL THAT IS TO BE WELDED SHALL CONFORM TO ASTM A-706, UNLESS SPECIFICALLY NOTED OTHERWISE. OTHER GRADES, IF ALLOWED, SHALL HAVE A MAXIMUM CARBON EQUIVALENT OF 0.657.. WELDING ELECTRODES SHALL BE LOW - HYDROGEN, AND SHALL BE E90XX FOR 60 GRADE REINFORCING STEEL, AND E70XX FOR 40 GRADE. WIRE MESH SHALL CONFORM TO ASTM A-185. 6-3 CLEAR COVERAGE: CONCRETE CLEAR COVERAGE TO REINFORCING STEEL SHALL CONFORM TO THE FOLLOWING MINIMUMS, UNLESS SPECIFICALLY NOTED OTHERWISE: A. CAST - IN - PLACE CONCRETE: 1. CONCRETE CAST AGAINST .AND PERMANENTLY .EXPOSED TO SOIL - 3" 2. CONCRETE WITH SOIL OR WEATHER EXPOSURE: A. # 5 BARS AND SMALLER - 1 B. # 6 BARS AND LARGER - 2- 3. CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: A. SLABS, WALLS, AND JOISTS: 1. # 11 BARS AND SMALLER - 3/4" 2. # 14 BARS AND LARGER - 1 %- B. COLUMNS AND BEAMS - TO PRIMARY REINFORCEMENT, TIES, STIRRUPS, AND SPIRALS - 1 %- 6-4 LAP SPLICES: REINFORCING BARS SHALL BE LAPPED 40 BAR DIAMETERS U.N.O. WIRE MESH SHALL BE LAPPED ONE WIRE SPACE PLUS 2" (8" MINIMUM) BETWEEN OUTERMOST CROSS WIRES OF ADJACENT SHEETS. 6-5 FIELD BENDING: FIELD BENDING OF REINFORCING BARS SHALL BE REVIEWED BY THE ENGINEER. BENDING OF # S BARS AND SMALLER SHALL BE MADE COLD. BENDING OF # 8, # 9, AND -# -10 BARS MAY BE UNIFORMLY PREHEATED TO 1400 TO 1600 DEGREES F. AND BENT PER CRSI RECOMMENDATIONS. DETAIL NO SCALE REINF Fy= 60ksi 12" X 12" PERIMETER FOOTING W/ (2) #4 TOP AND BOTT BEYOND (2) #4 CONT. T (2) #4 VERT. AT A. OL. --- 3" CLR. MIN. - DETAIL NO SCALE NOTE: 1. VERIFY ALL DIMENSIONS, ELEVATIONS, COLUMN LOCATIONS, HOLE DIAMETER IN BASE PLATE FOR A.B. SIZE, AND .EDGE OF SLAB LOCATIONS WITH METAL BUILDING DRAWINGS BY CBC METAL BUILDINGS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN CALIFORNIA VERTECH ENGINEERING HAS NOT DESIGNED THE SLAB ON GRADE FOR ANY SPECIFIC LOADING OR CRITERIA. IN LIEU OF AN ENGINEERED SLAB ON GRADE WE RECOMMEND THE FOLLOWING AS A MINIMUM : . . 4" THICK SLAB ON GRADE WITH 6X6XW1.4—W1.4 AT CENTERLINE OF SLAB OR FIBER MESH OVER 2" SAND. USE MOISTURE BARRIER WHERE FLOORING WILL OVERLAY CONCRETE SLABS. USE CONTROL JOINTS AS REQUIRED TO AVOID UNINTENTIONAL CRACKING. IF A SLAB ON GRADE DESIGN IS REQUIRED FOR SPECIAL LOADING, PLEASE CONTACT THE ENGINEER OF RECORD FOR A SEPARATE DESIGN. FOUNDATION PLAN - BUILDING CAX31119 1/80$ = 1,-0„ � ' —COLUMN LINE I COLUMN, BASEPLATE AND A.B. BY OTHERS I k HAIR PIN PER PLAN, PERIMETER CENTER LINE OF / FOOTING BEYOND SLAB WHERE OCCURS -REINF. T&B PER SCHEDULE FOOTING SCHEDULE UZw0) rve W MARK (DIM X) X (DIM Y) X (THICKNESS) REINFORCING F2 2'-0" X 2'-0" X V-6" (3) #4 E.W., T&B F3 3'-0" X 3'-0" X 2'-0" (4) #4 E.W., T&B F4 4'-0" X 4'-0" X 2'-6" (6) #4 E.W., T&B F4.5 4'-6" X 4'-6" X 2'-6" (7) #4 E.W., T&B F5 5'-0" X 5'-0" X 3'-0" 8) #4 E.W., T&B DETAIL NO SCALE REINF Fy= 60ksi 12" X 12" PERIMETER FOOTING W/ (2) #4 TOP AND BOTT BEYOND (2) #4 CONT. T (2) #4 VERT. AT A. OL. --- 3" CLR. MIN. - DETAIL NO SCALE NOTE: 1. VERIFY ALL DIMENSIONS, ELEVATIONS, COLUMN LOCATIONS, HOLE DIAMETER IN BASE PLATE FOR A.B. SIZE, AND .EDGE OF SLAB LOCATIONS WITH METAL BUILDING DRAWINGS BY CBC METAL BUILDINGS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN CALIFORNIA VERTECH ENGINEERING HAS NOT DESIGNED THE SLAB ON GRADE FOR ANY SPECIFIC LOADING OR CRITERIA. IN LIEU OF AN ENGINEERED SLAB ON GRADE WE RECOMMEND THE FOLLOWING AS A MINIMUM : . . 4" THICK SLAB ON GRADE WITH 6X6XW1.4—W1.4 AT CENTERLINE OF SLAB OR FIBER MESH OVER 2" SAND. USE MOISTURE BARRIER WHERE FLOORING WILL OVERLAY CONCRETE SLABS. USE CONTROL JOINTS AS REQUIRED TO AVOID UNINTENTIONAL CRACKING. IF A SLAB ON GRADE DESIGN IS REQUIRED FOR SPECIAL LOADING, PLEASE CONTACT THE ENGINEER OF RECORD FOR A SEPARATE DESIGN. FOUNDATION PLAN - BUILDING CAX31119 1/80$ = 1,-0„ � ' —COLUMN LINE I COLUMN, BASEPLATE AND A.B. BY OTHERS I k HAIR PIN PER PLAN, PERIMETER CENTER LINE OF / FOOTING BEYOND SLAB WHERE OCCURS -REINF. T&B PER SCHEDULE F,4. .a+ 20'-0" OUT—TO—OU STEEL F2 (4) 3/4" DIA X 16" WED A.B. 3" CLR. TYP. CONCRETE fc'=2500psi REINF Fy= 60ksi F 2 F2 G D1 1 U- 0 I 1 O I � O 1 ~ 1 :D (4) 3/4DIA X i o 16" EMBED A.B. F2 N 4-(G) PROVIDE 3/4" DEEP TOOL JOINT FOR CRACK CONTROL AT 15'-0" MAX SPACING IN BOTH DIRECTIONS. FOUNDATION PLAN - BUILDING CAX31146 1/891 = 9'-0" Q�Of ESS/ pNq D. yG� Ftic� No. S 4732 m Exp. \ '/30/" F0FCAUF�/ N 0 L UZw0) rve W �cnM to LJJ i+ F,4. .a+ 20'-0" OUT—TO—OU STEEL F2 (4) 3/4" DIA X 16" WED A.B. 3" CLR. TYP. CONCRETE fc'=2500psi REINF Fy= 60ksi F 2 F2 G D1 1 U- 0 I 1 O I � O 1 ~ 1 :D (4) 3/4DIA X i o 16" EMBED A.B. F2 N 4-(G) PROVIDE 3/4" DEEP TOOL JOINT FOR CRACK CONTROL AT 15'-0" MAX SPACING IN BOTH DIRECTIONS. FOUNDATION PLAN - BUILDING CAX31146 1/891 = 9'-0" Q�Of ESS/ pNq D. yG� Ftic� No. S 4732 m Exp. \ '/30/" F0FCAUF�/ N 0 Z Cr_W Lu MV1510N5 19ATE 10/24/06 5CN.E AS SHOWN nPAwN CMR J06 06-228 si slzrllat� N CO 0000 UZw0) rve W �cnM to LJJ >0`1 LLJ t < o LL. �z= UJ0 00 �z ccP W p5 "' 00 0 Z Cr_W Lu MV1510N5 19ATE 10/24/06 5CN.E AS SHOWN nPAwN CMR J06 06-228 si slzrllat� 4UNTY aMAR � 6 ?Opl S Rt7c�NT Ver+T'ech Engineering, Inc. 383 Rio Lindo Ave Suite 200, Chico, CA 95926 Ph. (530) 899-8716 Fax (530) 899-1102 Email: andy@vertechengineering.com Structural Calculations Client: Kurt Johnson Project: Car Port Location: Durham, CA TS 4732 � x, . 6/30/:/F ;�F CALIVIC 1 12007 Attention: This engineer is not responsible f4r og.,Cite inspection to assure compliance with the standards, sizes, materials, or workmanship spe ' ed herein. This engineer is not responsible for any structural element or system not specifically noted in this set of specifications unless authorized in writing by this engineer. Workmanship is to be of the highest quality and in all cases follow accepted construction practice, the latest edition of the Uniform Building Code, and local building department standards. I5 ��o v r SBU- � yG U � TY 8UILD'1 4 S2 20'-0" 4'-0" I 3/8" THICK, APA, TECO, OR PITTSBURGH RATED SHEATHING, SPAN RATING 32/16, EXPOSURE 1 STRUCTURAL PANELS, APPLIED WITH LONG DIMENSION ACROSS SUPPORTS AND ADJACENT PANELS STAGGERED WITH 4' ENDS OFFSET 4' (CASE 1,3 UBC TABLE 23—V-1);. EDGE NAIL WITH 8d COMMON OR EQUIVALENT (0.131 "OX2-1 /2") AT 6" O.C. AT ALL PANEL EDGES, BOUNDARIES, BLOCKING AND WHERE INDICATED ON PLAN. FIELD NAIL AT 12" O.C. 1 S2 I N U? x 00 -1 1 2X12 DF#2 AT 24" O.C. �r LL - `i �.. Ln TYP a I 2 S2 00I .=' r ... CCOQ, TYP Lo ROOF FRAMING PLAN 1/41, = 1'-0" 3/8" THICK, APA, TECO, OR PITTSBURGH RATED SHEATHING, SPAN RATING 32/16, EXPOSURE 1 STRUCTURAL PANELS, APPLIED WITH LONG DIMENSION ACROSS SUPPORTS AND ADJACENT PANELS STAGGERED WITH 4' ENDS OFFSET 4' (CASE 1,3 UBC TABLE 23—V-1);. EDGE NAIL WITH 8d COMMON OR EQUIVALENT (0.131 "OX2-1 /2") AT 6" O.C. AT ALL PANEL EDGES, BOUNDARIES, BLOCKING AND WHERE INDICATED ON PLAN. FIELD NAIL AT 12" O.C. 1 S2 VerTech Engineering Project: Batin Residence page: 2. Engineer: CMR Date: 6/8/2007 gn of: Gravity Loads Gravity Loads: Slope= 1 to 12 Roof Dead Load Ply 2.5 psf Roofing 1.5 psf Framing 3.8 psf Misc. 1.2 psf Total (sloped) 9.0 psf Total (horiz) 9.0 psf Roof Live Load Residential 20.0 psf (Reducible to 16 psf if slope is >4:12) r13UT EES O IN-ly BUILDN DIVJ ,I')N L.,,. APPROk ED VerTech Engineering Project: Batin Residence Engineer: CMR Design of: Wall Line Shear Forces due to Seismic Roof Area (ft) Weight (lbs) Roof 576 5196 Roof Snow (25%) 0 0 Floor 0 0 Height (ft) Length (ft) Weight (lbs) Walls(ext) 9 0 0 Walls(int) 9 0 0 Total 5996 Veq(lbs) Roof Area (ft2) Floor Asea (ft) Ultimate Roof 576 0 2100 Trib Area (ft) Line Shear (lbs) Wall Line Roof Floor W/S Roof Level A 240 625 B 336 875 1 288 750 2 288 750 Page: 2> Date: 6/8/2007 BUTTE- T'i' APPROVED 2001 CBC Static Seismic Forces VerTech Engineering Project: Batin Residence Comments: Seismic/Diaphragm Loads Date: 6/8/07 Units: Kips & Feet (UNO) Zone = 3 0.145 1 0.145 EQ: Soil type = sd Soil Profile Types I = 1 Importance Factor Table 16-K R = 2.2 Overstrength and Ductility Factor Table 16-N or 16-P Ca = 0.360 Seismic Coefficient Table 16-Q Cv = 0.54 Seismic Coefficient Table 16-R hn = 14 HEIGHT TO ROOF) Ct = =.020 FOR ALL OTHERS TA = Ct(hn)°'* Max TB = 1.4*TA VEQ = (Cv*1*W)/(R*T) Ft = 0.07*T*V (If T<.7, Ft=O) T=J 0.145 1 0.145 EQ: CA/RT = 1.6957 1.6928 VM: VEQ = 8.8 9 V: Ft = 0.00 MIN V MAX V USE .11 *Ca*I 2.5*Ca*I/R 2.1 0.0396 0.4091 0.2 2.1 5.IyoIti I /S BIL£°'� t APPROV M moo■ � � o ©�v 5.IyoIti I /S BIL£°'� t APPROV M Kurt Johnson Mtl Bid VisualAnalysis 5.10 Report Company: VerTech Engineering Engineer: Mike Hubley Project File: Cantilever Column Folder: C:\Chad Projects\2006\06-227-Kurt Johnson Mtl Bld\ Member Unity Checks Unity Member status Group Model Shape Design Shape Messages? 0.5632 M1 Designed DG1 HSS5X5X HSS5X5X.1875 None Nodal Loads Load Case Node Direction Magnitude Dead loads N2 DY -1400.0000 lb Roof Live loads N2 DY -3000.0000 lb Seismic loads N2 DX 438.0000 lb Wind loads N2 DX 50.0000 lb Member Point Loads This item is empty. Check the selection state, or report properties. Design Group Results Design Load Cases Strength Serviceability Load Case (Deflection Type) ID Number ID Number Name 1 4 Dead loads First Order (Other) - 5 Roof Live loads First Order (Other) - 6 Seismic loads First Order ('W or S') - 7 Wind loads First Order ('W or S') 2 - DL + LL + EQ First Order 3 - DL + LL + Wind First Order AISC Steel (ASD) Design Group: DG1, Group Report, Designed As: ESS5X5X.1875 SIZE CONSTRAINTS: none BRACING INFORMATION: Lateral bracing at top flange (+y): Pattern = Unbraced Lateral bracing at bottom flange (-y): Pattern = Unbraced Strong axis bracing (parallel to y): Pattern - Unbraced STEEL PARAMETERS: Fy = 46.00Ksi FRAME INFORMATION: Braced frame for strong axis bending. Effective length factors: Kz = 1.00, Ky = 1.00 ESS5X5X.1875 INFORMATION: A - 3.28 in^2; d = 0.42, bf 0.42, tf 0.01, tw = 0.01 ft I = 12.60, J 19.90 in^4 rz = 0.16, ry = 0.16 ft Sz = 5.03, Sy = 5.03 in^3 Extreme Checks Only Combined Stresses Check: Member Load Offset fa Fa fbz Fbz Code Unity Name Case # ft Kai Kai Ksi Kai Ref. Check M1 2 0.00 -1.39 17.08 14.63 30.36 H1-3 0.56 M1 3 0.00 -1.39 17.08 1.67 30.36 H1-3 0.14 Strong Flexure Check: -1-Fri Jun 08 11:39:15 2007 S Member Load Offset Mz Name Cas• 8 ft 2b -ft M1 2 0.00 -6132.00 Ml 3 0.00 -700.00 Axial Check: Member Load Offset t Name Case 8 ft lb Ml 1 0.00 -1556.50 M1 2 0.00 -4556.50 M1 3 0.00 -4556.50 Strong shear Check: Member Load Offset VY Name Case 8 ft lb M1 2 0.00 438.00 Ml 3 0.00 50.00 Nodal Displacements fbz Lu Cb Fbz Code Unity DL + LL + Wind First Orde Ksi ft 0.00000 Ksi Ref. Check 0.00 14.63 14.00 1.75 30.36 F3-1 0.48 Nl 1.67 14.00 1.75 30.36 F3-1 0.06 0.00 fa PM/r Cc Q Fa Code Unity Kai Wind loads First Order 0.00 0.00 Ksi lief. Check -0.47 85.72 111.55 1.00 17.08 E2-1 0.03 -1.35 85.72 111.55 1.00 17.08 E2-1 0.08 -1.35 85.72 111.55 1.00 17.08 E2-1 0.08 fvy h/tw Fvy Code Unity -0.01 0.00000 Kai Seismic loads First Order Ksi Ref. Check N2 Wind loads First Order 0.50 26.74 18.40 F4-1 0.03 0.06 26.74 18.40 F4-1 0.00 Node Result Case Name DX DY RZ In in deg N1 DL + LL + EQ First Order 0.00 0.00 0.00000 N1 DL + LL + Wind First Orde 0.00 0.00 0.00000 N1 Dead loads First Order 0.00 0.00 0.00000 N1 Envelope +Extreme Max 0.00 0.00 0.00000 Nl Envelope -Extreme Min 0.00 0.00 0.00000 N1 Roof Live loads First Ord 0.00 0.00 0.00000 N1 Seismic loads First Order 0.00 0.00 0.00000 N1 Wind loads First Order 0.00 0.00 0.00000 N2 DL + LL + EQ First Order 1.89 -0.01 -0.56521 N2 DL + LL + Wind First Orde 0.22 -0.01 -0.11064 N2 Dead loads First Order 0.00 -0.00 0.00000 N2 Envelope +Extreme Max 1.89 -0.01 -0.11064 N2 Envelope -Extreme Min 0.22 -0.01 -0.96921 N2 Roof Live loads First Ord 0.00 -0.01 0.00000 N2 Seismic loads First Order 1.89 0.00 -0.96921 N2 Wind loads First Order 0.22 0.00 -0.11064 -2-Fri Jun 08 11:39:15 2007 PROJECT Jot- ►-,�" Mn &OC9 VERTECH ENGINEERING ENGINEER C NVt DESIGN OF PAGE DATE COMPANY PROJECT VerTech Engineering, Inc. j^ 383 Rio Linda Ave. #200 1 W- 0 0' b k S. Chico, CA 85926 SomrAREFORwooD»UXff . (530) 8994716 Design Check Calculation Sheet Sizer 20022 LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv @d = 81 2900 Total Start End Start End Load? Loadl Dead Full area 8.00(14.50)* 0.93 = L/258 No Load2 Constr. Full area 20.00(14.50)* 1.00 Yes *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 20' R Dead 1324 Desi n Value 1324 Live 2900 fv @d = 81 2900 Total 4224 lending(+) Live Defl'n 4224 Bearing: Length 1.3 2 1.3 Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x13-1/2" Self Weight of 16.43 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Desi n Value anal sis/Den.nShear CF CV Cfu Cr LCii Fb'+- fv @d = 81 Fv' 237 fv/Fv' = 1.00 0.593 1.00 1.00 2 lending(+) Live Defl'n fb - 1628 0.55 = L/434 Fb' 2979 0.67 L/360Total fb/Fb' = 2 Defl'n 0.93 = L/258 1.33 = L/180 - E. - ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LCii Fb'+- 2400 1.25 1.00 1.00 1.000 1.00 0.593 1.00 1.00 2 Fv' - 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E. - 1.8 million 1.00 1.00 2 Bending(+): LCit 2 - D+C, M - 21122 lbs -ft Shear : LCN 2 = D+C, V - 4224, V@d - 3749 lbs Deflection: LCN 2 = D+C EI -1891.38e06 lb-in2 Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (all LC's are listed in the analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of CV is assumed to be unity for 211 cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. GIUlam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT WoodWorksQD 383 Ri h Engineering, Inc. 3i3 Rio Linda Ave. X200 Chico, CA 95926 SOrrWARF FOR WOOD DESIGN (530) $99-8716 June 11, 2007 09:12:52 Be2m2 Design Check Calculation Sheet Sizer 20022 LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft) Pattern Ct CL 2400 Total Start End Start End Load? Loadl Dead Full area 6.00(10.00)* 1645 L/364 No Load2 Constr. Full Area 20.00(10.00)* 1.36 = Yes --rrlouzary wioLn (rL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' VA 24' Dead 1157 Value 1157 Live 2400 Ct CL 2400 Total 3557 Fv' = 3557 Bearing: Len th 1.1 Bending(+) Live Defl'n 1.1 Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x13-1/2" Self Weight of 16.43 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Desi n Value Analysis/Design Ct CL Shear fv Qd = 70 Fv' = 237 fv/Fv' = 0.29 1.00 Bending(+) Live Defl'n fb = 0.79 = 1645 L/364 Fb' = 0.80 = 2925 L/360 fb/Fb' = 0.56 0.99 E' = 1.1 million Total Defl'n 1.36 = L/211 1.60 = L/180 0.85 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LCR Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 0.975 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.1 million 1.00 1.00 2 Bending(+): LCR 2 = D+C, M = 21343 lbs -ft Shear : LCR 2 = D+C, V = 3557, VQd = 3224 lbs Deflection: LCR 2 = D+C EI=1891.38e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (all LC's are listed in the analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for 211 cases. This is conservative except where point loads occur at 1/3 points of 2 span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). AM ROVED %D COMPANY PROJECT VerTech Engineering, Inc. Wo Od o Y.0 383 Rio Linda Ave. X200 1 °i\J Chico, CA 95926 soorWAORrokvipoii*nicer (530) 899-8716 lune a, 7007 11-92-08 Rnfter Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or pif ) lrinutary width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : LN I 0' 2n' 9A' Load Type Distribution Magnitude Location [ft] Pattern fv @d = Live 400 576 fv/F;' = Start End Start End Load? Total Loadl Load2 Dead Live Full Area Full Area 4.00 (24.0)* 20.00 (24.0)* Bending(-) No Yes lrinutary width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : LN I 0' 2n' 9A' Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 24" etc; Self Weight of 4.01 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; WARNING: Member length exceeds typical stock length of 18.0 [ft] SECTION vs. DESIGN CODE NDS -1997: ( stress=psl, and In) Criterion Dead 115 173 Value anal sis/Desi n Shear fv @d = Live 400 576 fv/F;' = 0.46 lending(+) fb - Total 516 749 fb/Fb' = 0.94 Bending(-) fb - Bearing: Fb' = 922 fb/Fb' 0.17 Deflection: 1.0 1.0 1 0.0 Length 0.51 - Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 24" etc; Self Weight of 4.01 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; WARNING: Member length exceeds typical stock length of 18.0 [ft] SECTION vs. DESIGN CODE NDS -1997: ( stress=psl, and In) Criterion Analysis Value Design Value anal sis/Desi n Shear fv @d = 44 Fv' - 95 fv/F;' = 0.46 lending(+) fb - 969 Fb' - 1035 fb/Fb' = 0.94 Bending(-) fb - 158 Fb' = 922 fb/Fb' 0.17 Deflection: 0.51 - L/474 1.00 = L/240 0.51 interior Live Total 0.71 = L/337 1.33 - L/180 0.53 Cantil. Live 0.32 - L/148 0.40 = L/120 0.81 Total 1 0.44 - L/108 1 0.53 = L/90 0.83 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.15 3 Fb'-= 900 1.00 1.00 1.00 0.891 1.00 1.000 1.00 1.15 4 Fv' = 95 1.00 1.00 1.00 2 Fcp'- 625 1.00 1.00 - E' 1.6 million 1.00 1.00 3 Bending(+): LC# 3 - D+L (pattern: L_), M - 2554 lbs -ft lending(-): LC# 4 - D+L (pattern: ), M = 416 lbs -ft Shear : LC# 2 = D+L, V = 541, V@d - 492 lbs Deflection: LC# 3 - D+L (pattern: L_) EI= 284.76e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D -dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (all LC's are listed in the analysis output) (Load Pattern: s -S/2, X-L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. t �'-� �� G u, it � `�` � ri-.:✓ „ �i L PPR ED PROJECT VERTECH ENGINEERING PAGE ENGINEER �iWI�L DATE DESIGN OF CA's ,r UO UJ F Y ! ffy" ��P T. 4�P"'a N'�e}.t^4 •?�Zpt kJ 1 iV GENERAL NOTES SEE SHEET S1 FOR ADDITIONAL NOTES. SECTION 7: STRUCTURAL STEEL 7-1 STANDARDS: ALL STRUCTURAL STEEL FRAMING SHALL BE DETAILED, FABRICATED, AND ERECTED PER THE NINTH EDITION RISC SPECIFICATIONS AND CODE OF STANDARD PRACTICE, EXCEPT AS MODIFIED BY THE CBC. 7-2 MATERIALS: A. STRUCTURAL STEEL- ROLLED STEEL SHAPES, PLATES, AND BARS SHALL CONFORM TO ASTM A-36 AND CBC STANDARDS 27-1 AND 27-2 UNO. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A-572 GRADE 50. B. STRUCTURAL TUBES: STRUCTURAL TUBES SHALL CONFORM TO ASTM A-500 GRADE B. 7-3 SUBMITTALS: SHOP AND ERECTION DRAWINGS SHALL BE SUBMITTED FOR THE ENGINEER'S REVIEW PRIOR TO FABRICATION. STEEL SHALL NOT BE ERECTED UNTIL THE REVIEWED SHOP DRAWINGS ARE RECEIVED IN THE FIELD. SHOP AND ERECTION DRAWINGS SHALL NOT CONTAIN ANY REPRODUCTIONS OF THE STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL BE COMPLETE AND STAND ALONE, SUCH THAT THEY DO NOT REFER TO THE STRUCTURAL DRAWINGS. 7-4 FABRICATION SHOP: ALL FABRICATION SHALL BE DONE IN A SHOP THAT IS ACCEPTABLE TO THE BUILDING DEPARTMENT. CONTINUOUS, FULL—TIME INSPECTION OF SHOP FABRICATION MAY BE WAIVED ONLY TO THE EXTENT APPROVED BY THE BUILDING DEPARTMENT. 7-6 WELDED CONNECTIONS: A. WELDS: ALL WELDING SHALL BE ELECTRIC ARC WELDING, AND SHALL BE PERFORMED ONLY BY EXPERIENCED, QUALIFIED WELDERS. ELECTRODES SHALL BE E60 XX FOR METAL DECK AND E70 XX OTHERWISE, UNLESS SPECIFICALLY NOTED OTHERWISE. WELDING SHALL CONFORM TO UBC SECTION 2701 (a). 7-7 FABRICATION: A. PAINT. ALL STEEL SHALL BE SHOP PAINTED, UNLESS ENCASED IN CONCRETE, GROUTED MASONRY, OR SPRAYED FIREPROOFING, UNLESS SPECIFICALLY NOTED ON THE DRAWINGS. 7-8 INSTALLATION: A. DELIVERY: ALL STEEL SHALL BE DELIVERED TO THE JOB SITE WITHOUT EXCESSIVE RUST, MILL SCALE, GREASE, ETC. B. SHORING: AFTER ERECTION, ALL STEEL MEMBERS SHALL BE SUPPORTED DURING FIELD WELDING OR TORCHING. THE SHORES SHALL NOT BE REMOVED UNTIL THE STEEL HAS RETURNED TO AIR TEMPERATURE. 2X BLOCK METAL BUILDING BY OTHERS WATERPROOFING AND FLASHING, BY OTHERS .N. E.N.- H2.5 EA RAFTER EAVE DETAIL NO SCALE '--2X BLOCK -A35 AT 4'-0" O.C. BEAM PER PLAN SECTION 11: FRAMING AND LUMBER 11-1 MATERIALS: A. SHEATHING: 1. ROOF SHEATHING: SEE PLANS B. GLU—LAM BEAMS: SIMPLE SPAN GLU—LAM BEAMS SHALL BE COMBINATION 24F—V4 DF/DF WITH A CAMBER OF R=1600' U.N.O. CONTINUOUS OR CANTILEVERED GLU—LAM BEAMS SHALL BE COMBINATION 24F—V8 DF/DF AS ESTABLISHED BY THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION. ALL GLU—LAM SHALL BE INDUSTRIAL GRADE APPEARANCE, EXTERIOR GLUE, DRY CONDITION OF USE AND SHALL CONFORM TO THE REQUIREMENTS OF RITC 117-87 AND RITC 117-93. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP IN ACCORDANCE WITH UBC 1701.7 AND CBC 2304.4.3. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH UBC 1704.6.2. GLU—LAM BEAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER IN ACCORDANCE WITH CBC 2306.12. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY OTHERS TO PREVENT DECAY. E. FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 199'., U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER U.N.O. 2. ALL POSTS SHALL BE DF—L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF—L #2 U.N.O. 4. 2X JOISTS SHALL BE DF—L #2 U.N.O. 5. CONCEALED BEAMS SHALL BE DF—L #2 U.N.O. 6. EXPOSED BEAMS SHALL BE DF—L #1 APPEARANCE GRADE FOHC (4X6 AND LARGER) U.N.O. F. NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE GALVANIZED. G. BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE STAINLESS OR ADEQUATELY PROTECTED FOR EXPOSURE. H. ALL HARDWARE CALLED SHALL BE SIMPSON STRONG TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. 11-2 GENERAL FRAMING A. MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2001 CBC TABLE 23-11-8-1. B. LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION. C, SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO (FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 11-6 (CONNECTIONS A. . HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B. ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR WALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C. ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLA11ON AND IRE—TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D. LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. PLY PER PLAN ROOF FRAMING PER PLAN 4 S2 COL PER PLAN #3 TIES AT 8" O.C. WITHIN 3'-0" OF COLUMN 3/ /16 G 7" EMB FTG PER PLAN TYPICAL HSS POST NO SCALE METAL ROOFING BY OTHERS H2.5 EA RAFTER ROOF PLY PER PLAN _� ROOF FRAMING PER PLAN -- E.N.1 '2X BLOCK �A35 AT 4'-0" O.C. BEAM PER PLAN 2X BLOCK 4'-0" MAX OVERHANG EAVE DETAIL ri NO SCALE S2 BEAM PER PLAN SIMPSON CCO 0 0 0 0. 1/4- END CAP HSS COLUMN DETAIL NO SCALE 16" S.O.G. PEIR PLAN TO)P do BOT T� BASE PLATE 3/4" X 11" SQ. WITH 4) 3/4" DIA. A.B." USE DBL NUTS OR LEVELING _�_T 2' 3000 PSI M NI. GROUT 3 Al S2 3/16 HSS COLUMN PER PLAN 2 1 W608 S FOUNDATION OF METAL BUILDING, SEE SHEET S1 FOR MORE INFORMATION FOUNDATION LAYOUT N. T.S. 20'-0" JG, SEE SHEET S1 FOR FORMATION ON FOUNDATION PORT 41-0" 3" THICK, APA, TECO, OR P FED SHEATHING, SPAN RATIt 'OSURE 1 STRUCTURAL PAN H LONG DIMENSION ACROSS ) ADJACENT PANELS STAGG )S OFFSET 4' (CASE 1,3 UB -V-1);. EDGE NAIL WITH 8d JIVALENT (0.131" OX2-1/2") ALL PANEL EDGES, BOUND/ )CKING AND WHERE INDICAT _D NAIL AT 12" O.C. WCD-2.p ROOF FRAMING PLAN N TT >z rn N N q y 7 LL_- 20'-0" V c"n� r 2'-0" SQR X 12" O v W THICK FTG LI✓1 L = `` � z o 1 HSS 5X5X3/16 3 I I S2 I I HSS 5X5X3/16 2'-0" SQR X 12" I 11 II I THICK FTG I I I I 3/4., DEEP TOOL JOINT N }TPROVIDE FOR CRACK CONTROL AT 15'-0" j IN BOTH 1 ( ( DIRECTIONS.MAX I ( �_V-4" WIDE X 1'-6" THICK GRADE BEAM, SEE 3/S2 FOR I ( I I MORE INFO, TYP 4 SIDES I � 2'-0" I I I SQR X 12" THICK FTG I HSS 5 X 5 X 3/16 HSS 5X5 X3/16 o WCD-2.p N TT >z rn N N q y 7 LL_- U V c"n� W � O v W 2 �> .` LI✓1 L = `` � z � U to WCD-2.p ' >z pU b LLJ "' 0 2 v z � wbi r�EVlsioNs PATE 6/08/07 scnl E AS SHOWN t9FAVVN CMR J06 06--228 + L I N 9f�f 2'-0" SQR X 12" THICK FTG S2 FOUNDATION PLAN ' BUTTE COUNI 1/4" = 1'-0" 06:112/2007 20:56 5308991102 VERTFCH FAX TR-ANS-MUSSIUN VERTECH ENGINEERING, INC. 383 Rio Unde Ave. Ste. 200 CHICO. CA 95929 (530) $99-4714 FAX: (530) 09-1102 To, Craig Fax (530) 538-2140 From: Chad R2tZlaff, PE Subject: Kurt Johnson PAGE 01 Date: June 13, 2007 Pages: 3, including this page Craig, Here are the anchor bolt calculations that you requested. Please call if you have any questions. Chad 25 � 4 FYU 'P 0- 06/12/2007 20:56 5308991102 VERTECH PAGE 02 VerTech Engineering Project: Kurt Johnson Metal Building Engineer: CR Anchorage Per U.B,C. 1923.3.1-.4 Vd1 = 0.53 Pdl = -2.59 VII = 4.22 PH = -11.42 VW = 5.22 PW = 6.11 Veq = 0.00 Peq = 0.00 Vu = Pu = Ab = f's= f'c= As = At = de = N bolts= * Rows = O= L= 12.59 Kips, Factored Shear 6.52 Kips, Factored Tension 0.44 W, Single Bolt Area 60 ksi, Bolt Strength 2.5 ksi, Concrete Strength 200 ins, Sloping Shear Area 16 Int, Tension Area 0 in, edge distance(0 = N/A) 4 Total # of Bolts 2 Total #I of Rows 0.65 Strength Reduction Factor 1 1 fpr Normal Concrete Special Inspection provided (y/n)? Anchor Embedded In Tension Zone(y!n)? n Pss= 0.9'Ab' f't O'Pc= OL'(f'c)'/=`[4'AP) 0.75'Ab' f's 'c= O'800'Ab"L'(f'c)'/2 c= 0*2 j*de"L'(f'c)'/2 Truss Reactions i = (1/0)'[(2Pu/Pc)2 + (2VuA/c)l i = 0.36 < 1 OK!I i = (1/0)'(2Pu/Pc) 1= 0.50 < 1 OKII i = (110)•(2VuNC) i = 0.55 < 1 OKII i = (2PU/Ps)' + (2VuA/s)' i = 0.12 < 1 OKII i = (2Pu/Pc) i = 0.14 < 1 OKII I = (2Vu/Vs) i = 0.32 < 1 OK!! Date 5/29/2007 Use: 0.75 inch dia. A.B.'s 12 inch embed. Pss= 23.86 Kips O'Pc= 26.00 Kips Vss= 19.88 Kips 0`Vc= 45.95 Kips O-Vc= 0.00 Kips N►, " t: OU 4 '1' N7 1 06/12/2007 26:56 5368991162 VERTECH PAGE 63 VerTech Engineering ` Project: Kurt Johnson Metal Building Engineer: CR Anchorage Per U.B.C. 1923.3.1-.4 Vdl = 0.00 Pdl = -1.75 VII = 0.00 PH = -2.74 VW = 0.00 Pw = 5.35 Veq = 0,00 Peq = 0.00 Vu = 0.00 Kips, Factored Shear Pu = 5.39 Kips, Factored Tension Ab = 0.31 int, Single Bolt Area f's= 60 kci, Bolt Strength f'c= 2.5 ksi, Concrete Strength As = 200 W, Sloping Shear Area At = 0 int, Tension Area de = 0 in, edge distance(0 = N/A) ik bolts= 2 Total * of Bolts # Rows = 1 Total # of Rows 0 - 0.65 Strength Reduction Factor L = 1 1 fpr Normal Concrete Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Pss= 0.9'Ab' f'r O'Pc= OL'(f'c)'!z'[4'Ap] Vss= 0.75'Ab' f's O'Vc= 0'800'Ab'L"(f'c)'/2 0'Vc= 0'2'¶" de2'L'(f'c)% End wall Keactlons I = (1/0)0[(2Pu/Pc)2 + (2VuNc)q i - 0.11 < 1 OKII i = (1/0)-(2Pu/Pc) i = 0.41 < 1 OK!I i = (1/0)'(2Vu.Nc) i= 0.00<1OKII i = (2Pu/Ps)2 + (2VuNs)2 1= 0.11 <1 OKII i = (2Pu/Ps) i = 0.33 < 1 OKII i = (2VuNs) i = 0.00 < 1 OKII Date 5/29/2007 Use, 0.625 inch die. A.B.'s 10 inch embed. -� Pss= 16.57 Kips 0'Pc= 26.00 Kips Vss= 13.61 Kips O'Vc= 15.95 Kips 0'Vc= 0.00 Kips bn. GENERAL NOTES SECTION 1: GENERAL 1-1 CODE OF REFERENCE: ALL WORK SHALL CONFORM TO THE STANDARDS OF THE LATEST EDITION OF THE 2001 CALIFORNIA BUILDING CODE. ASTM STANDARDS REFERENCED ON THESE DRAWINGS SHALL BE OF THE LATEST EDITION. 1-3 CONTRACTOR COORDINATION/VERIFICATION: THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND JOBSITE CONDITIONS. ANY DISCREPANCIES WITH THE SITE OR ON THE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO CONSTRUCTION. ALL WALL DIMENSIONS, WALKS, RAMPS, PATIOS, FRAMING ELEVATIONS, PLATE ELEVATIONS, ROOF SLOPES, ETC. . . SHALL BE COORDINATED AND VERIFIED WITH THE ARCHITECTURAL DRAWINGS. IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE SPECIFICATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN IN THE DESIGN DOCUMENTS, AND SHALL BE REVIEWED BY THE ARCHITECT. CONDITIONS NOTED IN THE DRAWINGS AS "EXISTING" SHALL BE FIELD VERIFIED BY THE CONTRACTOR. IF THERE ARE DISCREPANCIES, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER AND NOT PROCEED WITH CONSTRUCTION UNTIL FURTHER DIRECTION IS PROVIDED. 1-4 CONSTRUCTION METHODS: THE DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. 1-5 OPENINGS IN STRUCTURAL ELEMENTS: OPENINGS, POCKETS, ETC. SHALL NOT BE PLACED IN SLABS, BEAMS, COLUMNS, WALLS, FOOTINGS, ETC., UNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER THE SIZES AND LOCATIONS OF ALL OPENINGS. POCKETS, ETC. TO BE DRILLED, CORED OR CUT IN SLABS, BEAMS, COLUMNS, WALLS, FOOTINGS, ETC. PRIOR TO INSTALLATION. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO AVOID DAMAGING CONCRETE OR MASONRY REINFORCEMENT. 1-6 DESIGN CRITERIA: THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA: SEISMIC ZONE: 3 WIND SPEED: 80 MPH WIND EXPOSURE: C LIVE LOADS: ROOF..............................................20 PSF UN—REDUCIBLE 1-9 EXCAVATION: THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS, AND UTILITIES. 1-12 WATERPROOFING: ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER, AND SPECIFIED BY THE ARCHITECT. SECTION 2: SITE WORK / FOUNDATIONS 2-1 ASSUMED MAXIMUM SOIL BEARING = 1500 PSF PER CBC TABLE 18-1—A. 2-2 BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. 2-3 THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. 2-4 ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. (12" TO 24" AS PER LOCAL REQUIREMENTS) 2-5 BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. 2-6 ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 2 A MINIMUM OF 10 FEET HORIZONTAL. 2-7 FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. 2-8 FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. SECTION 3: CONCRETE 3-1 MATERIALS: A. AGGREGATES: AGGREGATE FOR NORMAL—WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33. COARSE AGGREGATE SIZE SHALL BE NO. 467 (1-1/2" TO NO. 4) OR NO. 57 (1" TO NO. 4) FOR FOOTINGS AND MASS CONCRETE, AND NO. 57 OR NO. 67 (3/4" TO NO. 4) FOR ALL OTHER CONCRETE. 3/8" AGGREGATE MAY BE USED WITH THE ENGINEER'S REVIEW. AGGRAGATE FOR LIGHT—WEIGHT CONCRETE SHALL CONFORM TO ASTM C-330. COURSE AGGREGATE SHALL BE NO. 57 OR NO. 67. AGGREGATES SHALL NOT CONTAIN MATERIALS WHICH ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT, OR PROVIDE FLYASH PER NOTE 3-1,C. B. CEMENT: CEMENT SHALL CONFORM TO ASTM C-150, TYPE II OR TYPE II—LOW ALKALI. CEMENT IN CONTACT WITH SOIL OR IRRIGATION WATER SHALL CONFORM TO THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT. 3-3 PERFORMANCE REQUIREMENTS: A. MINIMUM COMPRESSION STRENGTHS: ITEM STRENGTH (PSI) DAYS ALL CONCRETE, UNLESS SPECIFICALLY NOTED: 2,500 28 B. SLUMP: 4" +/— i*. C. CONCRETE DENSITY: 150 PCF MAXIMUM. D. AIR ENTRAINMENT: ALL CONCRETE SHALL CONTAIN 57o +/— 1% OF ENTRAINED AIR 3-5 CONSTRUCTION JOINTS: THE HARDENED CONCRETE SURFACE AT CONSTRUCTION JOINTS SHALL HAVE A ROUGHNESS OF 1/4" AMPLITUDE, UNLESS SPECIFICALLY (NOTED. 3-6 EMBEDDED ITEMS: ALL REBAR, PRESTRESSING TENDONS, ANCHOR BOLTS, STEEL (EMBEDS, AND OTHER EMBEDDED ITEMS SHALL BE SECURELY POSITIONED PRIOR TO PLACING CONCRETE. STEEL EMBEDS SHALL CONTAIN DRILLED HOLES FOR NAILS OR (BOLTS FOR PLACEMENT. 3-7 CHAMFERS: ALL PROJECTING CORNERS OF BEAMS, SLABS, COLUMNS, ETC. SHALL IBE FORMED WITH A 3/4" CHAMFER, UNLESS SPECIFICALLY NOTED OTHERWISE. 3-10 DEFICIENT CONCRETE: REMOVAL AND REPLACEMENT OF CONCRETE THAT IS BELOW IDESIGN STRENGTH OR HAS EXCESSIVE SLUMP SHALL BE AT THE CONTRACTOR'S (EXPENSE. CONTRACTOR SHALL PAY FOR ALL EXTRA TESTING REQUIRED BY IDEFICIENT CONCRETE. SECTION 6: REINFORCING STEEL 6-1 MATERIALS: REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 60 (UNLESS SPECIFICALLY NOTED OTHERWISE. IREINFORCING STEEL THAT IS TO BE WELDED SHALL CONFORM TO ASTM A-706, (UNLESS SPECIFICALLY NOTED OTHERWISE. OTHER GRADES, IF ALLOWED, SHALL HAVE .A MAXIMUM CARBON EQUIVALENT OF 0.65X. WELDING ELECTRODES SHALL BE LOW — HYDROGEN, AND SHALL BE E90XX FOR 60 GRADE REINFORCING STEEL, AND IE70XX FOR 40 GRADE. 'WIRE MESH SHALL CONFORM TO ASTM A-185. 6-3 CLEAR COVERAGE: CONCRETE CLEAR COVERAGE TO REINFORCING STEEL SHALL ,CONFORM TO THE FOLLOWING MINIMUMS, UNLESS SPECIFICALLY NOTED OTHERWISE: A. CAST — IN — PLACE CONCRETE: 1. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL — 3" 2. CONCRETE WITH SOIL OR WEATHER EXPOSURE: A. # 5 BARS AND SMALLER — 1" B. # 6 BARS AND LARGER — 2" ,3. CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: A. SLABS, WALLS, AND JOISTS: 1. f 11 BARS AND SMALLER — 3/4- 2. # 14 BARS AND LARGER — 1 �fi" B. COLUMNS AND BEAMS — TO PRIMARY REINFORCEMENT, TIES, STIRRUPS, AND SPIRALS — 1 %- 6-4 LAP SPLICES. REINFORCING BARS SHALL BE LAPPED 40 BAR DIAMETERS U.N.O. WIRE MESH SHALL BE LAPPED ONE WIRE SPACE PLUS 2" (8" MINIMUM) BETWEEN OUTERMOST CROSS WIRES OF ADJACENT SHEETS. 6-5 FIELD BENDING: FIELD BENDING OF REINFORCING BARS SHALL BE REVIEWED BY THE ENGINEER. BENDING OF # 8 BARS AND SMALLER SHALL BE MADE COLD. BENDING OF # 8, # 9, AND # 10 BARS MAY BE UNIFORMLY PREHEATED TO 1400 TO 1600 DEGREES F. AND BENT PER CRSI RECOMMENDATIONS. FOOTING SCHEDULE MARK (DIM X) X (DIM Y) X (THICKNESS) REINFORCING F2 2'-0" X 2'-0" X 1'-0" (3) #4 E.W.. T&B F4 4'-0" X V -O" X 1'-9" 6 #4 E.W.. T&B DETAIL NO SCALE REINF Fy= 60ksi �j 12" X 12" PERIMETER FOOTING W/ (2) #4 J TOP AND BO►TT BEYOND C2) #4 CONT. T (2) #4 VERT. AT A. OL. --------- x LA CL w In J V) o z= Y CJ U In I I—I 111— 3" CLR. MIN. DETAIL NO SCALE '��------COLUMN LINE DIM PER SCH REINF. T&B PER SCHEDULE COLUMN, BASEPLATE AND A.B. BY OTHERS HAIR PIN PER PLAN, PERIMETER CENTER LINE OF FOOTING BEYOND SLAB WHERE OCCURS 0 OQQ.� N O BOO°O I to cn co _ u N '7'20 M W Lj LLJ � w �z=p J V c o wCD�ro M P00 5' >z W co M 3" CLR. TYP. U L!J CONCRETE fc'=2500psi LL! REINF Fy= 60ksi r :5 -` D1 NOTES: 1. VERIFY ALL DIMENSIONS, ELEVATIONS, COLUMN LOCATIONS, 3. VERTECH ENGINEERING HAS NOT DESIGNED THE SLAB ON GRADE FOR HOLE DIAMETER IN BASE PLATE FOR A.B. SIZE, ANY SPECIFIC LOADING OR CRITERIA. IN LIEU OF AN ENGINEERED SLAB AND EDGE OF SLAB LOCATIONS WITH METAL BUILDING ON GRADE WE RECOMMEND THE FOLLOWING AS A MINIMUM DRAWINGS BY MIRACLE STEEL CORP., STAMPED AND SIGNED BY AN ENGINEER LICENSED IN CALIFORNIA 4" THICK SLAB ON GRADE WITH 6X6XW1.4—W1.4 AT CENTERLINE OF SLAB OR FIBER MESH OVER 2" SAND. USE MOISTURE BARRIER WHERE 2. PROVIDE 3/4" DEEP TOOL JOINT FLOORING WILL GvERLAY CONCRETE SLABS. USE CONTROL JOINTS AS FOR CRACK CONTROL AT 15'-0" REQUIRED TO AVOID UNINTENTIONAL -CRACKING. - -MAX SPACING IN BOTH DIRECTIONS. IF A SLAB ON GRADE DESIGN IS REQUIRED FOR SPECIAL LOADING, PLEASE CONTACT THE ENGINEER OF RECORD FOR A SEPARATE DESIGN. iD I 00 "t cV 0 I N I N r - AJ 72'-2" 12'-1" ,, 12'-0" _k 12'-10" _k 12'-0" 12'-0" FOUNDATION PLAN - MIRACLE STEEL CORPORATION 1/80# = 1'-0" F2 F2 F2 F2 F2 VISIONS i?AT 10/24/06 5C&E AS SHOWN [??AWN CMR .Io6 06_-228 :M si 007 ti � ol ti