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HomeMy WebLinkAbout025-340-073BUTTE 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: 34 FAVORITE CT Owner: Permit No: B07-1865 APN: 025-340-073 LAWRENCE, TIMOTHY Issued Date: 10/12/2007 By KEJ Permit type: MISCELLANEOUS 34 FAVORITE CT Subtype: Private Garage/Shop OROVILLE, CA 95965 Expiration Date: 10/11/2008 Description: SHOP 30X40 (530) 532-0622 Occupancy: Zoning: Contractor Applicant: Square Footage: FACTORY DIRECT METAL INC LAWRENCE, TIMOTHY Building Garage Remdl/Addn P.O. BOX 1898 34 FAVORITE CT 1,200 REDDING, CA 96001 OROVILLE, CA 95965 (530)244-7510 (530)532-0622 Other Porch/Patio Total 1,200 FEE INFORMATION DBEH Building Review Fee $75.70 DBF Garage -Wood Frame Plan Che $303.55 DBMSC Garage/Shop/Strge Wood F $379.62 DBMSC Garage/Shop/Strge Wood F $75.70 DBSMIP Residential $2.88 Total Charged: $837.45 Fees Paid: $837.45 Balance Due: $0.00 Receipt No: B4966 LICENSED CONTRACTOR'S DECLARATION OWNER / 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 FACTORY DIRECT METAL INC 862138 / D-24 / 08/31/2007 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 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 a civil penalty of not more than five hundred dollars 10/12/2007 [$500]; Please 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 Law does not apply to an owner of the property, who builds or improves thereon, and who does WORKERS' COMPENSATION DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: HAVE the work himself or herself or through his or her own employees, provided that such improvements ❑I 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, as required by I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED NTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. The Contractor's License Law dows not apply to an owner of the property who builds or improves My Workers' Compansation insurance carrier and policy number are; thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Carrier. State Fund Policy Number. 1838268 Exp. Date:01/01/2008 Contractor's License Law.). (This section need not be completed a the permit is for one hundred dollars ($100) or less. MP under Section ❑IAM 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' Compensatio s of California, and agree that if I should become subject to the workers' 10/12/2007 compenNe2wdisions of Section 3700 of the Labor Code, I shall forthwith comply with those n . Ownefs Ignature Date X7, 10/12/2007 ' I hereby certity 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 nature Date WARNING: FAILURE TO 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, includ' deathth, 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 issuan o 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 o p cy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. County er the above mentioned property for' spection purposes. I hereby certify that I am the r utho' ed to pr party owner's CONSTRUCTION LENDING AGENCY Meown /M (/2,4944:9 10/12/2007 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for/Name of Permittee [SIGN] Print Date the performance of the work for which this permit is issued. (3097 civ. code) 9Owner ❑ Contractor OR. El Agent for Owner ElAgent for Contractor FILE COPY Lender's Address City State Zip 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 www.buffecounty.net/dds www.buttegeneralplan.net REQUIRED SWIMMING POOL SAFETY UPGRADES (EFFECTIVE JANUARY 1, 2007) TO: All Single Family Residential Remodel and Modification Permit Applicants FROM: Scott Rutherford Manager, Building Division RE: Correction of Pool & Spa Hazards, Assembly Bill 2977 (Mullin) Chapter 478, Statutes of 2006 California Health and Safety Code Section 115928 DATE: February 28, 2007 To eliminate safety hazards on existing pools and spas, Assembly Bill 2977 (Chapter 478, Statutes of 2006), effective January 1, 2007, requires the installation of pool anti -entrapment covers whenever a building permit is issued for the remodel or modification of a single family home. The permit shall require that the suction outlet of the existing swimming pool, toddler pool, or spa be upgraded so as to be equipped with an anti -entrapment cover meeting current standards of the American Society for Testing and Materials (ASTM) or the American Society of Mechanical Engineers (ASME), ASME/ANSI Standard A 112.19.8. DECLARATION The property located at ❑ a swimming pool ❑ a spa vv% lTc- Ceaw (Check all that apply) ❑ a wading /toddler pool does not have a swimming pool, spa, or wading/toddler pool If there is an existing swimming pool, spa, or wading/toddler pool, I understand that a pool anti -entrapment device is required at the above address in conjunction with my permit. I also understand that if a pool anti -entrapment device is required, the completed Installation Certification below must be received by the building inspector at final inspection. Please note that permits cannot receive final inspecti approval without this certification. know ge that I have read and understand the re uirements of AB 2977 and that the above is true and correct. -L 1A � /� / 07 Signature Print Name Date R lationship to Project (please check one): Owner ❑ Agent for Owner ❑ Licensed Contractor ❑ Agent for Licensed Contractor Company Name Contractor's State License Number INSTALLATION CERTIFICATION For the property located at I hereby certify that an anti -entrapment cover meeting the current standards of the American Society for Testing and Materials, or the American Society of Mechanical Engineers is installed in the ❑ swimming pool ❑ spa ❑ wading /toddler pool Signature Print Name Relationship to Project (please check one): ❑ Owner ❑ Agent for Owner ❑ Licensed Contractor ❑ Other: Date ❑ Agent for Licensed Contractor If "Licensed Contractor" or "Agent for Licensed Contractor' is checked, please complete the following: Company Name Contractors State License Number K:Forms/Building Forms/Swimming Pool Affidavit Anti -Entrapment Updated: 10/12/2007 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OF APPLICATION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" OWNER INFORMATION Last Name "/ n &4te . 5 ame Mailing Address9 -re C0"a-:T- City - State ` Tip .a) Phone 22 Fax _ Email _ CONTRACTOR Name Address 6 17/ City State CA Z Phone_ 0 , Fax 2� _ g - E -mail Lic. # ?6 2 3 I Class APPLICANT INFORMATION ARCHITECT/ENGINEER Name r /6IV 2OI1P Address Z City ati, . o State CA Zip_; 1 "7� Phone a�. O Fax — Email State Lioe se be APPLICANT INFORMATION Nam Address c/' 4 fo Yiod4,e City ! % State/) /1 C•/� Z Phone 2 Fax — E-mail APPLICA S GNATUI r_a� RE X PERMIT NO. BIN # PROJECT LOCATION AP# 0 73 Property Address 9 City V — S WORKER'S COMPENSATION Policy Number. Carrier Nhiring anyone other than license 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: C d o skaAar AM - Sq aLSq FT- Living Gar /L Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): For office use onl : Zoning Flood Zone I )C—.SRA Yes . No Occ. Type Const. vo- Butte County Department of Public Works J..IVIICHAEJ. 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 1 Reference Number: B07-1865 Location: 34 FAVORITE CT Parcel Number: 025-340-073 Owner Name: LAWRENCE, TIMOTHY Description: SHOP 30X40 Date: 08/30/2007 By: TMP Sub Type: Private Garage/Shop Phone: (530)532-0622 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: FILE Date: 08/30/2007 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. 0 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 at http://municipalcodes.lexisnexis.com/codes/butteco/ Reference Number: B07-1865 Date: 08/30/2007 Location: 34 FAVORITE CT Parcel Number: 025-340-073 Owner Name: LAWRENCE, TIMOTHY Phone: (530) 532-0622 Description: SHOP 30X40 Signature of Property Owner: Date: 08/30/2007 FILE BUTTE COUNTY FEE SUMMARY 7 County Center Drive Oroville, CA 95965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Permit Number: B07-1865 Job Address: 34 FAVORITE CT Contractor: FACTORY DIRECT METAL INC P.O. BOX 1898 REDDING, CA 96001 Printed: 08/30/2007 9:18 am Fee Description Account Number Fee Amount Paid Date Pmt Amt DBEH Building Review Fee 0021 DBMSC Garage/Shoe/Strce Wood F 3-4614901-1010 $75.70 $75. 0010-440001-4210500-1010 $75.70 DBF Garage -Wood Frame Plan Che 0010-440001-4210500-1010 $379.62 08/30/2007 $379.62 DBSMIP Residential 0010-440001-4210500-1010 $303.55 08/30/2007 $303.55 1001-0-280-1011298 $2.88 Printed By: Tammie Powell 837.45 $758.87 Balance Due: $78.58 At the time of permit applicati I was advised the above fees are required prior to issuance of the permit. These es ma an d ring the plan checking process. Signature: Date: 08/30/2007 Pursuant to Government code Section 66020, you are hereby notified those items listed above may have 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). 394.0®' bW mcRS-fimo-n4y A. IC'Dods 5 LAWREVE PAIZC.F--L NUTAuCcR: 025-340-07-3 Z � N t o ERR', I G ISION - BUILDING PLAN ATR llAL ela6d t®: aParld n : j g Other. Signature: �e ?�< Y- lal yc� r i�F fid , h t--� 29WELL �2D S RAR - �; sTORME �KIYPMLII 44K PDXT 3�2• t oxo 5a - r e; d PREPA&I By,,/ Order No. 00231040-001 A NON-EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS AND FOR PUBLIC UTILITIES, OVER ALL THAT REAL PROPERTY DESCRIBED AS A PORTION OF PARCELS 1, 2 AND 3, ACCORDING TO THAT CERTAIN PARCEL MAP FOR TED RUNGE, AS FILED FOR RECORD ON MAY 22, 2002 IN BOOK 154, MAPS AT PAGES 15 AND 16, LYING IN THE SOUTHWEST QUARTER OF SECTION 1, TOWNSHIP 18 NORTH, RANGE 3 EAST, M. D. B. & M., BUTTE COUNTY, CALIFORNIA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: A STRIP OF LAND 60.00 FEET IN WIDTH, LYING SOUTHERLY OF, ADJACENT TO AND PARALLEL WITH THE FOLLOWING DESCRIBED LINE: COMMENCING AT THE NORTHWEST CORNER OF PARCEL 3, ACCORDING TO SAID MAP, SAID CORNER BEING THE TRUE POINT OF BEGINNING FOR THE HEREIN DESCRIBED LINE; THENCE NORTH 860 44'58- EAST, ALONG THE NORTH LINE OF SAID PARCEL, 60.00 FEET, -TO-THE END_Q.E-THE.D.ESCRIBED-LEU,..-- ... FDM FACTORY DIRECT METAL PO BOX 991-898 REDDING, CA 96099 . Phone: (530) 244-7510 30' x 40' x 10'-0" Eave Height Steel Storage Shed (5' o.c. Frame Spacing) 1 PROJECT INFORMATION OWNER NAME: TIM LAWRENCE PROJECT ADDRESS: 34 FAVORITE CT OROVILLE, CA 95965 SHEET INDEX DESIGN LOADS: DEAD LOAD: 5 PSF LIVE LOAD: 20 PSF SNOW LOAD: 16 PSF WIND LOAD: 75 MPH EXP. B SEISMIC: ZONE 4 1— COVER SHEET 2-3 GENERAL NOTES 4— ROOF FRAMING PLAN 5— FOUNDATION PLAN 6— FRONT/BACK WALL FRAMING & TYP. INT. FRAME ELEV. 7— RIGHT & LEFT SIDE WALL FRAMING/ELEVATIONS B-9 CONNECTION DETAILS 10— MISC. INFORMATION NOTICE TO BUYER: NOTE: THESE CONSTRUCTION DRAWINGS AND SPECIFICATIONS ARE FOR BUILDING PERMIT EVALUATION ONLY. THE CONTRACTOR OF RECORD IS RESPONSIBLE FOR ERECTING THE STRUCTURE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. C%3WSENGINFERI!NG. TEEL BILDG Pam wa • SUI U15 a�a V 93tat M 304W • W (aaa) tat aIDo STEEL BUILDING ENGINEERING INC. SUPPLIES TECHNICAL DRAWINGS PREPARED FOR PERMIT PROCESSING BY THE LOCAL BUILDING DEPARTMENT. YOUR DEALER IS INDEPENDENT AND NOT A CONTRACTOR OR AGENT OF STEEL BUILDING ENGINEERING INC. O COPYRIGHT 2007 STEEL BUILDING ENGINEERING INC.] FACTORY DIRECT METAL DRWN: NG Us 1s Ui Uvyu• INV. STEEL STORAGE SHED CHK:' JCP 106/13/07 COVER SHEET APPR: RA 106/13/07 OF: 10 SCALE: AS SHOWNJOB NO.: SBE -0756-07 REV: O STATEMENTS 1. THESE CONSTRUCTION DRAWINGS AND SPECIFICATIONS ARE FOR BUILDING PERMIT ...:.EVALUATION ONLY. THE CONTRACTOR OF RECORD IS RESPONSIBLE FOR ERECTING THE STRUCTURE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. 2. STEEL BUILDING ENGINEERING INC. SUPPLIES TECHNICAL DRAWINGS PREPARED FOR PERMIT PROCESSING BY THE LOCAL BUILDING DEPARTMENT. YOUR DEALER IS INDEPENDENT AND NOT A CONTRACTOR OR AGENT OF STEEL BUILDING ENGINEERING INC. These drawings, notes and details are instruments of service and are the property of STEEL BUILDING ENGINEERING INC. All drawings, information, specifications, ideas, designs and arrangements represented within these documents ..-:.:shall remain the property of STEEL BUILDING ENGINEERING INC. No part thereof shall be copied, disclosed to others or used in connection with any work or project other than the specific `project for which they have been prepared, developed and licensed, without the expressed written consent of STEEL BUILDING ENGINEERING .' INC. COPYRIGHT 2007. STEEL BUILDING ENGINEERING INC. GENERAL NOTES 1.0 DESIGN CRITERIA: 1.1 DESIGN CODES & REFERENCES 2001 Edition of the California Building Code Steel Allowable Stress Design, Ninth Ed. (AISC) Concrete Reinforced Concrete Design Handbook (ACI) Ultimate Strength Design Handbook (ACI) 1.2 DESIGN LOADS Dead Load: Structure Weight Live Load: 20 psf Wind Load: 75 mph, Exp. B Snow Load: 16 psf Seismic Load: Zone 4, O.M.R.F. 1.3 DESIGN MATERIALS & STRESSES Steel Tubing Manufactured per ASTM—A500 Carbon Steel 16-22 Gauge — cold rolled steel 16-7 Gouge — hot rolled steel These plans and specifications are instruments of service prepared for contract construction work Hot Dipped Galvanized ASTM A-123 and ASTM A-153 :.and shall be used only under specific agreement and license with STEEL BUILDING ENGINEERING INC. Bolts Anchor Bolts: ASTM A-36 or better :Contractor shall verify all dimensions and existing-307Machine Bolts: ASTM A or better conditions. Report any discrepancies to STEEL BUILDING ENGINEERING INC. prior to commencing work. Reinforcing Steel ASTM A -615-76A 'Material contained in these documents may not Grade 40: #4 bars and smaller J .:be reproduced in whole or in part without the Fy = 40,000 psi written consent of STEEL BUILDING ENGINEERING Grade 60: #5 bars and larger INC. These plans are the property of STEEL Fy = 60,000 psi >:'BUILDING ENGINEERING INC. and may only be used for the project as specified in the contract or g agreement. Concrete Normal Weight F'c = 2500 psi in 28 days licensing Soil Foundations have been proportioned based on an allowable soil bearing value of 1000 psf (w/ 1/3 increased for seismic) in accordance with the 1997 UBC, the 2001 CBC. C COPYRIGHT 200 TIM LAWRENCE STEEL BUILDING ENGINEERING INC. FACTORY DIRECT METAL DRWN: NG 06 13 07 DWG. N0. N Ill STEEL BUII.DING STEEL STORAGE SHED CHK: JCP 106/13/07 ENGINEERING GENERAL NOTES APPR: RA. 106113107 OF: 10 '.A= us -w - M M, = 0 SCALE: NONE JOB NO.: SBE -0756-07 REV: dENERAL.NOTES: CONCRETE SPECIFICATIONS All concrete•shall be normal weight and 1 j SOIL SPECIFICATIONS 1. Minimum required soil bearing (DL+LL) to be 1000 psf. oin a minimum compressive strength 2500 psi in 28 days. 2. Expansive index =, (assumed* / from report) concrete. edges, comers, and intersections *verification may be required by, building official ill be tooled or chamfered I" ether or "not shown on the drawings. 3. It is recommended that on building sites exhibiting characteristics maximum concrete slump shall be: The max imu of instability, a soils investigation be performed (unless waived. by the local building review agency). Any . Slabs. tlp deviation from the •design values shall be brought to the engineers' All other work ..... 4` t1" attention. The minimum cement content shall be 5 X sacks 4. 'All required fill and backfill, shall be compacted to ir. cu yard and shall be a standard brand type II, at least 90% of maximum density w alkali, per ASTM C— 150.e otherwise noted on a soils report. :..Any water reducing agents added shall. be used to reduce the 2.4 STEEL SPEC/F/CAT/ONS iter/cement ratio. 1.- All structural steel plates, bar, angles and channels shall conform to ASTM A36 Standards. Aggregate shall conform to ASTM "C-33. Maximum aggregate ze shall be 1" U.O.N. Use 1/4" aggregate for slabs on grade. 2. All steel tube products shall be manufactured per ASTM—A500 . Grade A-1008,and 1010 Carbon Steel Anchor bolts to be full diameter, cut thread made from ASTM Grade B-1010 thru 1022 Carbon Steel/ 15 gouge and heavier =36 steel by an American manufacturer and installed per `Lateral Grade C-1015 thru 1022 Carbon Steel/ 15 gauge and heavier equirements" on the following pages. 3. Carbon Steel used shall conform to the following: ='. Curing: Freshly deposited concrete shall be protected from 16 gauge — 22, gauge (cold rolled steel) remature drying and excessively hot or cold temperatures, 16 gauge — 7 gouge (hot rolled steel) nd shall be maintained with minimal moisture loss at a relatively onstant temperature for the period of time necessary for. the 4. Wall thickness: y#otion of the cement (typically 7 days) Cold rolled tubing (see table 9 of ASTM A-513) Hot rolled tubing (see table 6 of ASTM A-513) Special Inspection is NOT required,for the footing concrete. 5.. Bending Radius: (Minimum Workable) �7:'CONCRETE REINFORCING SPEC/FICAT/ONS 2 to, 3 times the outside diameter (round) All reinforcing steel shall be continuous. Splices is einforcement shall NOT be made at or near points of 3 to 5 times the outside dimension (shapes) nozimum stress. Splices shall be lopped not less than 30 bar diameters and in no case less than 24". Qeinforcing bars shall have minimum bend radius of_6. times the bar diameter. Bars shall not lie:: heated to facilitate bending. Once bent, steel shall not be , st&ahtened. Reinforcing bars to be deformed bars conforming to ASTM 15-76A #3 & $4 .... Grade 40; #5 & larger... Grade 60 All reinforcing steel, shall be accurately positioned. .adequately tied, using proper chairs and bolsters. in wall or stem wall forms will not ' be acceptable. Supports chairs placed against exposed surfaces shall be galvanized or ided with plastic feet. Concrete cover over reinforcing is required as follows: where concrete is exposed to and cost against earth. where concrete is exposed to earth but cast against formwork. X. ....where not exposed to earth or weather. O COPYRIGHT 2007 TIM LAWRENCE STEEL BUILDING ENGINEERING INC. FACTORY DIRECT METAL oRwN: NG O6 13 07 DWG. N0. N 1 STEEL BUILDING.;STEEL STORAGE SHED CHKJCP 06/13/07 ENGINEERING GENERAL NOTES APPR: RA 06 13 07 OF: 10 PAW ]filaSAtl us °M SCALE: NONE JOB NO.: SBE -0756-07 REV: 0 cM* U6 -6w • FAX (CO r Quo 'PAGE PUIdIN (CNa. B BAYS) N FOR BACK WALL FRAMING SEE PAGE 6 NOTE: Purlins are spaced out 37.00" c.c. ROOF FRAMING PLAN SCALE: N.T.s 8, STITCH SCREW 1/4-14 x 7/8' ' AT 30' O.C. 4 HAT CHANNEL SUB -GIRT 26 GA. METAL L2X3 RAFTER ROOFING SHEATHING ON HAT CHANNEL 7 SCALE: NTS i1RENCE @ COPYRIGHT 2007 STEEL BUILDING, ENGINEERING INC. FACTORY DIRECT METAL ORWN: NG 06 13107'DWG. N0. EL -BUILDING STEEL STORAGE SHED CHK: JCP 06 13 07 GINEERING ROOF FRAMING PLAN APPR: RA 06113107 OF: �' 10 4. Smws 0®° 132"°' SCALE: AS SHOWN JOB NO.: SBE -0756-07 REV: 0 *MV • FU(M M-oao a N FOR BACK WALL FRAMING SEE PAGE 6 NOTE: Purlins are spaced out 37.00" c.c. ROOF FRAMING PLAN SCALE: N.T.s 8, STITCH SCREW 1/4-14 x 7/8' ' AT 30' O.C. 4 HAT CHANNEL SUB -GIRT 26 GA. METAL L2X3 RAFTER ROOFING SHEATHING ON HAT CHANNEL 7 SCALE: NTS i1RENCE @ COPYRIGHT 2007 STEEL BUILDING, ENGINEERING INC. FACTORY DIRECT METAL ORWN: NG 06 13107'DWG. N0. EL -BUILDING STEEL STORAGE SHED CHK: JCP 06 13 07 GINEERING ROOF FRAMING PLAN APPR: RA 06113107 OF: �' 10 4. Smws 0®° 132"°' SCALE: AS SHOWN JOB NO.: SBE -0756-07 REV: 0 *MV • FU(M M-oao lk W m W W CD W W Cm M x N W L M tx N W Co W W Co W m L M Lx M Lx' M Lx N M Lx N M ax N M 4x - N N N - Roof Decking s 482.00" (40'-0" NOM.) 8 bays 0.60.00". o.c. (Ref.). N FOR BACK WALL FRAMING SEE PAGE 6 NOTE: Purlins are spaced out 37.00" c.c. ROOF FRAMING PLAN SCALE: N.T.s 8, STITCH SCREW 1/4-14 x 7/8' ' AT 30' O.C. 4 HAT CHANNEL SUB -GIRT 26 GA. METAL L2X3 RAFTER ROOFING SHEATHING ON HAT CHANNEL 7 SCALE: NTS i1RENCE @ COPYRIGHT 2007 STEEL BUILDING, ENGINEERING INC. FACTORY DIRECT METAL ORWN: NG 06 13107'DWG. N0. EL -BUILDING STEEL STORAGE SHED CHK: JCP 06 13 07 GINEERING ROOF FRAMING PLAN APPR: RA 06113107 OF: �' 10 4. Smws 0®° 132"°' SCALE: AS SHOWN JOB NO.: SBE -0756-07 REV: 0 *MV • FU(M M-oao x = IW W Q d W o� I O I i1 o 0 0 Roof Decking RIGHT SIDE WALL FRAMING SCALE: N.T.S 8 boys @ 60.00" ox. (Ref.) 482.00' (40'-0" NOM.) LEFT SIDE WALL FRAMING SCALE. N.T.S NOTE: ALL,FASTENERS ON EXTERIOR FACE OF FRUING.ARE TO BE FLAT HEAD SCREWS. C COPYRIGHT 2007 ENCE STEEL BUILDING ENGINEERING INC. TIM LAWR "ORWN: NG 106113107 M. FACTORY DIRECT METiL 'STEEL BUILDING] STEEL STORAGE SHED CHK: JCP 106/13/07 7 ENGINEER -t-N C 0 R r 0 R A MIGHT & LEFT SIDE WALL FRAMINGIELEV. APPR: RA 106113107 OF. 10 FAJM M. sm us am Ck a= —0756-07 REV: -0-1 �,SCALE: N.LS I JOB NO.: S -_0 RECORDING REQUESTED BY Bidwell Title & Escrow Company JAND WHEN RECORDED MAIL TO Name Timothy A. Lawrence d 34 Favorite Court Adaress State Oroville, CA 95965 Zipi Z Order No. 00231040-001 HN I ` 0 +ter 7 - ?� ,� `N Y a S S 7 %-ds' SPACE ABOVE THIS LINE FOR RECORDER'S USE Parcel No. 0.2 5 - 3(40-073 GRANT DEED THIS FORM FURNISHED BY BIDWELL TITLE & ESCROW COMPANY The Undersigned Grantor(s) Declare(s) Documentary Transfer Tax is $385 . 00 ❑ City/Town of 0 computed on full value of interest or property conveyed, or 0 Unincorporated Area ❑' full valueless"value of liensar enddiT6 ces terridir ing atthe time of sale ❑ Monument Fee of $10.00 FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Grant Roy and Anna Loren Roy , husband and wife hereby GRANT(s) to 3 Timothy A. Lawrence and Doris J. Lawrence, husband and wife, as Joint Tenants the following real property in the ❑ City of 0 Unincorporated Area County of Butte, State of California: Gra R y SEE EXHIBIT A ATTACHED HERETO AND MADE A PART HEREOF Aahak—,m, Anna Loren Rov Document Date: May 25, 2007 State of Eati'fdtni-a County of 0 IV. ahoma On - �; � "; before me,Zie- Notary Public, personally appeared Grant Rov and Anna Loren Rov Personally known to me (or proved to me on the basis of satisfactory FOR NOTARY SEAL OR STAMP evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executede F, a the same in' his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity so���p' upon behalf of which the person(s) acted, executed the instrument. �T��z�ti lc WITNESS my hand and official seal.y��`�` Signatu : p t C' MAIL TAX STATEMENTS TO: Same as Above BTEGGRANTDEED Order No. 00231040-001 EXHIBIT A THE LAND REFERRED TO HEREIN IS DESCRIBED AS FOLLOWS: ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: PARCEL I: ALL THAT REAL PROPERTY DESCRIBED AS A PORTION OF PARCELS 3 AND 4, ACCORDING TO THAT CERTAIN PARCEL MAP FOR ANGELINA HODGSON, AS FILED FOR RECORD ON SEPTEMBER 11 1991 IN BOOK 123 OF MAPS, AT PAGES 99 AND 100, LYING IN THE NORTHWEST QUARTER OF SECTION 1, TOWNSHIP 18 NORTH, RANGE 3 EAST; M: D:B: & M:; BUTTE COUNTY, CALIFORNIA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHEAST CORNER OF SAID PARCEL 4, SAID CORNER BEING THE TRUE POINT OF BEGINNING, FOR THE HEREIN DESCRIBED PARCEL OF LAND; THENCE SOUTH 860 44'58" WEST ALONG THE SOUTH LINE OF SAID PARCEL 4,352.04 FEET TO A ONE HALF INCH REBAR, TAGGED LS 4208; THENCE NORTH 09° 39141" EAST, LEAVING SAID SOUTH LINE, 406.86 FEET, TO A ONE-HALF INCH REBAR TAGGED LS 4208; THENCE NORTH 860 44'58" EAST, 304.00 FEET, TO A POINT ON THE NORTH -SOUTH CENTERLINE OF SAID SECTION 1, ACCORDING TO SAID MAP, SAID POINT BEING MARKED BY A ONE HALF INCH REBAR TAGGED LS 4208; THENCE SOUTH 020 55' 11" WEST, ALONG SAID LINE'. 398.89 FEET TO THE POINT OF BEGINNING. PARCEL HEREIN IS PURSUANT TO A LOT LINE ADJUSTMENT APPROVED BY THE COUNTY OF BUTTE, BY DEED RECORDED JUNE 21, 2005, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 2005-35481 AND THIS IS THE RESULTANT DESCRIPTION. AP NO. 025-340-073 PARCEL II: A NON-EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS AND FOR PUBLIC UTILITIES, OVER ALL THAT REAL PROPERTY DESCRIBED AS A PORTION OF PARCELS 1, 2 AND 3; ACCORDING TO THAT CERTAIN PARCEL MAP FOR TED RUNGE, AS FILED FOR RECORD ON MAY 22, 2002 IN BOOK 154, MAPS AT PAGES 15 AND 16, LYING IN THE SOUTHWEST QUARTER OF SECTION 1, TOWNSHIP 18 NORTH, RANGE 3 EAST, M. D. B. & M., BUTTE COUNTY, CALIFORNIA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: THAT CERTAIN 60.00 FOOT WIDE STRIP, TOGETHER WITH THE 50.00 FOOT RADIUS CUL- DE-SAC AND 20.00 FOOT RADIUS RETURN AS IDENTIFIED ON SAID PARCEL MAP FOR TED RUNGE AS FAVORITE COURT. PARCEL III: 1 fib A 4 lb �3P 4 1 � C �� ( \-0 'moi W �J 1 N®4Qi'1~ J NOTE: Property owner is responsible for determining `°•� _,locations of property lines and easements and maintaining required setbacks from property lines and easements. A survey may be required if determined'necessary by the building official. w 07 -y.,. 0 �D` g. I � �O Cn cD O a' -{a 0, FDM FACTORY DIRECT METAL PO BOX 991-898 REDDING, CA 96099 Phone: (530) 244-7510 30' x 40' x 10'-0" Eave. Height Steel Storage Shed (5' o.c. Frame Spacing) /- y APPROVEDBUTTE COUNT BUIL - DING DIVISI IIIIIIIIIIIIIIIIII'IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII PROJECT INFORMATION OWNER NAME: TIM LAWRENCE PROJECT ADDRESS: 34 FAVORITE CT OROVILLE, CA 95965 ti SHEET INDEX 771 DESIGN LOADS: DEAD LOAD: 5 PSF LIVE LOAD: 20 PSF SNOW LOAD: 16 PSF WIND LOAD: 75 MPH EXP. B SEISMIC: ZONE 4 1- COVER SHEET 2-3' GENERAL NOTES 4- ROOF FRAMING PLAN 5- FOUNDATION PLAN 6- FRONT/BACK WALL FRAMING & TYP. INT. FRAME ELEV 7- RIGHT & LEFT SIDE WALL FRAMING/ELEVATIONS 8-9 CONNECTION DETAILS 10- MISC. INFORMATION NOTICE TO BUYER: NOTE: THESE CONSTRUCTION DRAWINGS AND STEEL' BUILDING ENGINEERING INC. SUPPLIES SPECIFICATIONS ARE FOR BUILDING PERMIT TECHNICAL DRAWINGS PREPARED FOR PERMIT EVALUATION ONLY. THE CONTRACTOR OF RECORD PROCESSING BY THE LOCAL BUILDING DEPARTMENT. IS RESPONSIBLE FOR ERECTING THE STRUCTURE IN YOUR DEALER IS INDEPENDENT AND NOT A ACCORDANCE WITH THE MANUFACTURER'S CONTRACTOR OR AGENT OF STEEL BUILDING RECOMMENDATIONS. © ENGINEERING INC. ©COPYRIGHT 2007 STEEL BUILDING ENGINEERING INC. J FACTORY DIRECT METAL DRWN: NG 06 13 07DWG. N0. N . STEEL BUILDING STEEL STORAGE SHED CHK: JCP 06113107 7' ENGINEERING COVER SHEET APPR: RA 06113107 OF: 10 MS) �„5;' AX � � SCALE: AS SHOWN JOB NO.: SBE -0756-07 REV: 0 N STATEMENTS 1. THESE CONSTRUCTION DRAWINGS AND SPECIFICATIONS ARE FOR BUILDING PERMIT EVALUATION ONLY. THE CONTRACTOR OF RECORD IS RESPONSIBLE FOR ERECTING THE STRUCTURE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. 2. STEEL BUILDING ENGINEERING INC. SUPPLIES TECHNICAL DRAWINGS PREPARED FOR PERMIT PROCESSING BY THE LOCAL BUILDING DEPARTMENT. YOUR DEALER IS INDEPENDENT AND NOT A CONTRACTOR OR AGENT OF STEEL BUILDING ENGINEERING INC. These drawings, -.notes and details are instruments of service and are the property of STEEL BUILDING ENGINEERING INC. All drawings, information, specifications, ideas, designs and arrangements represented within these documents shall remain the property of STEEL BUILDING ENGINEERING INC. No part thereof shall be copied, disclosed to others or used in connection with any work or project other than the specific project for which they have been prepared, developed and licensed, without the expressed written consent of STEEL BUILDING ENGINEERING INC. COPYRIGHT 2007. STEEL BUILDING ENGINEERING INC. These plans and specifications are instruments of service prepared for contract construction work and shall be used only under specific agreement and license with STEEL BUILDING ENGINEERING INC. Contractor shall verify all dimensions and existing conditions. Report any discrepancies to STEEL BUILDING ENGINEERING INC. prior to commencing work. Material contained in these documents may not be reproduced in whole or in part without the written consent of, STEEL BUILDING ENGINEERING INC. These plans are the property of STEEL BUILDING ENGINEERING INC. and may only be used for the project as specified in the contract or licensing agreement. GENERAL NOTES, 1.0 DESIGN CRITERIA: 1.1 DESIGN CODES & REFERENCES 2001 Edition of the California Building Code Steel Allowable Stress Design, Ninth Ed. (AISC) Concrete Reinforced Concrete Design Handbook (ACI) Ultimate Strength Design Handbook (ACI) 1.2 DESIGN LOADS Dead Load: . Structure Weight Live Load: 20 psf Wind Load: 75 mph, Exp. B Snow Load: 16 psf Seismic Load: Zone 4, O.M.R.F. 1.3 DESIGN MATERIALS & STRESSES Steel Tubing Manufactured per ASTM—A500 Carbon Steel 16-22 Gauge — cold rolled steel 16-7 Gauge — hot rolled steel Hot Dipped Galvanized ASTM A-123 and ASTM A-153 Bolts Anchor Bolts: ASTM A-36 or better Machine Bolts: ASTM A-307 or better Reinforcing Steel ASTM A -615-76A Grade 40: #4 bars and smaller Fy = 40,000 psi Grade 60: #5 bars and larger Fy = 60,000 psi Concrete Normal Weight F'c = 2500 psi in 28 days Soil Foundations have been proportioned based on an allowable soil bearing value of 1000 psf (w/ 1/3 increased for seismic) in accordance with the 1997 UBC, the 2001 CBC. TIM LAWRENCE ©COPYRIGHT 2C. STEEL BUILDING ENGINEERING INC.I FACTORY DIRECT METAL DRWN: NG 06/IT/07"DWG. N0. W.ENGINEERING STEEL BUII.DING STEEL STORAGE SHED CHK: JCP O6 13 07 2 GENERAL NOTES APPR: RA 06113107 OF: 10 P.0= 5619• SAN =moo. 6A 9.1161 SCALE: NONE JOB NO.: SBE -0756-07 REV: 0 (80.5) 516-A127 • FAX (M) 792-0260 2.0 GENERAL NOTES: 2.1 CONCRETE SPECIFICATIONS 1. All concrete shall be normal weight and ottain a minimum compressive strength of 2500 psi in 28 days. All concrete edges, corners, and intersections shall be tooled or chamfered 1" whether or not shown on the drawings. 2. The maximum concrete slump shall be: Slabs ..... 3" ±1" All other work ..... 4" ±1" 3. The minimum cement content shall be 5 X sacks per cu yard and shall be a standard brand type II, low alkali, per ASTM C-150. 4. Any water reducing agents added shall be used to reduce the water/cement ratio. 5. Aggregate shall conform to ASTM C-33. Maximum aggregate size shall be 1" U.O.N. Use 1/4" aggregate for slabs on grade. 6. Anchor bolts to be full diameter, cut thread made from ASTM A-36 steel by an American manufacturer and installed per "Lateral Requirements" on the following pages. 7. Curing: Freshly deposited concrete shall be protected from premature drying and excessively hot or cold temperatures, and shall be maintained with minimal moisture loss at a relatively constant temperature for the period of time necessary for the hydration of the cement (typically 7 days) 8. Special Inspection is NOT required for the footing concrete. 2.2 CONCRETE REINFORCING SPECIFICATIONS 1. All reinforcing steel shall be continuous. Splices in reinforcement shall NOT be made at or near points of maximum stress. Splices shall be lapped not less than 30 bar diameters and in no case less than 24". Reinforcing bars shall have minimum bend radius of 6 times the bar diameter. Bars shall not be heated to facilitate bending. Once bent, steel shall not be straightened. 2. Reinforcing bars to be deformed bars conforming to ASTM A -615-76A: #3 & #4 .... Grade 40; #5 & larger... Grade 60 3. All reinforcing steel, shall be accurately positioned and adequately tied, using proper chairs and bolsters. Nails in wall or stem wall forms will not be acceptable. Supports and chairs placed against exposed surfaces shall be galvanized or provided with plastic feet. 4. Concrete cover over reinforcing is required as follows: 3"....where concrete is exposed to and cast against earth. 2 ..... where concrete is exposed to earth but cast against formwork. 1 X"....where not exposed to earth or weather. 23 SOIL SPECIFICATIONS 1. Minimum required soil bearing (DL+LL) to be 1000 psf. 2. Expansive index =------- (assumed* / from report) *verification may be required by building official 3. It is recommended that on building sites exhibiting characteristics / of instability, a soils investigation be performed (unless waived by the local building review agency). Any deviation from the design values shall be brought to the engineers' attention. 4. All required fill and backfill shall be compacted to at least 909 of maximum density unless otherwise noted on a soils report. 2.4 STEEL SPECIFICATIONS 1. All structural steel plates, bar, angles and channels shall conform to ASTM A36 Standards. 2. All steel tube products shall be manufactured per ASTM—A500 Grade A-1008 and 1010 Carbon Steel Grade B-1010 thru 1022 Carbon Steel/ 15 gouge and heavier Grade C-1015 thru 1022 Carbon Steel/ 15 gauge and heavier 3. Carbon Steel used shall conform to the following: 16 gauge — 22 gouge (cold rolled steel) 16 gauge — 7 gauge (hot rolled steel) 4. Wall thickness: Cold rolled tubing (see table 9 of ASTM A-513) Hot rolled tubing (see table 6 of ASTM A-513) 5. Bending Radius: (Minimum Workable) 2 X to 3 times the outside diameter (round) 3 X to 5 times the outside dimension (shapes) TIM LAWRENCESTEEL BUILDI©COPYRIGHT 20071 NG ENGINEERING INC. •I lNIwl STEEL BUILDING FACTORY DIRECT METAL DRWN: NG 06/17/07 DWG. N0. 7 ENGINEERING STEEL STORAGE SHED CHK: JCP 06113107 GENERAL NOTES APPR: RA 06113107 OF: 310 PAM 7618 • UN W6 081M G 6710.) (666) 616-8127 • FAX (M) 782 -WW SCALE: NONE JOB NO.: SBE -0756-07 REV: 0 TC M FOR FR FRAMINI CA nn" CA nn" CA nn" Cn nn" CA nn"eC nn" 11 nn" en n 0" (TYP.) -{ A 4 4 O v QO d ° M v. d d ' ° d d° ° ° d .. v . o ° d C:) o d ° 9. ° d ° d d ° d v ° .d v v d d . ° O d' ° d ° ° d ° ° d v. d 44 d d d ° ° 4" Concrete Slab w/ 6/6/10/10 ° ° ? Welded Wire Fabric° d d v v ° ° ' a ° d v. d ° . d v ° v d d da . a .. v°. 'd O ° a ° d v d ° ° ° c ° v d ° O O d d v. v d ° v d v d v .da d . v a ° )NT WALL SEE PAGE 6 60.00" 60.00" A 60.00" 60.00" s6D.00' 60.00" 60.00" 1 48.00" 482.00"/("40'_0"/ NOM.) FOUNDA "ON PLAN SCALE: 1/8" = 1'-0" See Plan uacu_uuc��wcrrv� 2"x3" Post -1/1"0 ITW/Romset Wedge Anchor —2"x2" Base Rail _/� Thickened Edge Concrete Slab B' Thlakened Edge Perimeter Fact ng w/ I-/4 Bar on fop LEGEND • ITW/RAMSET REDHEAD WEDGE ANCHOR 1 2"x3" RECT. TUBING ■ 2"x2" SQUARE TUBING FOR BACK WALL FRAMING SEE PAGE 6 1 ITW/RAMSET WEDGE ANCHOR DETAIL SCALE NTS TIM LAWRENCE STEEL BUILDING ENGINEERINGGHT INC.D • N . STEEL BUILDING• FACTORY DIRECT METAL DRWN: NG 06 13 07 DWG. N0. ENGINEERING STEEL STORAGE SHED CHK: JCP 06113107 FOUNDATION PLAN APPR: RA 06113107 OF: 10 PM(MW) 5618• sul fAX (008M5) G 83/05 SCALE: AS SHOWN JOB NO.: SBE -0756-07 REV: 0 (BOS) 516-8/27 • fAlf (BBS) Tffi-0ZW Z I PURUN (COM. 8 RAYS) OF f2) r U' Z J UjUj 0 N u? W !) O � I W m O O Z W W W W W U O W M E5 W O J C lD r7 m M tX % X X X X % X X = N C~1 Z J LU LUCL C7 N CO FOR FRONT WALL FRAMING SEE PAGE FOR BACK WALL FRAMING SEE PACE 6 NOTE: Purlins are spaced out 37.00" c.c. ROOF FRAMING PLAN SCALE: N.T.S 8" STITCH SCREW 1/4-14 K 7/8" AT 30" O.C. HAT CHANNEL SUB -GIRT 26 GA. METAL 2X3 RAFTER ROOFING SHEATHING ON HAT CHANNEL 7 SCALE: NTS TIM LAWRENCE STEEL BUILDIN�GC NGIN ER OPYRIGHT NG IANC. 6 l In C M N m m m m m m m QC M N K N C M W K M N W C M C M C M N N N N Roof Decking 482.00° (40'-0° NOM.) 8 bays � 60.00" o.c. (Ref.) FACTORY DIRECT METAL DRWN: NG 06113107 DWG. NO. N . STEEL BUILDING STEEL STORAGE SHED CHK: JCP 06/13/07 ENGINEERING ROOF FRAMING PLAN APPR: RA A 06113107 OF: 10 P.MX 3618. so U16 085M G 931A1 (8z) 316- W - FAr (SMI M-020 SCALE: AS SHOWN JOB NO.: SBE -0756-07 REV: 0 Decking 12 _ 13 2 YQI S `l 9 B 3 CL w 8 °o 0 10'-0' x 10'-0*(H) o OVERREAD DOOR CD CN 0' I 120.00" (10.0") 60.0( 360.00" (30'-0") FRONT WALL FRAMING SCALE: 1/8' = 1'-0' BACK WALL FRAMING SCALE: 1/8' = I'-0' 360.00" (30'-0') NOTE: TYPICAL INTERMEDIATE FRAME ALL FASTENERS ON EXTERIOR FACE OF SCALE: 1/9' = 1'-0' 1 FRAMING ARE TO BE FLAT HEAD SCREWS. 2007 TIM LAWRENCE STEEL BUILDIN�GCOPYRIGHT ENGINEERING INC. ll FACTORY DIRECT METAL DRWN: NG106117107"" DWG. N0. N I NJ STEEL BUILDING STEEL STORAGE SHED �APPR: K: JCP 06113107 ENGINEERING . 1 n R P A " FRONT/BACK WALL FRAMING & TYP. INT. FRAME ELEV. RA 06113107 OF: 10 P '-,n.�;(�;,2-';°' SCALE: 1/8" = 1'-0" 008 NO.: SBE -0756-07 REV: 0 Roof Decking x x x W w 0 'x3'RECi. TUBING. `�I 3 w 00 I m I 0 x� M I � Wall Decking Wall Decking 0 O Z oQ t 0 0 ED C) N t 8 bays ®60.00" o.c. (Ref.) 482.00" (40'-0" NOM.) 8 boys @ 60.00" ox. (Ref.) 482.00" (40'-0" NOM.) RIGHT SIDE WALL FRAMING SCALE: N.T.S Roof Decking x Y Q , I O v O [O LEFT SIDE WALL FRAMING SCALE: N.T.S NOTE: ALL FASTENERS ON EXTERIOR FACE OF FRAMING ARE TO BE FLAT HEAD SCREWS. PYRIGHT11 TIM LAWRENCE STEEL BUILDIN�GCENGINEERNG21NDC7 o x W w 0 'x3'RECi. TUBING. `�I 3 00 I x� Wall Decking 0 O Z oQ t N 8 bays ®60.00" o.c. (Ref.) 482.00" (40'-0" NOM.) o x W w 0 'x3'RECi. TUBING. `�I 3 00 I x� Wall Decking 0 O Z oQ t N 8 boys @ 60.00" ox. (Ref.) 482.00" (40'-0" NOM.) • N � .STEEL BUILDING FACTORY DIRECT METAL DRWN: NG 06/1 07 7OF 'STEEL STORAGE SHED CHK: JCPO61307 ENGINEERINGRIGHT 8 LEFT SIDE WALL FRAMINGIELEV.APPR: RA 061307 P.om7 3618• UN I!!6 oto. 91 G 9510! (605) 516-6177 • FAX (80) 761-D16D SCALE: N.T.S JOB NO.: SBE -0756-07 REV: 0 1 3/4"r18 OA 8-15 BRACKET WITH NW. (2) W (2) /12 x 1' TEK SCREWS TO EACH MEMBER. ONE BRACKET ON EACH SIDE OF CONNECTION. CVERTICAL TO RAFTER DETAIL SCALE: AS SHOWN WITH MN. (3) /12 . I' TEK SCREffi EACH AEMBFR ONE BRACKET ON ECH SIDE OF CONNECTION. TRIM BRACKET TO SLOPE OF RATTER. 2'il' DOOR POST r7* DOOR HEADER DETAIL J SCALE:'AS SHOWN B-57 BRACKET, 7- 5-3/4-, 18 CA WITH MBI. (3) /12 z I. TEK SCREWS TO EACH MEMBER. ONE BRACKET ON EACs SIDE OF CONNECTION. TRIM BRACKET TO SLOPE OF RAFTER o � 0 0 0 2'x3' SIDE POST HEADER 2'x2' TRUSS BRACE 6"i1 3/4"AB GA B-15 BRACKET WITH MIN. (2) /12 x 1' TEK SCREWS TO _._..._.BER ONE BRACKET SIDE OF CONNECTION. HEADER VERTICAL TO HEADER DETAIL L SCALE: AS SHOWN B-57 BRACKET, r:5-]/4', 18 GA. WITH MIN. (3) /12 1' T SCTEWS TO EACH MEMBER. ONE BRACKET ON EACH SIDE OF CONNECTION. TRIM BRACKET TO SLOPE OF RAFTER. 2'.Y WEB MEMBER (�)SCALE: TRUSS DETAIL 1 " = V-0" 18.00" 2"x3" Rafter r 2" x 3" / Vertical Unit O m 1.5"x1.5"—/ Metal Tube 1.-L 5 BOTTOM CHORD CONNECTION DETAIL SCALE: AS SHOWN (2) X12 x 1" TEK Screws 6 CORNER BRACE DETAIL TIM LAWRENCE STEEL BUILDIN�GCEPYRIGHTNGINEERNG2INC FACTORY DIRECT METAL DRWN: NG 0611 07 DWG. N0. NIm .ENGINEERING STEEL BUILDING STEEL STORAGE SHED CHK: JCP 06113107 7 M P 0 M CONNECTION DETAILS APPR: RA 06/13/07 OF: '0 P.(05) 3618. 51N NAS B5) G B31782-079340518-B1S7 • FAX (BB.S) SCALE: AS SHOWN JOB No.: SBE -0756-07 REV: 10 (BDS) VERTICAL CORE POST CORE PIN NAGE FROM STAINLESS STELL 1-3/4'1 2-3/4' IMG SCREWS 14 GA STEEL TUBING 314" BASEPLATE MADE FROM IN CORE PP! WELDED TO Y X 3' 14 GA I --'I BASEPLATE THE 2'XY BASEPLATE GALVEN® STEEL TUBING 3" X11 COLUMN TO BASE RAIL DETAIL SCALE: AS SHOWN 2' X 3' GAILVEN® STEEL MI'm 2' X 3' GALVENIZED STEEL RAFTER 1-3/4'1 2-3/4'14 GA STEEL CORE INSERT %z1 CORNER TO RAFTER DETAIL "BK 40" rJ CORNER DETAIL SCALE: 3/4" = 1'-0" 1-3/4'X 2-3/4'14 STEEL CORE INSERT X 3' GALVENIZED TEL MEMBER 2 COLUMN TO CORNER DETAIL SCALE: 3/4" = 1'-0" Y X 3' GALVENIZED 7.� STEEL PEN( r 2' X 3' GALVENIZED STEEL RAFTER 1-3/4-X 2-3/4'14 GA STEEL CORE INSERT 4 RAFTER TO PEAK DETAIL SCALE: 3/4" = 1'-0" 15.00" 15.00" PEAK 6 PEAK DETAIL SCALE: 3/4" = 1'-0" 1-1/2' X 1-1/2' 18 GA. NAT CHANNEL MAC GIRT SPACED 33' O.C. i14 y TEK SCREW MIN. 1 EACH SIDE OF GIRT 2' X 3' GALVENEZED STEEL RAFTER 7 HAT CHANNEL TO RAFTER DETAIL 2007 TIM LAWRENCE STEEL BUILDIN�GCOPYRIGHT ENGINEERING INC. FACTORY DIRECT METAL DRWN: NG 06 13 07 DWG. N0. .STEEL BUII.DING STEEL STORAGE SHED CHK: JCP 06113107 '7 ,' ENGINEERING CONNECTION DETAILS APPR: RA 06113107 OF: 10 PX190X 3618• SAN LUIS D1aPa G 95161 SCALE: AS SHOWN lJOB NO.: SBE -0756-07 REV: 0 (8D51 516-81D •FAC (8651 782-0560 37 3/4" Overall Width 36" Overall Coverage 36.00" (COVERAGE) 9.00" 0 3.13" 3.13" ANTI -SIPHON I I o i---� SIDE LAP METAL DECKING PROFILE (ROOF) METAL DECKING PROFILE (WALLS) 26 GA. GRANDRIB 3 26 GA. GRANDBEAM S Ix = 0.0130, Sx = 0.0205 Ix = 0.015, Sx = 0.0194 Fy = 80 ksi. Fy = 80 ksi. 912 x 1" SELF -DRILLING SCREW USED IN MOST JOINING AFPUCA17ONS 2"x2" SQUARE TUBING 14 6., Ix = 0.3482, Sx = 0.3482 Fy = 50 ksi. 2"x3" RECT. TUBING 14 Ga., Ix = 0.9101, Sx = 0.6067 Fy = 50 ksi. GAGE NO. SCHEDULE 11 METAL DECKING 26 Go. GRANDBEAM S WALLS 26 Go. GRANDRIB 3 ROOF F Fy = 80 ksi. = 80 ksi. 1"x1" SQUARE TUBING 14 Go. Fy = 50 ksi. 2"x3" RECT. TUBING 14 GO. F = 50 ksi. GAGE NO. 10 11 12 14 15 16 18 20 22 24 26 29 30 DESIGN THICKNESS. INCHES 0.1345 0.1196 0.1046 0.0747 0.0673 0.0598 0.0478 0.0359 0.0299 0.0239 0.0179 0.0135 0.0120 TIM LAWRENCE STEEL BUILDING FACTORY DIRECT METAL DRWN: NG 06113107 DWG. N0. I.FN . STEEL BUILDING STEEL STORAGE SHED CHK: JCP 06113107 7 ENGINEERING MISC. INFORMATION APPR: RA 06113107 OF: 10 Rum 3618 • SIN Uxi wsm G 93M (W) su6-U27 • FAX (UP >a: mso SCALE: AS SHOWN JOB NO.: SBE -0756-07 REV: 0 f STRUCTURAL CALCULATIONS for a 30' x 40' x 10'-0" eave height STEEL STORAGE SHED (5' Frame Spacing) (21 Pages) Factory Direct Metal PO Box 991-898 Redding, CA 96099 Owner Name: Tim Lawrence Project No. ADG-0756-07 June 13, 2007 THE ADAMES DESIGN GROUP 1600 WILSON STREET SAN LUIS OBISPO, CA 93401 (805) 801-2332 Prepared by: N. GODOI Checked by: R. ADAMES Engineer's Seal r THE ADAMS- SUBJECT: STEEL STORAGE I Prepared by: N. GODOI PAGE DESIGN GROUP I Project No. ADG-0756-07 I Checked by: R. ADAMES 2 of 21 TABLE OF CONTENTS 1.0 Design Criteria 1.1 Design Codes and References 3 1.2 Design Loads 3 1.3 Design Materials and Stresses 3 2.0 General Notes 2.1 Concrete Specifications 4 2.2 Soil Specifications 5 2.3 Steel Specifications 5 3.0 Design Parameters 6 4.0 Structural System 7 5.0 Structure Loads 5.1 Vertical Loads 7 - 5.2 Lateral Loads 8 5.3 Load Combinations 8 6.0 Structural Analysis 6.1 Roof & Wall Sheathing Design 9 6.2 Check Anchor Bolts at Base Rail 10 6.3 Check Roof Purlins 11 6.4 Check Roof Sub-Girts 12 6.5 Check Column 13 6.6 Check Moment Resisting Elbow Connection 13 6.7 Column Footing 14 6.8 Check Truss 15-16 6.9 Anchorage to Resist Maximum Uplift 17 6.10 Allowable Loads for TEK Screws & Metal Sheathing 18 6.11 Check Metal Sheathing Acting as a Vertical Diaphragm 19 7.0 Structure Sketches Figure 7.1- Structure Plan 20 Figure 7.2- Typical Frame 20 Figure 7.3- Front Wall Framing 21 Figure 7.4- Back Wall Framing 21 Figure 7.5- Right Side Framing 21 THE ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI PAGE DESIGN GROUP Project No. ADG-0756-07 Checked by: R. ADAMES 3 of 21 1.0 DESIGN CRITERIA: 1.1 DESIGN CODES & REFERENCES • 1997 Edition of the Uniform Building Code 2001 Edition of the California Building Code Steel Allowable Stress Design, Ninth Ed. (AISC) Concrete Reinforced Concrete Design Handbook (ACI) Ultimate Strength Design Handbook (ACI) 1.2 DESIGN LOADS Dead Load: Structure Weight Live Load: 20 psf Wind Load: 75 mph, Exp. B Snow Load: 16 psf Seismic Load: Use Group I, Category D 1.3 DESIGN M4TERL4LS & STRESSES Steel Tubing Carbon Steel Hot Dipped Galvanized Bolts Reinforcing Steel Concrete Soil Manufactured per ASTM -A500 16-22 Gauge — cold rolled steel 16-7 Gauge - hot rolled steel ASTM A-123 and ASTM A-153 Anchor Bolts: ASTM A-36 or better Machine Bolts: ASTM A-307 or better ASTM A -615-76A Grade 40: #4 bars and smaller Fy = 40,000 psi Grade 60: #5 bars and larger Fy = 60,000 psi Normal Weight F'c =2500 psi in 28 days Foundations have been proportioned based on an allowable soil bearing value of 1000 psf (w/ 1/3 increased for seismic) in accordance with the 1997 UBC, and the 2000 IBC. NMITHE ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI I PAGE DESIGN GROUP I Project No. ADG-0756-07 Checked by: R. ADAMES 1 4 of 21 2.0 GENERAL NOTES: 2.1 CONCRETE SPECIFICATIONS 1. All concrete shall be normal weight and attain a minimum compressive strength of 2500 psi in 28 days. All concrete edges, corners, Slabs....................3" tl" chamfered'/4" whether or not shown on the drav All other work ......... 4" tl" 2. The maximum concrete slump shall be: 3. The minimum cement content shall be 5 '/2 sacks per cu yard and shall be a standard brand type II, low alkali, per ASTM C-150. 4. Any water reducing agents added shall be used to reduce the water/cement ratio. 5. Aggregate shall conform to ASTM C-33. Maximum aggregate size shall be 1" U.O.N. Use 3/4" aggregate for slabs on grade. 6. Anchor bolts to be full diameter, cut thread made from ASTM A-36 steel by an American manufacturer and installed per "Lateral Requirements" on the following pages. 7. Curing: Freshly deposited concrete shall be protected from premature drying and hot or cold temperatures, and shall be maintained with minimal moisture loss at a relatively constant temperature for the period of time necessary for the hydration of the cement (typically 7 days) 8. Special Inspection is NOT required for the footing concrete. 2.2 CONCRETE REINFORCING SPECIFICATIONS 1. All reinforcing steel shall be continuous. Splices in reinforcement shall NOT be made at or near points of maximum stress. Splices shall be lapped not less than 30 bar diameters and in no case less than 24". Reinforcing bars shall have minimum bend radius of 6 times the bar diameter. Bars shall not be heated to facilitate bending. Once bent, steel shall not be straightened. 2. Reinforcing bars to be deformed bars conforming to ASTM A -615-76A: #3 & #4..................Grade 40 #5 & larger...............Grade 60 3. All reinforcing steel, shall be accurately positioned and adequately tied, using proper chairs and bolsters. Nails in wall or stem wall forms will not be acceptable. Supports and chairs placed against exposed surfaces shall be galvanized or provided with plastic feet. 4. Concrete cover over reinforcing is required as follows: 3" ............ where concrete is exposed to and cast against earth. 2" ............ where concrete is exposed to earth but cast against formwork. 1 '/z ........... where not exposed to earth or weather. THE ADAMES SUBJECT: STEEL STORAGE I Prepared by: N. Gobbf I PAGE DESIGN GROUP I Project No. ADG-0756-07 I Checked by: R. ADAMES 5 of 21 2.3 SOIL SPECIFICATIONS 1. Minimum required soil bearing (DL+LL) to be 1000 psf. 2. Expansive index = (assumed* / from report) *verification may be required by building official 3. It is recommended that on building sites exhibiting characteristics of instability, a soils investigation be performed (unless waived by the local building review agency). Any deviation from the design values shall be brought to the engineers' attention. 4. All required fill and backfill shall be compacted to at least 90% of maximum density unless otherwise noted on a soils report. 2.4 STEEL SPECIFICATIONS 1. All structural steel plates, bar, angles and channels shall conform to ASTM A36 Standards. 2. All steel tube products shall be manufactured per ASTM -A500 Grade A-1008 and 1010 Carbon Steel Grade B-1010 thru 1022 Carbon Steel/ 15 gauge and heavier Grade C-1015 thru 1022 Carbon Steel/ 15 gauge and heavier 3. Carbon Steel used shall conform to the following: 16 gauge — 22 gauge (cold rolled steel) 16 gauge — 7 gauge (hot rolled steel) 4. Wall thickness: Cold rolled tubing (see table 9 of ASTM A-513) Hot rolled tubing (see table 6 of ASTM A-513) 5. Bending Radius: (Minimum Workable) 2 '/z to 3 times the outside diameter (round) 3 '/z to 5 times the outside dimension (shapes) 0 EMITHE ADAMES SUBJECT: STEEL STORAGE I Prepared by: N. GODOI PAGE DESIGN GROUP I Project No. ADG-0756-07 Checked by: R. ADAMES d 6of 21 3.0 DESIGN PARAMETERS: Building Dimensions Width 30 ft Roof Rise 3 Length 40 ft Roof Run 12 Eave Height 1,0 ft Frame Spacing 5 ft Header Length l0 ft Post Number of Post in Transverse Direction Number of Post in Longitudinal Direction 9 (8 bays @ 60.00" o.c.) Occupancy Category 4. StandardOccupancy Structures Enclosure Partially Enclosed. Closest Distance to Seismic Source > 1,O km. Elbow Connection Brace Horizontal Length 1.8 in Brace Vertical Length 18 in Soil Type:Very Soft Foundation Type: r lab on, Grade Slab Thickness 4 in Concrete Density l lbs/ft^3 Roof Sheathing Roof Sheathing Gage: 26 Ga. Roof Sheathing Direction: Vertical Roof Purlin Spacing: 3.6 ft c.c. Wall Sheathing Wall Sheathing Gage: [N/:A Ga. Wall Sheathing Direction: Ho.r�zontal� Wall Girt Spacing: ft c.c. Truss Type: Standard Truss Anchor Type: Red Head Wedge Footing Diameter: I N/A in Footing Depth: N/A in THE ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI PAGE DESIGN GROUP Project No. ADG-0756-07 Checked by: R. ADAMES d 7 o 21 4.0 STRUCTURAL SYSTEM 4.1. ROOF SYSTEM — Steel decking over steel tube rafters. Diaphragm will be considered flexible for calculation purposes. 4.2 WALL SYSTEM- Longitudinal- 17 Light FrartaeBear..ng Wa1L'System Transverse - Ordinary Moment Resisting Frame 4.3 FLOOR SYSTEM — 4" concrete slab on grade 4.4 FOUNDATION SYSTEM — 8" thickened edges with ITW/RAMSET Redhead wedge anchors 5.0 STRUCTURE LOADS 5.1 VERTICAL LOADS 5.1.1 Roof Loads Dead Loads (Estimated) Decking: 2.0 psf Framing: ' L5 1 psf Misc.: 1.5 psf Total 5.0 psf 5.1.2 Wall Loads Dead Load (Estimated) Steel Siding over Tubing: psf Total 5 psf 5.1.3 Floor Loads Dead Loads (Estimated) Concrete Slab: :, :1.44.;; psf Total 144 psf Live Load 20 psf Snow Loadl. Live Load psf 'Live Load psf Not applicable for floor type. OMTHE ADAMES SUBJECT: STEEL STORAGE DESIGN GROUP Project No. ADG-0756-07 5.2 LATERAL LOADS 5.2.1 Wind Loads Site Conditions Wind Speed: mph Wind Pressure: 14.5 psf Exposure: Iw: 1 P = CeCggsIw Method 1 (Normal Force Method) Ce= 0.62 (Structure Less Than 20' Tall) Prepared by: N. GODOI Checked by: R. ADAMES CBC Table 16-F CBC Table 16-K UBC Sec. 1620 UBC Sec. 1621.2 CBC Table 16-G CBC Table 16-H PAGE 80f 21 Pwall 7 psf Inward Proof -11 psf Outward 5.2.2 Seismic Loads l Total Design Base V = 3 Ca W CBC Sec. 1630.2.3.2 R Na= 1.0 CBC Table 16-S Ca=0.40Na= 0.4 R= 4.5 CBC Table 16-N V= 0.27 W 5.3 LOAD COMBINATIONS Using Working Stress Design for Streel Structures (Reference CBC Section 1607.42) 1) DL +LL= 5 + 20= 25 psf 2) DL + W= 5+-11= -6 psf 3) DL+S=5+16= 21 psf DL + LL Governs 25 psf Note: Floor DL and LL is excluded due to Slab on Grade 8 Prima Frame Systems, Cq P=CpCgslk, P(psfl Roof Leeward -1.2 (0.62)(-12)(14.5)(1) -10.79 Roof Windward 0.9 (0.62)(0.9)(14.5)(1) 8.09 Roof Windward -1.2 (0.62)(-1.2)(14.5)(1) -10.79 Wall Leeward -0.5 (0.62)(-0.5)(14.5)(1) -4.50 Wall Windward 0.8 (0.62)(0.8)(14.5)(1) 7.19 CBC Table 16-F CBC Table 16-K UBC Sec. 1620 UBC Sec. 1621.2 CBC Table 16-G CBC Table 16-H PAGE 80f 21 Pwall 7 psf Inward Proof -11 psf Outward 5.2.2 Seismic Loads l Total Design Base V = 3 Ca W CBC Sec. 1630.2.3.2 R Na= 1.0 CBC Table 16-S Ca=0.40Na= 0.4 R= 4.5 CBC Table 16-N V= 0.27 W 5.3 LOAD COMBINATIONS Using Working Stress Design for Streel Structures (Reference CBC Section 1607.42) 1) DL +LL= 5 + 20= 25 psf 2) DL + W= 5+-11= -6 psf 3) DL+S=5+16= 21 psf DL + LL Governs 25 psf Note: Floor DL and LL is excluded due to Slab on Grade 8 THE ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI PAGE DESIGN GROUP Project No. ADG-0756-07 Checked by: R. ADAMES 9 o 21 6.0 STRUCTURAL ANALYSIS 6.1 ROOF SHEATHING AND SHEAR WALL DESIGN 6.1.1 Roof Contribution Roof LL Roof DL DL + LL = 25 psf (5 psf)(30 ft) = 150 lb/ft 6.1.2 Wall Contribution DL at mid -height = (5 psf )(1 Oft /2 ) = 25 plf 6.1.3 Lateral Contribution Wind = (7 psf x (10 ft /2) + (1.1 psf x 3.75 ft) _ 76 plf Seismic = ( 0.27 )( 150 plf + 25 plf) = 47 plf 76.25 plf > 47.3 plf Wind Governs Roof Sheathing Longitudinal Axis PLAN '3 3.75ft y 5 ft ~ x ELEVATION Unit Shear in transeverse direction, Based on 5 ft. c.c. frame spacing v = 76.25 plf x 5 ft = 191 lbs/post . 2 Posts Unit Shear Longitudinal Direction: v = (11 psf x 0.5 x 3.75 ft x 30 ft)+(7 psf x (10 ft/2) x 30ft) _ 2 x 9 Posts 6.1.4 Roof Pressure due to Wind Load Pressure Load at Roof is 11 psf (Outward) I Use 26 Ga. Fabral's Metal Sheathing. Rated at 31 psf Wind Load, 24 psf Live Load, for a 5' span. Fasten to rafters per manufacturers instructions, using No. 12-14 sheet metal screws reated at 1,620 lbs shear or bearing and 752 lbs pullout. 12 93 lbs/post THE ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI PAGE 0 0 DESIGN GROUP Project No. ADG-0756-07 Checked by: R. ADAMES 10 of 21 6.2 CHECK ANCHOR BOLTS AT BASE OF POSTS Total shear load transferred to base from roof diaphiam along tranverse axis: R= 191 lbs; so, for one 1/2" dia..1.TW/.RAMS.ET Red.Head Wedge Anchor embed.ed a min. 2 1/2" into 2000 psi concrete with 1 1/2 in. edge distance and 5 ft o.c. spacing, allowable shear is 1190 lbs. And concrete with 1 1/2 in. edge distance and 5 in. o.c. spacing allowable shear is 11.90 lbs. And allowable tension is 580 lbs without special inspection. Reference ICBO #ER -1372 Table 3. Thus, 1.90.625 lbs/ 1190 lbs= 0.16 say 1 bolt min. at each column for shear transfer. r THE ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI PAGE DESIGN GROUP I Project No. ADG-0756-07 Checked by: R. ADAMES 111of 21 6.3 CHECK ROOF PURLINS W-- 90 Of Moment Coefficient for Continuous Beam, Uniform Load, Equal Span, Equally Loaded Equally Loaded = 0.105 (see page 2-312 Allowable Stress Design, 9th Edition- AISC) Try : Number of Sub -Girt Spans 5 K= 1.0 Bending w = 25 psf x 3.6 ft = 90 plf M = wl^2 x 0.105 = (90plf )(5 ft)^2 (0.105) = 236 lb -ft = fb = M/Sx = 2835 Ib -in /0.116 in^3 = 24.5 ksi [Gross SectionaliPlro erties7 Sx 0.116 in A 0.262 int Ix 0.084 in ry 0.567 in rx 0.567 in Ma 0.344 k -ft Fy 80 ksi Shear 2835 lb -in Fb = 48 ksi 48 ksi > 24.46 ksi Bending O.K. V = 90 plf (5 ft)/2 = 225 lbs fv = 1.5V/A = 1.5(225 lbs)/ 0.262in^2 = 1.29 ksi Fv = 22 ksi 22 ksi > 1.29 ksi Shear O.K. Axial Axial load in sub -girt acting as drag sturt. From Sec. 6.1= 190.625 lbs fa = P/A =190.625 lbs / 0.262in^2 = 0.728 ksi Cc= 102.02 KI/r =105.82 KI/r > Cc Use Eqn E2-2 Fa = 13.34 ksi Combined fa/Fa = 0.73 ksi/13.34 ksi = 0.055 <.15 Use Eqn. H1-3 Fcomb = 0.564 < 1.0 Combined O.K. Deflection Da = L/360 = (5ft)(12 in/ft) / 360 = 0.17 in A = ()(wl^4)/EI = [(0.0065)(90pif)(5ft)^4(1728)]/[(29000)(0.084)]= 0.17 in > 0 in Deflection O.K. USE: 0 in THE ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI PAGE DESIGN GROUP Project No. ADG-0756-07 Checked by: R. ADAMES 112ol 21 6.4 CHECK ROOF SUB-GIRTS W-- 90 plf I�225 lbs 5 ft 225 lbs li A Try :2a2 1. K= 1.0 Bending LCrass Sectio—RIPro erties7, Sx 0.324 in A 0.520 int Ix 0.324 in ry, 0.789 in rx 0.789 in w = 25 psf x 3.6 ft = 90 plf M = wl^2 / 8 = (90 plf)(5 ft)^2 / 8 = 281.3 lb -ft = 3375 lb -in fb = M/Sx = 3375 lb -in /0.324 in^3 = 10.4 ksi Fb = 33 ksi 33 ksi > 10.41 ksi Bending O.K. Shear V = 90 plf (5ft )/2 = 225 lbs fv = 1.5V/A = 1.5(225 lbs)/ 0.52 in^2 = 0.6 ksi Fv = 22 ksi 22 ksi > 0.65 ksi Shear O.K. Axial Axial load in sub -girt acting as drag sturt. From Sec. 6.1= fa = P/A =190.625 / 0.52in^2 = 0.541 ksi Cc= 102.02 KUr =76 Cc > Kl/r Use Eqn E2-1 Fa = 20.98 ksi Combined fa/Fa = 0.54 ksi / 20.98 ksi = 0.026 <.15 Use Eqn. H 1-3 Fcombined = 0.341 < 1.0 Combined O.K. Deflection Da = L/360=(5ft)(12 in/ft)/360= 0.167 in A = (5w1^4)/(384 EI) = [5 (90pif)(5ft)^4(1728)]/[(384)(29000)(0.789)]= 0.167 in > 0.13 in Deflection O.K. USE: 2x2 15 Ga� 191 lbs 0.135 in IMTHE ADAMES SUBJECT: STEEL STORAGE I Prepared by: N. GODOI I PAGE S DESIGN GROUP I Project No. ADG-0756-07 I Checked by: R. ADAMES 113of 21 6.5 CHECK COL UA" K= 1.2 Try 2x3:1,4 Ga Bending Cross Section Pro erties Sx 0.619 in A 0.725 int Ix 0.928 in ry 0.826 in rx 1.131 in 1875 Ibs w = 7 psf x 5 ft= 35plf / 2 columns = 117.5 plf M = wl^2 / 8 = ( 17.5 plf )( 10 ft )^2 / 8 = 218.75 lbs -ft fb = M/Sx = 218.8 lb -in /0.619 in^3 = 4.24 ksi Fb = 33 ksi 33 ksi > 4.24 ksi w= 17.5 plf 10 ft Bending O.K. Shear V = 17.5plf (10 ft )/2 = 87.5 lbs fv = 1.5V/A = 1.5(87.5 Ibs)/ 0.725 in^2 = 0.2 ksi 00 Fv = 22 ksi 22 ksi > 0.18 ksi Shear O.K. Axial P = (25 psf)(5 ft)(30 /ft/2) = 1875 lbs 1 fa = P/A = 1875 Ibs/ 0.725in^2 = 2.59 ksi 1875 Ibs I Cc= 102.02 KUr =174.33 KUr > Cc Use Eqn E2-2 Fa = 4.91 ksi Combined fa/Fa = 0.527 >.15 Use Eqn. H1-1 & H1-2 Fcombined = 0.757 < 1.0 Combined O.K. USE: 2x3 14 Ga 6.6 CHECK MOMENT RESISTING ELBOW CONNECTION. K Moment in Elbow = Load Offset M lbs -in DL+S (21)(5)(30/2)(18) 28350 lbs -in DL+LL (25)(5)(30/2)(18) 33750 lbs -in DL+W (7+5)(5)(10)(18) 10800 lbs -in DL+LL Governs 33750 lbs -in 18 in 2652 Ibs 12 3 33750 Ibs-ft 18 in 33750 Ibs-ft 2652 Ibs r THE ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI PAGE DESIGN GROUP I Project No. ADG-0756-07 Checked by: R. ADAMES 1 4o 21 Try Bending M = 33750 lb -in = 2812.5 lb -ft fb = M / Sx = 2812.5 Ib -in /3.789 in^3 = 8.91 ksi Fb = 33 ksi 33 ksi > 8.91 ksi Bending O.K. Axial Z= (182+182)1/2= 25.5 in Z/Y=P/Fy 25.46 in/ 18 in. = P/ (25psf)(5ft)(l5ft) P = 2652 lbs ft= P/A = 2652 lbs/ 1.151 in^2 = 6.23 ksi Ft = 0.6Fy= 0.6(50,000psi) = 33.00 ksi Axial O.K. USE: Number of Screws 4 For One No. 12-14 metal screw allowable shear : 1,.620 lbs Shear in Screw due to moment=33750lb-in/(18in)(4screws) _ 2x3 h4 Ga i i i 4.16 in. i _. .ice. ._.. i i 7.83 in. 1.5x1,.5 14 Ga Secta"n�PropertiesM Centroid 7.83 in Ix 29.68 in Sx 3.79 in A 1.151 int 468.75 lbs/screw 468.75 > 1620 Screws Adequate 6.7 COL UMN FOOTING Slab on Grade Volume of Slab: (5ft)(15ft)(4in/12in/ft) = 25.00 ft^3 Dead Load of Concrete: (144 pcf)(25 ft^3)= 3600 lbs 110.4 < 3600 Anchorage Force Provided by slab is Adequate to Resist Uplift THE ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI PAGE DESIGN GROUP Project No. ADG-0756-07 Checked by: R. ADAMES 150f 21 6.8 CHECK TRUSS STANDARD WEB TRUSS ANALYSIS 937. Ibs G l 937.5 Ibs 937. Ibs E1 3.375 l.11 A a. R � B C D 8.5 ft I 10.0ft 14.Oftl 4.5 ft i P1=( 5ft)( 25psf)( 0.25 x 30ft)= 937.5 lbs a= ATAN(H/0.5L) = ATAN(3.375/((0.5)(27 ft)= 14.04 degrees (- ATA.N(H/(1/3)L) = ATAN( 3.375/((1/6)(30 ft)= 34.02 degrees y= ATAN(h/(1/6)L) = ATAN( 1.1/4 ft)= 15.71 degrees Sum of the moments about point A (P1)(1/6L)+(P2)(1/2L)+(P1)(5/6L) - By(L) = 0 By = 1406.25 lbs Sum of the forces in the Y (-)Ay - P1 - P2 - P1+ By = 0 Ay = 1406.25 lbs Analyze Joint A Find Diagonal Component at Joint A AE _ (1406.25Ibs.)/SIN(14.04) = 5798.12 lbs (Compression) AC= COS(1.4.04) (5798. 1.2 lbs) = 5625 lbs (Tension) Analyze Joint E Sum of the forces in the Y -direction 0 = - lbs + SIN(14.04)(5798.1) - EG SIN(] 4.04) + EC SING 5.71) EG = 5 79 8.1 + 1.116 EC Sum of the forces in the X -direction 0 = 5798.1 COS(14.04) - EG COS(14.04) - EC COS(] 5.71) 0 = 5624.9 - (5798.1 + 1. 11.6 EC) COS(14.04) - EC COS(15.71) EC = 4.4E-13 lbs (Compression) EG = 5798.12 lbs (Compression) Analyze Joint C Sum of the forces in the Y -direction 0=-SIN(15.71)(0) + SIN(34.02) CG CG = 0.0 lbs (Tension) Sum of the forces in the X -direction 0 = COS(34.02)(0) + CD - 5625+ COS(15.71)(0) CD= 5625.0 lbs (Tension) imTHE ADAMES ISUBJECT: STEEL STORAGE Prepared by: N. GODOI PAGE e IDESIGN GROUP I Project No. ADG-0756-07 Checked by: R. ADAMES 16of 21 Member- Member Size �ta - (k- si fc� (ks i) �,,faffia, -ofs crews AE 20 14 Ga O.K. 8.00 32.5 24.8 0.25 6 EG 20 14 Ga O.K. 8.00 32.0 24.8 0.25 6 CG 2x2J4 Ga""':-: O.K. 0.00 32.4 24.8 0.00 0 EC 2x2 14 Ga O.K. 0.00 32.6 24.8 0.00 0 CD ' 2x214 Ga O.K. 9.78 31.9 24.8 0.40 6 AC 2x2 14 Ga O.K. 9.78 32.1 1 24.8 1 0.40 6 Meinber A -(in2) L (ft) XIT S) AE 0.725 0.826 4.64 5.62 5798 C EG 0.725 0.826 9.28 11.23 5798 C CG 0.57528 0.78659 6.03 7.67 0 (T) EC 0.57528 0.78659 4.16 5.28 0 (C) I CD 1 0.575281 0.786591 101 12.711 5625, ( T ) I AC 1 0.575281 0.786591 8.51 10.811 56251(T)' 1:Y-71VIemlje-ir9-,Me 'upite, ,q truss 3Miib;Fs5We'WfFo-in-chart I IMTHE ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI PAGE DESIGN GROUP Project No. ADG-0756-07 Checked by: R. ADAMES 17of 21 6.9 ANCHORAGE TO RESIST MAXIMUM UPLIFT Overturning Force on Structure due to inward wind pressure (per frame basis) 7 psf x 5 ft spacing x 10 ft eave return = 350.0 lbs per frame Overturning Moment (M1 ot) = 350 lbs x 10 ft = 3500.0 lbs -ft Force Couple at base of structure resisting Overturning Moment (M1 ot) T1 = C1 = Mot/ Span = 3500 lbs -ft /.30ft = 116.7 lbs (uplift) Uplift Forsce on Structure due to outward wind pressure (per frame basis) 11 psf x 5 ft spacing x 15 ft = 825 lbs per frame Overturning Moment (M2 ot) 825 lbs x 22.5ft = 1.8563 lbs -ft Force Couple at base of structure resisting Overturning Moment (M2 ot) T1 = C I. = .Mot/ Span = 1. 8562.5 lbs -ft / 30ft = 618.75 lbs (uplift) Dead Load of structure resisting uplift: (5 psf)( loft + 30ft + l0ft)(5 ft)/2 = - 625 lbs per column Net Uplift at base of frame: 625 lbs - 116.7 lbs - 618.75 lbs = -110.4 lbs Anchor Type: Red Head Wedge For one Red Head Wedge Anchor embeded into 2000 psi concrete following manufacturer's recommendations, allowable shear isl190 lbs. Allowable tension is 1164 lbs. 110.4 < 1164 Red Head Wedge Anchor Adequate Use Red Head Wedge Anchor embeded min 2.25in into 2,000 psi concrete following manufacturer's recommendations to resist uplift. THE ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI PAGE DESIGN GROUP Project No. ADG-0756-07 Checked by: R. ADAMES 18of 21 6.10 A2LLOWABLE LOADS FOR TEK SCREWS AND METAL SHEATHING Screw Type 1#12-14 Self -drilling d= 0.216 in dw = 0.375 in Per manufacturer's Specification Sheet Pts = 2778 lbs (screw tension strength based on tests) Pss = 2000 lbs (screw shear strength based on tests) Minimum edge distance is 0.75 in Top Material Ultimate Strength Ful 60000 psi Base Material Ultimate Strength Fut 50000 psi Allowable Shear and Tension values for TEK screws based on 2002 AISI Manual Shear Design Strength Connection shear limited by tilting and bearing (Section E4.3.1) t1 0.013 Top Material Q 0.075 Base Material t2/t1 5.7692 For t2/tl < 1.0, Pns is the smaller of For t2/t1 > 2.5, Pns is the smaller of Pns = 4.2*(t23d)12*Fu2= 2406 lbs Pns = 2.7*t1*d*Ful = 455 lbs Governs Pns = 2.7*t1*d*Ful = 379 lbs Governs Pns = 2.7*t2*d*Fu2 = 2187 lbs Pns = 2.7*t2*d*Fu2 = 2187 lbs Pns/g = 152 lbs �= 3 Pns/Q = 126 lbs ALLOWABLE Connection strength limited by end distance (Appendix E4.3.2) Pns = t*e*Fu = 585 lbs Pns/f = 195 lbs Shear in screw (Section E4.3.3) Pns = 0.8Pss = 1600 lbs Pns/0 = 533 lbs Tension Design Strength Pull-out (Section E4.4.1) Pnot = 0.85*tc*d*Fu2 = 689 lbs Pull -over (Section E4.4.2) Pnov = 1.5*t1*dw*Ful = 439 lbs Pull -over Governs Pn/S2 = 146 lbs ALLOWABLE Tension in screw Pnt = 0.8Pts = 2222 lbs Pnt/n = 741 lbs • THE ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI PAGE DESIGN GROUP Project No. ADG-0756-07 Checked by: R. ADAMES 19of 21 6.11 CHECK METAL SHEATHING ACTING AS VERTICAL DIAPHRAM Load actine on Panels at Lonizitudinal Walls: Load Acting on Panels at Side Walls : 9 post x 92.7 lbs/post = 834.4 lbs Force per Screw: jjjjj126 lbs 834.375 lbs /126 lbs per screw = 6.6 screws required to resist shear load 6.6 screws / 9 post = 0.7 screws per post Number of Screws per post: solo 10 ft x 12 in/ft= 120 in / 10 screws = 12 in spacing required Specify 12 inches center -to -center spacing for screws at primary supporting elements For Fabra126 Ga. Mighti-Rib PBR panel, with span length of 4 ft and 7 spans: Shear Strength of Metal Sheating V =®1;90.3 I plf Minimum Length of Panel Required: 834.375 lbs /190.3 ft = 4.38 ft Length of Side Wall Provided is40 ft Waff ll I is Adequate Check Panel Overturning: 834.375 lbs x 10 ft = 8343.75 lb -ft Uplift = 834.375 ft -lbs / 40 ft = 208.6 lbs Load actine on Panels at Transverse Walls: Total Shear in Transverse Direction : 190.625 lbs/post x 2 x 9 post = 3431.3 lbs Length of wall required to resist shear: 3431.25 lbs/ (2 x 190.3 plf) = 9.0 ft Length of Wall Provided at Front & Back: �VB ft W11109deM Check Panel Overturning : 1715.625 lbs x 10 ft = 17156.25 lb -ft Uplift = 17156.25 ft -lbs / 30 ft = 571.9 lbs T THE ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI PAGE DESIGN GROUP Project No. ADG-0756-07 Checked by: R. ADAMES 120 of 21 7.0 STRUCTURE SKETCHES PURUN (CONT. 8 SAYS) iTYP. Of t11 FOR FRONT WALL FRAMING SEE PAGE 1 3 V W m 3 2 2 3 V W m 4 _ 0 4 W m V W 0 Iii W m lei W m W W 0 W C M N U K M V K M UW C M C M W K M W lY M N W C N N N N Roof Decking 482.00" (40'-0" NOM.) 8 bays ® 60.00" ox. (Ref.) 7.1 STRUCTURE PLAN FOR BACK WALL FRAMING SEE PAGE 6 360.00" (30'-0") 7.2 TYPICAL INTERMEDIATE FRAME r THE ADAMES SUBJECT: STEEL STORAGE I Prepared by: N. GODOI PAGE DESIGN GROUP I Project No. ADG-0756-07 I Checked by: R. ADAM ES 21 of 21 Decking 12 10'-0" (W) x 10'-0" (H) OVERHEAD DOOR wol wa5q 60.00" 60.00" 1 120.00" (10.0") L 60.00° 60.00" 360.00" (30'-0") 7.3 FRONT OF ELEVATION/FRAMING 7.4 BACK ELEVATION/FRAMING 7.5 RIGHT SIDE ELEVATION/FRAMING Page 3 of 7 ER -1372 TABLE 2 -RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR ITW RAMSET/RED HEAD SELF -DRILLING ANCHOR1 For SI: 1 inch = 25.4 mm. ILinear interpolation may be used for intermediate spacing and edge distances. TABLE 3-ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)1.2,4,5,6 f'c = 2,000 psi f', = 4,000 psi DESCRIPTION Tension Min. Allowable Min. Allowable Spacing ' ANCHOR INSTALLATION Edge Distance Edge Distance Spacing Between Anchors WithWithout MIN. Required to(Inches) With Required to (inches) BOLT ANCHOR EMBEDMENT Obtain Max. Load Factor Applied Obtain Max. Load Factor Applied DIAMETER DIAMETER DEPTH Working Load = 0.85 for Tension Working Load = 0.95 for Tension (Inch) (Inch) (Inches) (Inches) = 0.75 for Shear (Inches) = 0.70 for Shear 1/4 7/16 13/32 115/16 1 37/8 115/16 3/8 9/16 17/32 211/16 13/8 53/8 211/16 1/2 11/16 21/32 39/16 113/16 71/8 39/16 5/8 27/32 215/32 43/8 23/16 811/16 43/8 3/4 1 31/4 511/16 27/8 113/8 511/16 For SI: 1 inch = 25.4 mm. ILinear interpolation may be used for intermediate spacing and edge distances. TABLE 3-ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)1.2,4,5,6 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf • ft = 1.355 818 N • m, 1 Ibf = 4.45 N. IThe tabulated shearand tensile values are for anchors installed in stone -aggregate concrete having the designated ultimate compressive strength at the time of installation. '-The holes are drilled with bits complying with ANSI B212.15-1994. The bit diameter equals the anchor diameter. . 3These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. 4The minimum concrete thickness is 11/2 times the embedment depth, or the embedment depth plus three times the anchor diameter, whichever is greater. 5Allowable static loads may be increased one-third for earthquake or wind resistance in accordance with Section 1612.3.3 of the code. No further increase is allowed. 6The anchors are illustrated as follows: Il♦ f'c = 2,000 psi f', = 4,000 psi f'c = 6,000 psi Tension Tension Tension ANCHOR INSTALLATION EMBEDMENT WithWithout With Without With Without DIAMETER Inches) TORQUE (Ibf • R DEPTH Inches Special Insptions Special Inspection Shear Special Inspection Special Inspection Shear Special Inspection Special Inspection Shear 1/4 8 11/s 295 I50 350 445 225 350 475 240 350 115/16 525 265 420 825 410 420 825 410 420 21/8 565 280 825 410 825 410 3/8 25 11/2 420 210 580 560 280 655 710 355 790 3 870 435 1,000 1,485 740 1,035 1,530 765 1,125 4 1,200 600 1,485 740 1,530 765 1/2 55 21/4 1,165 580 1,190 1,275 640 1,190 1,760 880 1,760 41/8 1,165 580 1,810 2,410 1,205 1,810 2,705 1,355 2,040 6 1,335 665 2,410 1,205 2,705 1,355 5/8 90 23/4 1,645 820 1,780 1,795 900 1,780 2,430 1,215 21405 51/8 1,645 820 2,400 3,730 1,865 2,975 4,095 2,045 3,130 71/2 1,765 880 3,755 1,880 4,095 2,045 3/4 175 31/4 1,780 890 2,530 2,710 1,355 3,430 3,325 1,665 3,995 65/s 2,745 1,375 5,080 4,425 2,210 5,935 5,065 2,530 5,935 10 2,745 1,375 4,470 2,235 5,895 2,950 7/8 250 33/4 2,380 1,190 3,290 3,685 1,840 4,145 4,355 2,180 4,790 61/4 3,665 1,835 5,220 5,235 2,620 7,200 6,090 3,045 7,200 8 3,665 1,835 5,580 2,790 6,090 3,045 1 300 41/2 3,485 1,745 4,020 5,045 2,520 5,705 5,295 2,650 6,120 73/8 3,650 1,825 7,170 5,995 3,000 9,485 8,315 4,160 9,520 91/2 4,675 2,340 6,635 3,315 8,315 4,160 11/4 500 51/2 4,535 2,270 5,820 6,595 3,300 7,3658,410 4,205 8,445 8 6,835 3,413 8,770 10,825 5,410 11,065 11,385 5,695 12,640 10 9,035 4,515 11,385 5,695 14,075 7,040 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf • ft = 1.355 818 N • m, 1 Ibf = 4.45 N. IThe tabulated shearand tensile values are for anchors installed in stone -aggregate concrete having the designated ultimate compressive strength at the time of installation. '-The holes are drilled with bits complying with ANSI B212.15-1994. The bit diameter equals the anchor diameter. . 3These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. 4The minimum concrete thickness is 11/2 times the embedment depth, or the embedment depth plus three times the anchor diameter, whichever is greater. 5Allowable static loads may be increased one-third for earthquake or wind resistance in accordance with Section 1612.3.3 of the code. No further increase is allowed. 6The anchors are illustrated as follows: Il♦ Page 4 of 7 TABLE 4—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR TENSION LOADS FOR ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHORSI ER -1372 For SI: I inch = 25.4 mm. ILinear interpolation may be used for intermediate spacing and edge distances. 2Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance with Table 10. TABLE 5—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR SHEAR LOADS FOR ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHORSI DESCRIPTION DESCRIPTION Edge Distance Min. Allowable Edge Min. Allowable Spacing Between ANCHOR EMBEDMENT Required to Obtain Max. Distance (Inches) Spacing Required to Obtain Max. Working Anchors (Inches) DIAMETER inches DEPTH (inches) Working Load (Inches) Load Factor Applied = 0.65 Load (Inches) Load Factor Applied = 0.70 1/4 11/8 2 1 315/16 2 Spacing Between 115/16 115/16 1 37/8 115/16 ' 21/8 15/8 13/16 33/16 15/8 3/8 11/2 25/8 15/16 51/4 25/8 (See Figure 2) 3 3 11/2 6 3 2 4 3 11/2 6 3 1/2 21/4 315/16 2 77/8 315/16 3/8 41/8 31/8 19/16 63/16 31/8 25/8 6 41/2 21/4 9 41/2 5/8 23/4 413/16 27/16 95/8 413/16 N/A 51/8 37/8 115/16 711/16 37/8 31/8 71/2 55/8 213/16 111/4 55/8 3/4 31/4 511/16 27/8 113/8 511/16 51/8 65/8 5 2 t /2 915/ 16 5 3/4 10 71/2 33/4 15 71/2 7/8 33/4 69/16 35/16 131/8 69/16 915/16 61/4 61/4 31/8 121/2 61/4 N/A 8 6 3 12 6 1 41/2 77/8 315/16 153/4 77/8 77/6 - 73/8 73/8 311/16 143/4 73/8 73/8 91/2 71/8 39/16 141/4 71 /8 11/4 51/2 95/8 413/16 191/4 95/8 95/8 8 8 4 16 8 16 10 71/2 33/4 15 71/2 For SI: I inch = 25.4 mm. ILinear interpolation may be used for intermediate spacing and edge distances. 2Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance with Table 10. TABLE 5—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR SHEAR LOADS FOR ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHORSI For SI: I inch = 25.4 mm. N/A = Not applicable. I Linear interpolation may be used for intermediate spacing and edge distances. 10, 2Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance with Table 10. DESCRIPTION tE) (E1) (E2) Edge Distance Min. Edge Min. Edge Min. Allowable Required to Obtain Max. Distance at Which the Load Factor Distance at Which the Load Factor Spacing Spacing Between Working Load Applied = 0.60 Applied = 0.20 Required to Anchors ANCHOR EMBEDMENT (inches) (Inches) (inches) Obtain Max. (inches) DIAMETER (Inches) DEPTH (inches) (See Figure 2) (See Figure 2) (See Figure 2) Working Load (inches) Load Factor Applied = 0.40 1/4 11/g 2 15/16 N/A 315/16 2 115/16 115/16' 1 N/A 37/8 115/16 3/8 11/2 25/8 13/4 N/A 51/4 25/8 3 33/4 3 11/2 6 3 1/2 21/4 315/16 29/16 N/A 77/8 315/16 41/8. 53/16 31/8 19/16 63/16 31/8 5/8 23/4 413/16 i 31/8 N/A 95/8 413/16 51/8 67/16 37/8 115/16 711/16 37/8 3/4 31/4 511/16 33/4 N/A 113/8 511/16 65/8 85/16 5 21/2 915/16 5 7/8 33/4 69/16 45/16 N/A 131/8 69/16 61/4 81/2 61/4 31/8 121/2 61/4 1 41/2 77/6 51/8 N/A 153/4 77/g 73/8 101/16 73/8 311/16 143/4 73/8 11/4 51/2 95/8 61/4 N/A 191/4 95/8 8 117/16 8 4 16 8 For SI: I inch = 25.4 mm. N/A = Not applicable. I Linear interpolation may be used for intermediate spacing and edge distances. 10, 2Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance with Table 10. a Page 4 of 13 ER -5468 TABLE 2—ALLOWABLE REACTIONS BASED ON WEB CRIPPLING panel name panel thickness minimum bearing length allowable load per foot of panel coverage at reaction (kips/ft.) end Interior Hefti-Rib 26 ga. 2" 0.115 0.400 249a. 0.147 0.469 22 ga. 0.230 0.800 20 ga. 0.389 1.196 18 ga. 0.765 2.115 M6ght�Rib PBR 26 ga. 2" 0.085 0.298 24 ga 0.108 0.345 22 ga. 0.168 0.585 V -Beam 116– 26 ga. 2" 0.157 0.547 24 ga. 0.202 0.643 22 ga. 0.316 1.101 20 ga. 0.537 1.648 18 ga. 1.056 2.919 rut am; i n. mm; 7 in. = Lo.4 mm; 7 Kip = 4.448 KN Tabulated values are in accordance with web crippling requirements of the Specification of Design of Cold -formed Steel Structural Members, 1986 (with December 1989 Addendum), published by AISI, and referenced in Division VII, Chapter 22, of the Uniform Building Code for locations of a concentrated load, or for a reaction acting either on the top or bottom flange when the clear distance between the bearing edges of the concentrated load and adjacent, opposite concentrated loads or reactions is greater than 1.5 times the deck depth. TABLE 3—GRAVITY AND WIND LOADS Hefti-Rib aanel aravity and Wind unlif% Inad tahla /ln7ric oro in nain panel thk. and yield5' yield strength panel span no. of 6' T 8' 9' 10' spans gravity wind gravity wind gravity wind gravity wind gravity wind gravity wind gravity wind 1 85 82 43 42 25 24 16 15 11 10 7 7 5 5 8 0 ksi ga., 8 2 94 142 60 91 42 58 31 37 23 25 18 17 13 13 3 117 155 75 79 47 46 30 29 20 19 14 14 10 10 24 1 117 129 65 66 37 38 24 24 16 16. 11 11 8 8 ga., 40 ksl 2 110 156 70 100 49 69 36 51 28 39 22 27 18 20 3 137 195 88 125 61 72 45 46 30 31 21 21 15 16 22 1 168 177 91 91 53 53 33 33 22 22 16 16 11 11 4 40 ksi ksi 2 154 223 99 143 69 99 50 73 39 53 30 45 25 27 3 193 279 124 172 86 99 63 63 42 42 29 35 21 21 20 1 229 237 123 121 71 70 45 44 30 30 21 21 15 15 ga., 40 ksi 2 220 305 141 195 98 136 72 100 55 71 43 50 35 36- 3 193 381 176 229 122 133 85 84 57 56 40 39 29 9 2-9- 18 1 1 310 332 172. 170 100 98 63 62 42 42 30 29 22 21 ga.' 40 ksi 2 300 413 192 264 133 183 98 135 '5 100 59 70 48 51 3 375 516 240 322 167 186 119 117 80 79 56 55 41 40 .. . 1. Lower of allowable stress or U180 deflection is tabulated. 2. Wind uplift loads have been increased by 'A. Page 5of13 TABLE 3—GRAVITY AND WIND LOADS—(Continued) Mighti-Rib PBR panel gravity and wind uplift load table (loads are in osf) ER -5468 panel panel span thk. and yield no. of 4' spans gravity wind gravity wind gravity wind gravity wind gravity wind gravity wind gravity 5' 26 6' 130 7' 67 8' 38 9' 10' spans gravity wind gravity wind gravity wind gravity wind gravity wind gravity wind gravity wind stren h 88 1 45 56 23 29 13 17 — — — — — — — — 8 ga.' 80 ksi 2 83 68 53 44 32 30 20 22 14 17 — 12 — — 201 3 85 85 44 54 25 32 16 20 — 13 — — — — 2 1 50 75 32 39 19 22 12 14 — —24 — — — — ga., 4 40 ksf 2 70 67 45 43 31 30 23 22 18 17 14 13 — — 33 3 88 83 56 53 36 37 23 27 15 18 — 13 — — 22 1 77 100 49 51 28 30 18 19 12 13 — — — — 40 ksi ga.` 4 2 91 102 58 65 40 45 30 33 23 25 18 20 15 15 149 3 114 127 73 81 51 56 34 1 35 23 24 16 17 12 12 For 51: 1 ft. = 304.8 mm; 1 ksi = 6.89 MPa; 1 psf = 47.9 Pa. 1. Lower of allowable stress or U180 deflection is tabulated. 2. Wind uplift loads have been increased by 1/3. V -Beam panel gravity and wind uplift load table (loads are in Dsf) panel thk. and yield strength panel span no. of 4' 5' 6' 7' 8' 9' 10' spans gravity wind gravity wind gravity wind gravity wind gravity wind gravity wind gravity wind 26 1 130 126 67 64 38 37 24 23 16 16 11 11 8 8 ga., 80 ksi 8 2 130 197 83 126 58 88 43 57 33 38 26 27 20 19 3 163 238 104 122 72 71 46 44 31 30 22 21 16 15 1 165 201 101 103 59 59 37 37 25, 25 17 18 13 13 4 0 ksi ga., 4 2 159 219 102 140 71 97 52 71 40 55 31 42 25 31 3 199 274 127 175 88 113 65 71 47 47 33 33 24 24 1 213 266 134 136 77 79 49 50 33 33 23 23 17 17 4 0 ksi ga., 4 2 213 284 137 182 95 126 70 93 53 71 42 56 34 41 3 267 355 171 227 119 149 87' 94 62 63 43 44 32' 32 20 1 258 322 165 165 96 96 60 60 40 40 28 28 21 21 ga., 40 ksi 2 258 343 165 220 115 153 84 112 65 86 51 68 41 50 3 323 429 206 275 143 181 105 114 76 76 54 54 39 39 1 338 420 215 215 124 124 78 78 52 52 52 37 27 27 4 0 ksi ga., 4 2 338 449 216 287 150 200 110 147 84 112 84 89 54 65 3 422 561 270 359 187 235 138 148 99 99 99 111 51 51 For SI: 1 ft. = 304.8 mm; 1 ksl = 6.89 MPa; 1 psf = 47.9 Pa. 1. Lower of allowable stress or U180 deflection is tabulated. 2. Wind loads have been increased by 'A. 7 Page 7 of 13 TABLE 4 -DIAPHRAGM DESIGN VALUES -(Continued) MIGHTI-RIB' PBR PANEL ALLOWABLE DIAPHRAGM SHEAR STRENGTH AND STIFFNESS (G') VALUES 2 SCREWS PER PANEL VALLEY FOR ALL SUPPORTS span (ft.) no. of spans 26 ga. (80 ksi) strength stiffness (kipsift.) (kips/in.) 24 ga. (40 ksi) strength stiffness (kips/ft.) (kipslin.) 22 ga. (40 ksi) strength stiffness (kips/ft.) (kipslin.) 4 1 0.2880 36.279 0.2786 54.406 0.3753 81.265 2 0.2498 51.104 0.2089 70.743 0.2680 97.539 3 0.2220 61.057 0.1857 80.349 0.2382 105.966 4 0.2082 67.579 0.1741 86.102 0.2233 110.615 5 0.1998 71.997 0.1671 89.769 0.2144 113.418 6 0.1943 74.934 0.1625 92.093 0.2084 115.109 7 0.1903 77.028 0.1592 93.694 0.2042 116.232 5 1 0.2446 40.551 0.2228 58.997 0.2858 85.380 2 0.1998 54.284 0.1671 72.999 0.2144 98.130 3 0.1776 62.785 0.1486 80.645 0.1905 104.360 4 0.1665 68.061 0.1393 85.019 0.1786 107.672 5 0.1599 71.508 0.1337 87.726 0.1715 109.620 6 0.1554 73.741 0.1300 89.402 0.1667 110.765 7 0.1523 75.304 0.1273 90.539 0.1633 111.513 6 1 0.2156 43.823 0.1857 62.178 0.2382 87.803 2 0.1665 56.378 0.1393 74.176 0.1786 97.940 3 0.1480 63.692 0.1238 80.404 0.1588 102.723 4 0.1388 68.060 0.1161 83.857 0.1489 105.205" 5 0.1332 70.845 0.1114 85.952 0.1429 106.639 6 0.1295 72.616 0.1083 87.228 0.1389 107.466 7 0.1269 73.841 0.1061 68.084 0.1361 107.498 7 1 0.1903 46.372 0.1592 64.436 0.2042 89.248 2 0.1427 57.808 0.1194 74.764 0.1531 97.445 3 0.1269 64.170 0.1061 79.966 0.1361 101.235 4 0.1189 67.864 0.0995 82.777 0.1276 103.168 5 0.1142 70.177 0.0955 84.459 0.1225 104.271 6 0.1110 71.629 0.0929 85.470 0.1191 1104.896 7 0.1088 72.624 0.0910 86.143 0.1167 1105.294 8 1 0.1665 48.391 0.1393 66.074 0.1786 90.109 2 0.1249 58.816 0.1045 75.077 0.1340 96.846 3 0.1110 64.412 0.0929 79.471 0.1191 99.927 4 0.1041 67.592 0.0870 81.816 0.1116 101.479 5 0.0999 69.557 0.0836 83.205 0.1072 102.357 6 0.0971 70.779 0.0812 84.032 0.1042 102.846 9 1 0.1480 50.014 0.1238 67.286 0.1588 90.610 2 0.1110 59.546 0.0929 75.190 0.1191 96.229 3 0.0987 64.520 0.0825 78.977 0.1059 98.788 4 0.0925 67.300 0.0774 80.973 0.0992 100.066 5 0.0888 69.000 0.0743 82.146 0.0953 100.782 10 1 0.1332 51.338 0.1114 68.198 0.1429 90.884 2 0.0999 60.087 0.0836 75.199 0.1072 95.634 3 0.0888 64.549 0.0743 78.507 0.0953 97.797 4 0.0833 67.010 0.0696 80.236 0.0893 98.870 5 i 0.0799-1 68.503 0.0669 81.244 0.0857 99.467 t For 51: 1 in. = 25.4 mm; 1 ft. = 304.8 mm; 1 Ib./ft. = 14.59 N/m; 1 kipfin. = 175 kN/m; 1 ksi = 6.89 MPa NOTES: 1. Stitch screws are#10 x 1", 18" o.c. 2. All sheet -to -support screws are #12 x 1". 3. Above values were determined in accordance with Steel Deck Institute Diaphragm Design Manual with a 2.5 safety factor. 4. For wind loads only, the above design strength values can be multiplied by 1.064 for a 2.35 safety factor. 5. No edge attachments were figured at the extreme edges of the diaphragm. ER -5468 Let TF , h -,,Ip'you spealy! the, proper taste"Parr. I Fastener Teirminolqgt OinRirtnr pit bwt,: LIMull. #12 14 x I DP3 '51,16" HWH D cri i iibn es *P Lcn ih Strengths -of Fasteners Material Properties; Mgledal- C1018 -C1622 HestTr6atmo,fil— Case Hartiiniid Case i6rdnessm­ Rockwell C St -M: #8.thru 12:,0047.60T eore.lfardmss__ Rockw of I C-32-40 PU-0fifty. 5c,legeedsrnln. PoIr, -qre :Decimal $ Metnq Conversions 55 M, cm It am am= 0.84,1181111691 8 A2, A 15m 1191 41110-71)(3901 1 `21100. 1140a`� f1.4.14(,21671 0 2776'12004' I #1244 (11 lop t 3136. 12100, IfA-114 (460*) 150, t 4275. 12M,, U-20 IIWI '156 427.5 12W� Material Properties; Mgledal- C1018 -C1622 HestTr6atmo,fil— Case Hartiiniid Case i6rdnessm­ Rockwell C St -M: #8.thru 12:,0047.60T eore.lfardmss__ Rockw of I C-32-40 PU-0fifty. 5c,legeedsrnln. PoIr, -qre :Decimal $ Metnq Conversions Disdairner., All test based on taborptary lests--ApproOdald safety Iii;i-tairs 51=10 bo -used by aw Owt or speoser. Determining lhb Opperjasfene� 13,thbt tesponsWily of the'usecor . specifier, Bacausq ap� condi ni,"q "'' we b3sumoho lIftbWly (or the use 61 NsInforination. Metric. Convifirsio6 Formulas" D4emal (O,klllmeterw DkIMhl X.25--4'= Wilbitiler 0,*W 00unds Foriie toNa;vtons , Pounds Force`x 4.440 = oewtons, BWEA qfastenervafr,6, mant R a uhsdi*idtested 46'O� ,toSAEAJ7Q,forseIf-d fasteners, U_ Need a custom designed fastener or application tests? Call our Fastening Design. i Engineering Center (216) 351-9933 Pdde, 5 Detemining,. Will Point Type & Add up total thickness that win: tie drilled (Iriciiade.iny :Voids anil. , insulafibri), 1216ter to drilling 8?material thickness on size charts. Pullout Values_ In Steel (Average Uftirhatepoiunds) 9 op 55 M, cm 20E am am= 28,98 26.90 r' -4S 9a Ij [ 143 2491. t Mom 22:011 - T 3Evnn. 20 IP T .9tMM logo pbw -k 2290 161P. k,oxr A LtpI 14 g) 1, �,07r_ t I.qiftvn 12,1P 20 Sit X296 298 j'%2&51 :343., 1000 4113,':1 :3.42ir," /.r ;,,2w) 0mti110 VIC' L�31tjt .7.92vm 3V I ,975 a1 16.ga 1.7' 1 S j 12.7WM Disdairner., All test based on taborptary lests--ApproOdald safety Iii;i-tairs 51=10 bo -used by aw Owt or speoser. Determining lhb Opperjasfene� 13,thbt tesponsWily of the'usecor . specifier, Bacausq ap� condi ni,"q "'' we b3sumoho lIftbWly (or the use 61 NsInforination. Metric. Convifirsio6 Formulas" D4emal (O,klllmeterw DkIMhl X.25--4'= Wilbitiler 0,*W 00unds Foriie toNa;vtons , Pounds Force`x 4.440 = oewtons, BWEA qfastenervafr,6, mant R a uhsdi*idtested 46'O� ,toSAEAJ7Q,forseIf-d fasteners, U_ Need a custom designed fastener or application tests? Call our Fastening Design. i Engineering Center (216) 351-9933 Pdde, 5 Detemining,. Will Point Type & Add up total thickness that win: tie drilled (Iriciiade.iny :Voids anil. , insulafibri), 1216ter to drilling 8?material thickness on size charts. Pullout Values_ In Steel (Average Uftirhatepoiunds) 9 op 55 M, cm am am am= 26 ga 26.90 r' 119 Ij [ 143 1 t4W.1 496 j _j 24.JI; tOj 193 J-M0Ij 215 1 216 2290 js248, 2.65 LtpI :M 1 1930, 1 109a 20 Sit X296 298 j'%2&51 :343., J,,y 355 1 'son )471 491 tsw.-, f SSS 1!" 1 .607 1 16.ga f 1137@ 703 I'llb" j 752 J697 2650' 14j0 18471 969 1,,9168 k IOGG 18881 1149 11.14,111' 1'2 ga 1`I-478, t 1634 PSW 1850 1-18611, 3.116` 1 . 1 .2990 1..:#111��j 4552, iaeaa� 5032 1503$; 06# Values In. Steel (Average Ultimate timaie Polinds) Installation- Recommendations 86,09,10:012 0 - 2:500 RPM 1147:9 Hdavy'CLdug4 01 - 2,*OqO'RPM 4-0 StaideSs SiOl' U - 1,000 RPJwl Feafim6M. should be InStalleid pergonAieutor to the fastening surfacip. Depth sen'strig poisepleipe should bd us4d'toli Im"Vont arvair torquing: TRIANGLE FASTENER "Specialty, Fas.ten.ers. & Service.s For ConsItuction .4 ga am Cm EZ UO am 7M am am= 26 ga 24 ga, t4W.1 496 j _j I I 22 g tPIN SW :1 -1 20:98 f, 7 Wq 740 1 728'1 1 769 1 1930, 1 109a 1,1845 ,1 1060- ;;1268 1 13% 1 1442 1 , is gi j E 1W 1 1620 1 1 2100. JiSO' 1498 t-15521 1970 1 1. .25,W 42603, 12:00 1986 - 12650 2650' 114- Installation- Recommendations 86,09,10:012 0 - 2:500 RPM 1147:9 Hdavy'CLdug4 01 - 2,*OqO'RPM 4-0 StaideSs SiOl' U - 1,000 RPJwl Feafim6M. should be InStalleid pergonAieutor to the fastening surfacip. Depth sen'strig poisepleipe should bd us4d'toli Im"Vont arvair torquing: TRIANGLE FASTENER "Specialty, Fas.ten.ers. & Service.s For ConsItuction .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 PROJECT INFORMATION Site Address: 34 FAVORITE CT Owner: Permit No: B07-1863 APN: 025-340-073 LAWRENCE, TIMOTHY Issued Date: 10/12/2007 By KEJ Permit type: MISCELLANEOUS 34 FAVORITE CT Subtype: Private Garage/Shop OROVILLE, CA 95965 Expiration Date: 10/11/2008 Description: DETACHED GARAGE 30X30 (530) 532-0622 Occupancy: Zoning: Contractor Applicant: Square Footage: FACTORY DIRECT METAL INC LAWRENCE, TIMOTHY Building Garage Remdl/Addn P.O. BOX 1898 34 FAVORITE CT 900 REDDING, CA 96001 OROVILLE, CA 95965 Other Porch/Patio Total (530)244-7510 (530)532-0622 900 FEE INFORMATION DBEH Building Review Fee $75.70 DBF Garage -Wood Frame Plan Che $233.56 DBMSC Garage/Shop/Strge Wood F $274.64 DBMSC Garage/Shop/Strge Wood F $75.70 DBSMIP Residential $2.16 Total Charged: $661.76 Fees Paid: $661.76 Balance Due: $0.00 Receipt No: B4965 LICENSED CONTRACTOR'S DECLARATION OWNER] BUILDER DECLARATION 1 .� Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License FACTORY DIRECT METAL INC 862138 / D-24 / 08/31/2007 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 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 basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects X 10/12/2007 the applicant to a civil penalty of not more than five hundred dollars [$500]; Please 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 WORKERS' COMPENSATION DECLARATION' - OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractor's 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, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by ❑ CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. The Contractor's 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 1838268 01/01/2008 Carrier. State Fund Policy Number: Exp. Dat e: Contractor's License Law.). (This section need not be completed if the permit is or onedollars ($100) or less. ❑ IAM EXEMPT u er action B. 8 P.C. for this reason: CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS - `SUED, 61, 11 I shall not toy any person in any manner so as to become subject to the Workers'ompensation R la of alifomia, and agree that if I should become subject to the workers' 10/12/2007 X compensation p vi ' ns of Section 3700 of the Labor Code, I shall forthwith comply with those O nets Signature Date .7ons X 10/12/2007 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 �. Sig tune Date WARNING: FAILURE TO 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 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 issue 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 o u ancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. Ater the above mentioned property for inspection purposes. I hereby certify that I am the pr r am author' ed to act a prype�rty� �owner's behalf. Te w 1M /-eL� kew 10/12/2007 CONSTRUCTION LENDING AGENCY f Name of Permittee [SIGN] Print Date 1 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) Owner ❑ Contractor OR. DAgent for Owner Agent for Contractor. FILE COPY Lender's Address City State Zip 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 www.buttecounty.net/dds www.buttegeneralplan.net REQUIRED SWIMMING POOL SAFETY UPGRADES (EFFECTIVE JANUARY 1, 2007) TO: All Single Family Residential Remodel and Modification Permit Applicants FROM: Scott Rutherford Manager, Building Division RE: Correction of Pool & Spa Hazards, Assembly Bill 2977 (Mullin) Chapter 478, Statutes of 2006 California Health and Safety Code Section 115928 DATE: February 28, 2007 To eliminate safety hazards on existing pools and spas, Assembly Bill 2977 (Chapter 478, Statutes of 2006), effective January 1, 2007, requires the installation of pool anti -entrapment covers whenever a building permit is issued for the remodel or modification of a single family home. The permit shall require that the suction outlet of the existing swimming pool, toddler pool, or spa be upgraded so as to be equipped with an anti -entrapment cover meeting current standards of the American Society for Testing and Materials (ASTM) or the American Society of Mechanical Engineers (ASME), ASME/ANSI Standard A 112.19.8. DECLARATION V/%%e/ The property located at V621 (C'� VI' l` has: (Check all that apply) ❑ a swimming pool ❑ a spa ❑ a wading /toddler pool ,does not have a swimming pool, spa, or wading/toddler pool If there is an existing swimming pool, spa, or wading/toddler pool, I understand that a pool anti -entrapment device is required at the above address in conjunction with my permit. I also understand that if a pool anti -entrapment device is required, the completed Installation Certification below must be received by the building inspector at final inspection. Please note that permits cannot receive final inspection approval without this certification. Iignck ow alat have read and understand the re uirements of AB 2977 and that the above is true and correct. ature Print Name Date Relationship to Project (please check one): Owner ❑ Agent for Owner ❑ Licensed Contractor ❑ Agent for Licensed Contractor Company Name INSTALLATION CERTIFICATION Contractor's State License Number For the property located at I hereby certify that an anti -entrapment cover meeting the current standards of the American Society for Testing and Materials, or the American Society of Mechanical Engineers is installed in the ❑ swimming pool ❑ spa ❑ wading /toddler pool Signature Print Name Relationship to Project (please check one): ❑ Owner ❑ Agent for Owner ❑ Licensed Contractor ❑ Other: Date ❑ Agent for Licensed Contractor If "Licensed Contractor" or "Agent for Licensed Contractor" is checked, please complete the following: Company Name Contractor's State License Number K:Forms/Building Forms/Swimming Pool Affidavit Anti -Entrapment Updated: 10/12/2007 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OF APPLICATION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" OWNER INFORMATION Last Name SGV f2G First Na�OT Mailing Address 341 javOQ1'7-E City n„ V1Lt StateC� Zip GY� Phone s_?2 �6 Z Z Fax E-mail ONTRACTOR Name 1&eT L Address / -7 7 t� of CityV� Stat. Zip��QD/ Phone .75�o Fax 0 E-mail Lic. # Class APPLICANT INFORMATION ARCHITECT/ENGINEER Name TC- Ao)klms A!Erloov �2 Address/&,z? s . Cit kW f 06i� State ziq?3�0� Phone O Fax _ E-mail State Licens N b r APPLICANT INFORMATION Name Q.l�% ENCC Address te� City/n„v/ • e W Occ. Zip "bl Phone S3 2- _L4 1: 2 ±Fa E-mail PERMIT NO. BG7, �$ BIN # PROJECT LOCATION AP# 025 — Property Address 3 Alv 40W / TC— CO[ZWC city //c Ca- 6S WORKER'S COMPENSATION Policy Number N 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 DESCRIPTIONOR SCOPE OF WORK: / / deed -E4- dd xha Sq FT- Living QEEge. Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): For office use only: Zoning % Flood Zone SRA Yes No Occ. Type Const. BUTTE COUNTY FEE SUMMARY 7 County Center Drive Oroville, CA 95965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Permit Number: B07-1863 Job Address: 34 FAVORITE CT Contractor: OWNER Printed: 08/30/2007 8:37 am Fee Description Account Number Fee Amount Paid Date Pmt Amt DBEH Building Review Fee 0021-540013-4614901-1010 $75.70 08/30/2007 $75.70 DBMSC Garage/Shop/Strge Wood F 0010440001-4210500-1010 $75.70 0010-440001-4210500-1010 $274.64 08/30/2007 $274.64 DBF Garage -Wood Frame Plan Che 0010-440001-4210500-1010 $233.56 08/30/2007 $233.56 DBSMIP Residential Printed By: Tammie Powell 1001-0-280-1011298 $2.16 661.76 $583.90 Balance Due: $77.86 At the time of permit appl'cation, I was advised the above fees are required prior to issuance of the permit. These fees may c nge ring the plan checking process.. Signature: ' Date: 08/30/2007 Pursuant to Government code Section 66020, you are hereby notified those items listed above may have 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 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. 0 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 at http://municit)alcodes.lexisnexis.com/codes/butteco/ Reference Number: B07-1863 Date: 08/30/2007 Location: 34 FAVORITE CT Parcel Number: 025-340-073 Owner Name: LAWRENCE, TIMOTHY Phone: (530) 532-0622 Description: DETACHED GARAGE 30X30 Signature of Property Owner: FILE Date: 08/30/2007 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 C National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment (LESS THAN 1 ACRE 1 Reference Number: B07-1863 Location: 34 FAVORITE CT Parcel Number: 025-340-073 Owner Name: LAWRENCE, TIMOTHY Description: DETACHED GARAGE 30X30 Date: 08/30/2007 By: TMP Sub Type: Private Garalze/Shop Phone: (530)532-0622 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: i1vu Title: %L, FILE Date: 08/30/2007 304. o®' PAIZC.F--L NUMBO: O25-3LI0-07.3 Q , 41, Z � N E O L35' wets" PROP r1.ThR pibp `^ SARAC,�% b I �tt01'O5Lb LAS . 60 CA5. PRtPARt-D By: � CUL DR 5.$e .:..:... O :. SCALE= 9i"= 40 . �' ���®gip . � u��- RECORDING REQUESTED BY Bidwell Title & Escrow Company AND WHEN RECORDED MAIL TO Name Timothy A. Lawrence Street 34 Favorite Court Address City, State Oroville, CA 95965 Zip Order No. 00231040-001 SPACE ABOVE THIS LINE FOR RECORDER'S USE Parcel No. GRANT DEED THIS FORM FURNISHED BY BIDWELL TITLE & ESCROW COMPANY The Undersigned Grantor(s) Declares) Documentary Transfer Tax is $385.00 ❑ City/Town of 0 computed on full value of interest or property conveyed, or 0 Unincorporated Area ❑ full valueless"value of l ensar enduinbrAnces rerriaimng at the time of sale ❑ Monument Fee of $10.00 FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Grant Roy and Anna Loren Roy , husband and wife hereby GRANT(s) to 3 Timothy A. Lawrence and Doris J. Lawrence, husband and wife, as Joint Tenants the following real property in the ❑ City of 0 Unincorporated Area County of Butte, State of California: SEE EXHIBIT A ATTACHED HERETO AND MADE A PART HEREOF Gra R y Document Date: May 25, 2007 pState of �atifernia vK . O, ".- County "of 0 �{, ahoma On'—-� ; .,:, before me, Notary Public, personally appeared C� Anna Loren Roy Grant Roy and Anna Loren Roy Personally known to me (or proved to me on the basis of satisfactory FOR NOTARY SEAL OR STAMP evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed o0oa u,, the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity j Cr to upon behalf of which the person(s) acted, executed the instrument. 0" f °sTi\'fIGHOe�P�� WITNESS my hand and official seal. Signatu 7 ( fit 6c MAIL TAX STATEMENTS TO: Same as Above BTEC/GRANTDEED Order No. 00231040-001 EXHIBIT A THE LAND REFERRED TO HEREIN IS DESCRIBED AS FOLLOWS: ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: PARCEL I: ALL THAT REAL PROPERTY DESCRIBED AS A PORTION OF PARCELS 3 AND 4, ACCORDING TO THAT CERTAIN PARCEL MAP FOR ANGELINA HODGSON, AS FILED FOR RECORD ON SEPTEMBER 11, 1991 IN BOOK 123 OF MAPS, AT PAGES 99 AND 100, LYING IN THE NORTHWEST QUARTER OF SECTION 1, TOWNSHIP 18 NORTH, RANGE -3 EA -ST,- M.--W.B:-& M:; "- BUTTE COUNTY, CALIFORNIA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHEAST CORNER OF SAID PARCEL 4, SAID CORNER BEING THE TRUE POINT OF BEGINNING, FOR THE HEREIN DESCRIBED PARCEL OF LAND; THENCE SOUTH 860 44' 58" WEST ALONG THE SOUTH LINE OF SAID PARCEL 4,352.04 FEET TO A ONE HALF INCH REBAR, TAGGED LS 4208; THENCE NORTH 090 39141" EAST, LEAVING SAID SOUTH LINE, 406.86 FEET, TO A ONE-HALF INCH REBAR TAGGED LS 4208; THENCE NORTH 860 44'58" EAST, 304.00 FEET, TO A POINT ON THE NORTH -SOUTH CENTERLINE OF SAID SECTION 1, ACCORDING TO SAID MAP, SAID POINT BEING MARKED BY A ONE HALF INCH REBAR TAGGED LS 4208; THENCE SOUTH 020 55' 11" WEST, ALONG SAID LINE'. 398.89 FEET TO THE POINT OF BEGINNING. PARCEL HEREIN IS PURSUANT TO A LOT LINE ADJUSTMENT APPROVED BY THE COUNTY OF BUTTE, BY DEED RECORDED JUNE 21, 2005, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 2005-35481 AND THIS IS THE RESULTANT DESCRIPTION. AP NO. 025-340-073 PARCEL II: A NON-EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS AND FOR PUBLIC UTILITIES, OVER ALL THAT REAL PROPERTY DESCRIBED AS A PORTION OF PARCELS 1, 2 AND 3, ACCORDING TO THAT CERTAIN PARCEL MAP FOR TED RUNGE, AS FILED FOR RECORD ON MAY 22, 2002 IN BOOK 154, MAPS AT PAGES 15 AND 16, LYING IN THE SOUTHWEST QUARTER OF SECTION 1, TOWNSHIP 18 NORTH, RANGE 3 EAST, M. D. B. & M., BUTTE COUNTY, CALIFORNIA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: THAT CERTAIN 60.00 FOOT WIDE STRIP, TOGETHER WITH THE 50.00 FOOT RADIUS CUL- DE-SAC AND 20.00 FOOT RADIUS RETURN AS IDENTIFIED ON SAID PARCEL MAP FOR TED RUNGE AS FAVORITE COURT. PARCEL III: -- Order No. 00231040-001 A NON-EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS AND FOR PUBLIC UTILITIES, 'OVER ALL THAT REAL PROPERTY DESCRIBED AS A PORTION OF PARCELS 1, 2 AND 3, ACCORDING TO THAT CERTAIN PARCEL MAP FOR TED RUNGE, AS FILED FOR RECORD ON MAY 22, 2002 IN BOOK 154, MAPS AT PAGES 15 AND 16, LYING IN THE SOUTHWEST QUARTER OF SECTION 1, TOWNSHIP 18 NORTH, RANGE 3 EAST, M. D. B. & M., BUTTE COUNTY, CALIFORNIA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: A STRIP OF LAND 60.00 FEET IN WIDTH, LYING SOUTHERLY OF, ADJACENT TO AND PARALLEL WITH THE FOLLOWING DESCRIBED LINE: COMMENCING AT THE NORTHWEST CORNER OF PARCEL 3, ACCORDING TO SAID MAP, SAID CORNER BEING THE TRUE POINT OF BEGINNING FOR THE HEREIN DESCRIBED LINE; THENCE NORTH 860 44'58- EAST, ALONG THE NORTH LINE OF SAID PARCEL, 60.00 FEET, =-TO TIS END QE.THE�ESCRIBED�IlYE_,_..__ _ .. NOTE: Property owner is responsible for determining r ' .,,locations of property lines and easements and r maintaining required setbacks from property lines and easements. A survey maybe m " ` required if determined necessary by the building official. All 31- a -- - ,� F L� O c`.• `., en O � � 44. Z o CJSNj 12 P �/ _ z . f� Go v39, 0 N 1 r,-j<C:�. FDM FACTORY DIRECT METAL PO BOX 991-898 REDDING, CA 96099 Phone: (530) 244-7510, 30'x 30'x 8'-0" Eave Height Steel Storage Shed (5' o.c. Frame Spacing) r BME COUNTY BUILDING DIVISIO 6wt., APPROVED I 1 PROJECT INFORMATION OWNER NAME: TIM LAWRENCE PROJECT ADDRESS: 34 FAVORITE CT. OROVILLE, CA 95965 SHEET INDEX DESIGN LOADS: DEAD LOAD: 5 PSF LIVE LOAD: 20 PSF SNOW LOAD: 16 PSF WIND LOAD: 75 MPH EXP. B SEISMIC .: ZONE 4 1- COVER SHEET 2-3' GENERAL NOTES 4- ROOF FRAMING PLAN 5- FOUNDATION PLAN 6- FRONT/BACK WALL FRAMING & TYP. INT.' FRAME ELEV. 7- RIGHT & LEFT SIDE WALL FRAMING B-9 CONNECTION DETAILS 10 MISC. INFORMATION NOTICE TO BUYER: NOTE: THESE CONSTRUCTION DRAWINGS AND STEEL BUILDING ENGINEERING INC. SUPPLIES SPECIFICATIONS ARE FOR BUILDING PERMIT TECHNICAL DRAWINGS PREPARED FOR PERMIT EVALUATION ONLY. THE CONTRACTOR OF RECORD PROCESSING BY THE LOCAL BUILDING DEPARTMENT. IS RESPONSIBLE FOR ERECTING THE STRUCTURE IN YOUR DEALER IS INDEPENDENT AND NOT A ACCORDANCE WITH THE MANUFACTURER'S CONTRACTOR OR AGENT OF STEEL BUILDING RECOMMENDATIONS. © ENGINEERING INC N . STEEL BUILDING ENGINEERING A B.QOX 1118 • SAN U25 08M, G 91107 (05) 516-&27 • FAX (05) 782-020 FACTORY DIRECT METAL STEEL STORAGE SHED COVER SHEET V SCALE: AS SHOWN I JOB NO.: SBE -0757-07 J ©COPYRIGHT 2007 STEEL BUILDING ENGINEERING INC. CHK: JC APPR: RA DWG. NO. OF: 1 10 REV: 0 STATEMENTS 1. THESE CONSTRUCTION DRAWINGS AND SPECIFICATIONS ARE FOR BUILDING PERMIT EVALUATION ONLY. THE CONTRACTOR OF RECORD IS RESPONSIBLE FOR ERECTING THE STRUCTURE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. 2. STEEL BUILDING ENGINEERING INC. SUPPLIES TECHNICAL DRAWINGS PREPARED FOR PERMIT PROCESSING BY THE LOCAL BUILDING DEPARTMENT YOUR DEALER IS INDEPENDENT AND NOT A CONTRACTOR OR AGENT OF STEEL BUILDING ENGINEERING INC. These drawings, notes and details are instruments of service and are the property of STEEL BUILDING ENGINEERING INC. All drawings, information, specifications, ideas, designs and arrangements represented within these documents shall remain the property of STEEL BUILDING ENGINEERING INC. No part thereof shall be copied, disclosed to others or used in connection with any work or project other than the specific project for which they have been prepared, developed and licensed, without the expressed written consent of STEEL BUILDING ENGINEERING INC. COPYRIGHT 2007. STEEL BUILDING ENGINEERING INC. These plans and specifications are instruments of service prepared for contract construction work and shall be used only under specific agreement and license with STEEL BUILDING ENGINEERING INC Contractor shall verify all dimensions and existing conditions. Report any discrepancies to STEEL BUILDING ENGINEERING INC. prior to commencing work. Material contained in these documents may not be reproduced in whole or in part without the written consent of STEEL BUILDING ENGINEERING INC. These plans are the property of STEEL BUILDING ENGINEERING INC. and may only, be used for the project as specified in the contract or licensing agreement. GENERAL NOTES 1.0 DESIGN CRITERIA: 1.1 DESIGN CODES & REFERENCES 2001 Edition of the California Building Code Steel Allowable Stress Design, Ninth Ed. (AISC) Concrete Reinforced Concrete Design Handbook (ACI) Ultimate Strength Design Handbook (ACI) 1.2 DESIGN LOADS Dead Load: Structure Weight Live Load: CBC Sec. 1607 Snow Load: 16 psf Wind Load: 75 mph, Exp. B Seismic Load: Zone 4, O.M.R.F. 1.3 DESIGN MATERIALS & STRESSES Steel Tubing Manufactured per ASTM—A500 Carbon Steel 16-22 Gauge — cold rolled steel 16-7 Gauge _— hot rolled steel Hot Dipped Galvanized ASTM A-123 and ASTM A-153 Bolts Anchor Bolts: ASTM A-36 or better Machine Bolts: ASTM A-307 or better Reinforcing Steel ASTM A -615-76A Grade 40: #4 bars and smaller Fy = 40,000 psi Grade 60: #5 bars and larger Fy = 60,000 psi Concrete Normal Weight F'c = 2500 psi in 28 days Soil Foundations have been proportioned based on an allowable soil bearing value of 1000 psf (w/ 1/3 increased for seismic) in accordance with the 1997 UBC, the 2001 CBC. © COPYRIGHT FACTORY DIRECT METAL DRWN: NG 06 14 07 DWG. N0. e40i •STEEL BUQ.DING• STEEL STORAGE SHED CHK: JCP06 14 07 ENGINEERINGGENERAL NOTES APPR: RA 06/14/07 OF: 10 P.(90) 3618• SAN FAX oma G 260 SCALE: NONE JOB NO.: SBE -0757-07 REV: 0 (60.5) 516-&17 •FAY (B01) 787-0i60 2.0 GENERAL NOTES: 21 CONCRETE SPECIFICATIONS 1. All concrete shall be normal weight and attain a minimum compressive strength of 2500 psi in 28 days. All concrete edges, corners, and intersections shall be tooled or chamfered I" whether or not shown on the drawings. 2. The maximum concrete slump shall be: .Slobs ..... 3" +1° All other work ..... 4" +1" 3. The minimum cement content shall be 5 M sacks per cu yard and shall be a standard brand type It, low alkali, per ASTM C-150. 4. Any water reducing agents added shall be used to reduce the water/cement ratio. 5. Aggregate shall conform to ASTM C-33. Maximum aggregate size shall be I" U.O.N. Use 1/4" aggregate for slabs on grade. 6. Anchor bolts to be full diameter, cut thread made from ASTM A-36 steel by on American manufacturer and installed per "Lateral Requirements" on the following pages. 7. Curing: Freshly deposited concrete shall be protected from premature drying and excessively hot or cold temperatures, and shall be maintained with minimal moisture loss at a relatively constant temperature for the period of time necessary for the hydration of the cement (typically 7 days) 8. Special Inspection is NOT required for the footing concrete •22 CONCRETE REINFORCING SPECIFICATIONS 1. All reinforcing steel shall be continuous. Splices in reinforcement shall NOT be made at or near points of maximum stress. Splices shall be lapped not less than 30 bar diameters and in no case less than 24". Reinforcing bars shall have minimum bend radius of 6 times the bar diameter. Bars shall not be heated to facilitate bending. Once bent, steel shall not be straightened. 2. Reinforcing bars to be deformed bars conforming to ASTM A -615-76A: #3 & #4 .... Grade 40; #5 & larger... Grade 60 3. All reinforcing steel, shall be accurately positioned and adequately tied, using proper chairs and bolsters. Nails in wall or stem wall forms will not be acceptable. Supports and chairs placed against exposed surfaces shall be galvanized or provided with plastic feet. 4. Concrete cover over reinforcing is required as follows: 3°....where concrete is exposed to and cast against earth. 2 ..... where concrete is exposed to earth but cast against formwork. 1 X"....where not exposed to earth or weather. 2.J SOIL SPECIFICATIONS 1. Minimum required soil bearing (DL+LL) to be 1000 psf. 2. Expansive index =------- (assumed* / from report) 'verification may be required by building official 3. It is recommended that on building sites exhibiting characteristics of instability, a soils investigation be performed (unless waived by the local building review agency). Any deviation from the design values shall be brought to the engineers' attention. 4. All required fill and backfill shall be compacted to at least 90% of maximum density unless otherwise noted on a soils report. 24 STEEL SPECIFICATIONS 1. All structural steel plates, bar, angles and channels shall conform to ASTM A36 Standards. 2. All steel tube products shall be manufactured per ASTM—A500 Grade A-1008 and 1010 Carbon Steel Grade B-1010 thru 1022 Carbon Steel/ 15 gauge and heavier Grade C-1015 thru 1022 Carbon Steel/ 15 gauge and heavier 3. Carbon Steel used shall conform to the following: 16 gauge — 22 gauge (cold rolled steel) 16 gauge — 7 gouge (hot rolled steel) 4. Wall thickness: Cold rolled tubing (see table 9 of ASTM A-513) Hot rolled tubing (see table 6 of ASTM A-513) 5.,. Bending Radius: (Minimum Workable) 2 X to 3 times the outside diameter (round) 3 X to 5 times the outside dimension (shapes) COPYRIGHT ENGINEERING . N . STEEL BUII.DING FACTORY DIRECT METAL DRWN: NG 06114107 -"'DWG. N0. 7 ENGINEERING STEEL STORAGE SHED CHK: JCP 06/14/07 A GENERAL NOTES APPR: RA 06114107 OF: 10 P W5) UWIS&- SIN FAX 086)0. - 85/05 SCALE: NONE JOB NO.: SBE -0757-07 REV: 0 (BOS) 516 -BID • FAX (805) 787-0780 z J LJ W O J Cn ' J Lr) W W W W W W W lb a a a a a a a W W W W W W W M m m m m m m In 1=- 1 F=- 1-- 2 1=- F=- O W ___._____ _ __—____ _ _._.___ ___.__—._—.—._.—_—._.____ N W W CD W W W W W0 C C C IY K K Q: O J GD m M M M M M M M M I-- X X X X X X X = N N 1 N N N N N Z LU J D W 0- (D 0 1n O to to Roof Decking 360.00" (30'-0" ) 6 bays @ 60.00" o.c. (Ref.) ROOF FRAMING PLAN SCALE: NTS 8' STITCH SCREW 1/4-14 x 1/8' i AT 30' O.C. 2X3 RAFTER _ 26 GA. METAL ROOFING SHEATHING ON RAFTER DETAIL 7 SCALE: NTS TIM LAWRENCE STEEL BUILDING COPYRIGHTENGINEERING INC. • N .'STEEL BUILDING FACTORY DIRECT METAL DRWN: NG 06/1 07 DWG. N0. 7 ENGINEERING STEEL STORAGE SHED CHK: JCP 06/14/07 • I N U. 0 It P 0A E U ROOF FRAMING PLAN APPR: RA 06/14/07 OF: 10 P.OMX(05) MIS 6SU-M718• SAN U65 e95Pe78t , G _CrALE: AS SHOWN JOB NO.: SBE -0757-07 REV: 0 (B0.T) eQ7 • FAX ((1505)160 , r 7.00" (TYP 1 46.00" 74.00" 60.00" 60.00" 60.00" 46.00" A v d ° v 0CD v v d v C:- e o � ° d v d 0 e vd v 0 d d v o v v d d ° d � 0 0 v. i 4" Concrete Slab w/ 6/6/10/10 coo e M v . Welded Wire Fabric d � a . p tD M OCD G d ° d v p O � d ° dd v v o d d e v v cd ° d ' v v d a 0 d' v d c o d. v' v ° d' o M v c d v. d d v d v 0 o v ° d d d d S d v v, A r 60.00" T 60.00" 60.00" � 60.00" 60.00" � 46.00" j FOUNDATION PLAN SCALE:1 8 = 1 -0 See Plan 4" Slab r/ 6/6/10/10 WWF 8" Thickened Edge Perimeter Footing FOUNDATION SECTION A -A SGLE: Nis r/ 1-/4 Bar on top Post /-2"x3" LEGEND 1/2"0 ITW/Ramset Wedge Anchor 2"x2" Base Rail • ITW/RAMSET REDHEAD WEDGE ANCHOR 8" Thickened Edge Concrete Slab III 2"x3" RECT. TUBING • ■ 2"x2" SQUARE TUBING ITW/RAMSET WEDGE ANCHOR DETAIL SGLE: NTS OPYRIGHT LAWRENCEITIM STEEL BUILDIN�GC NGINEER NG IINC� • • FACTORY DIRECT METAL DRWN: NG 06/14/07 M. N0. N N .STEEL BUILDING• ��';' ENGINEERING STEEL STORAGE SHED CHK: JCP 06/14/07 FOUNDATION PLAN APPR: RA 06114107 OF: 10 P.0.Wx 1619• SAN un 035M. G 9510.1 (60.5) s16-e1n • FAX 360.00" (30'-0") (eas) raz-oz69 SCALE: AS SHOWN JOB NO.: SBE -0757-07 REV: 0 FRONT WALL FRAMING SCALE: 1/8' = V-D- Decking t2 3F-7 r - x � x Y W S Q > d W B � O _I m 00C. c0 Mao D.1" ri B a a 60.00" 60.00" 60.00" 60.00" 60.00" 60.00- 360.00- (30'-0°) BACK WALL FRAMING SCALE: 1/8" = 1'-0' �..� 2'.2SQUARE TUBING ALL WEB MEMBERS) 3 Metal Decking x Y 2 S 2'a2' SQUARE TUBING a Q w I 0 0 0 v rn 360.00" (30'-0`) r TYPICAL INTERMEDIATE FRAME NOTE: SCALE: ,/B• = V -D• ALL FASTENERS ON EXTERIOR FACE OF FRAMING ARE TO BE FLAT HEAD SCREWS. © COPYRIGHT 20071 STEEL BUILDING ENGINEERING INC. FACTORY DIRECT METAL DRWN: NG 06/14 07 DWG. N0. N ITSTEEL EERING STEEL STORAGE SHED CHK: JCP 7 ' ENGINEERING 06/14/07 FRONT/BACK WALL FRAMING & TYP. INT. FRAME ELEV. APPR: RA 06114107 OF: 10 "�-;,n.;AX(� M-8�" SCALE: 1/8" = 1'-0" JOB NO.: SBE -0757-07 REV: 0 6 bays @ 60.00" o.c. (Ref.) 360.00" (30'-0") RIGHT SIDE WALL FRAMING SCALE: 3/16" = 1'-0" D.-; n...w.... 6 boys @ 60.00" o.c. (Ref.) 360.00" (30'-0") LEFT SIDE WALL FRAMING SCALE: 3/16" = 1'-0" TIM LAWRENCE STEEL BUILDING ENGINEERGHT ING00 INC. FACTORY DIRECT METAL DRWN: NG 06 14 07 DWG. N0. N . STEEL BUILDING STEEL STORAGE SHED CHK: JCP 06/14/07 ENGINEERING RIGHT & LEFT SIDE WALL FRAMING APPR: RA 06/14/07 OF: 10 • A Pa 5) S4&- sup wa o®o 2- 260 SCALE: 3116" = 1'-0" JOB NO.: SBE -0757-07 REV: 0 (ws) sis-ern • FAX (eas) ra-�w L `".I3/4" x18 GA. B-15 BRACKET WITH MIN. 2 2 x I. TEK SCREWS TO EACH MEMBER. ONE BRACKET ON EACH SIDE OF CONNECTION. (T VERTICAL TO RAFTER DETAIL 1 SCALE: AS SHAWN t WITH BRACKET, rx5-3/4', IB W \ I� WITH M0. (3) /12 x 1' iET( SCREWS EACH MEMBER. ONE BRACKET ON EACH SIDE OF CONNECTION. TRIM BRACKET TO SLOPE OF RAFTER. 2'x3' ODOR POST 3DOOR HEADER DETAIL SCALE: AS SHOWN B-57 BRACKET, 7-x5-3/4', IB CA. VAIN MP. (3) /12 x I' TEx SCREWS TO EACH MEMBER. ONE BRACKET ON EACH SIDE OF CONNECTION. TRIM BRACKET TO SLOPE OF RAFTER O O o—o—o 2'x3' SIDE POST 1 HEADER 2'x2' TRUSS BRACE C ' 6"xl 3/4"08 CA B-15 BRACKET WITH YIN. (2) /12 x I' TEK SCREWS TD EACH MEMBER ONE BRACKET ON EACH SIDE OF CONNECTION. 2'xY VERTICAL 2'x3' HEADER VERTICAL TO HEADER DETAIL L SCALE: AS SHOWN . B-57 BRACKET, rx5-3p•. IS CA. WITH MRI. (3) /12 x I' TEK SCREWS TO PEAK EACH MEMBER ONE BRACKET ON EACH SIDE OF SLOPOF RE TRIM BRACKET TO SLOPE OF RAFTER 2'x2* WEB MEMBER (-4' TRUSS DETAIL `+ SCALE: 1" = 1'-0" N O Metal Tube (1) J12 x 1" 5" TEK Screws 2"x3" Ratter r2"x3" / Vertical Unit 5 BOTTOM CHORD CONNECTION DETAIL CORNER BRACE DETAIL SCALE: AS SHOWN (�) SCALE: 1 = 1'-0" © COPYRIGHT NG ENGINEERR . H .STEEL BUILDING FACTORY DIRECT METAL DRWN: NG 06/1 07DWG. N0. 7 ENGINEERING STEEL STORAGE SHED CHK: JCP 06114107 A CONNECTION DETAILS APPR: RA 06/14/07 FF: 10 P. 3618• 7 -IOFAY (805) 782-0560 6 Din. 2- U403(m) 516-8.27 SCALE: AS SHOWN JOB NO.: SBE -0757-07 REV: 0 (BNS) VERTICAL CORE POST CORE PIN MADE FROM STAINLESS STELL FRAMING SCREWS 14 GA. STEEL TUBING - 331/4" BASEPLATE MADE FROM I� CORE PIN WELDED TO 2' X 3' 14 GA �� BASEPLATE THE 2'X3' BASEPLATE GALVENIZED STEEL TUBING 3" (-l-'� COLUMN TO BASERAIL DETAIL � SCALE: AS SHOWN 2' X 3' GALVENIZED �yW / STEEL RAFTER 2' X 3' GALVENIZED STEEL MEMBER \ 1-3/4'X 2-3/4'14 GA STEEL CORE INSERT z CORNER TO RAFTER DETAIL "BK 40" Jr CORNER DETAIL SCALE: 3/4" = 1'-0" 1-3/4'X 2-3/4'14 STEEL CORE INSERT X 3' GALVENIZED TFL MEMBER L COLUMN TO CORNER DETAIL 2' X 3' GALVENIZED STEEL PEAK 2' X 3' GALVENIZED STEEL RAFTER 1-3/4'X 2-3/4'14 GA STEEL CORE INSERT >AR AFTER TO PEAK DETAIL `FALE: 3/4" = 1'-0" 15.00" 15.00" PEAK (�)-PEAK DETAIL SCALE: 3/4" = 1'-0" © COPYRIGHT 2007 GENGINEERINGIC • H. STEEL BUILDING FACTORY DIRECT METAL DRWN: NG 06/1 07 DWG. N0. 7 ENGINEERING STEEL STORAGE SHED CHK: JCP 06114107 A CONNECTION DETAILS APPR: RA 06 14 07OR 910 P(N5) 5618• SAN LXX (05) G &1181 SCALE: AS SHOWN JOB NO.: SBE -0757-07 REV: 0 (BLLS) 516127 • FAX (B65) 785-816D 1_m� #12 x 1" SELF -DRILLING SCREW USED IN MOST JOINING APPLICATIONS 36.00" (COVERAGE) 9��0 METAL DECKING PROFILE (WALLS) 26 GA. GRANDBEAM S Ix=0.015, Sx=0.0194 Fy=80e61. 2"x2" SQUARE TUBING 14 Ga., Ix = 0.3481, Sx = 0.3482 Fy = 50 ksi. 2"x3" RECT. TUBING 14 Go., Ix = 0.9101, Sx = 0.6067 Fy = 50 ksi. SCHEDULE METAL DECKING 26 Go. GRANDBEAM S Fy = 80 ksi. 2"x2" SQUARE TUBING 14 Go. Fy = 50 ksi. 2"0" RECT. TUBING 14 Go. ry = 50 ksi. GAGE NO. 10 11 12 14 15 16 18 20 22 24 26 29 30 DESIGN THICKNESS, INCHES 0.1345 10.1196 1 0.1046 0.0747 0.0673 0.0598 0.0478 0.0359 0.0299 0.0239 0.0179 0.0135 0.0120 FACTORY DIRECT METAL DRWN: NG 06/17/-0-7")DWG. N0. *9: GINEEEL ,DING. STEEL STORAGE SHED CHK: JCP 06 14 07ONGINEERING MISC. INFORMATION APPR: RA 06/14/07 OF: 10 P.(M5) 5618• SIN FAX (M)08M- 95107 SCALE: AS SHOWN JOB NO.: SBE -0757-07 REV: 0 (80.5) 516-8IZ7 • FAX (80.5) 782-OZM STRUCTURAL CALCULATIONS for a 30' x 30'x 8'-0" eave height STEEL STORAGE SHED (5' Frame Spacing) (18 Pages) Factory Direct Metal PO Box 991-898 Redding, CA 96099 Owner Name: Tim Lawrence Project No. ADG-0757-07 June 14, 2007 THE ADAMES DESIGN GROUP 1600 WILSON STREET SAN LUIS OBISPO, CA 93401 (805) 801-2332 Prepared by: N. GODOI Checked by: R. ADAMES Engineer's Seal THE ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI PAGE DESIGN GROUP Project No. ADG-0757-07 Checked by: R. ADAMES 2 of 18 TABLE OF CONTENTS 1.0 Design Criteria 1.1 Design Codes and References 3 1.2 Design Loads 3 1.3 Design Materials and Stresses 3 2.0 General Notes 2.1 Concrete Specifications 4 2.2 Soil Specifications 5 2.3 Steel Specifications 5 3.0 Design Parameters 6 4.0 Structural System 7 5.0 Structure Loads 5.1 Vertical Loads 7 5.2 Lateral Loads 8 5.3 Load Combinations 8 6.0 Structural Analysis . 6.1 Roof & Wall Sheathing Design 9 6.2 Check Anchor Bolts at Base Rail 10 6.3 Check 3x2 Column 11 6.4 Check Moment Resisting Elbow Connection 11 6.5 Column Footing 12 6.6 Check Truss 13 6.7 Anchorage to Resist Uplift 14 6.8 Allowable Loads for TEK Screws & Metal Sheathing 15 6.9 Check Metal Sheathing Acting as a Vertical Diaphragm 16 7.0 Structure Sketches, Figure 7.1- Structure Plan 17 Figure 7.2- Typical Frame 17 Figure 7.3- Front Wall Framing 18 Figure 7.4- Back Wall Framing 18 Figure 7.5- Side Framing 18 THE ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI PAGE DESIGN GROUP I Project No. ADG-0757-07 Checked by: R. ADAMES 3of 18 1.0 DESIGN CRITERIA: 1.1 DESIGN CODES & REFERENCES • 1997 Edition of the Uniform Building Code 2001 Edition of the California Building Code Steel Allowable Stress Design, Ninth Ed. (AISC) Concrete Reinforced Concrete Design Handbook (ACI) Ultimate Strength Design Handbook (ACI) 1.2 DESIGNLOADS Dead Load: Structure Weight Live Load: 20 psf Wind Load: 75 mph, Exp. B Snow Load: 16 psf Seismic Load: Use Group 1, Category D 1.3 DESIGN MATERIALS & STRESSES Steel Tubing Manufactured per ASTM -A500 Carbon Steel 16-22 Gauge — cold rolled steel 16-7 Gauge — hot rolled steel Hot Dipped Galvanized ASTM A-123 and ASTM A-153 Bolts Anchor Bolts: ASTM A-36 or better Machine Bolts: ASTM A-307 or better Reinforcing Steel ASTM A -615-76A Grade 40: #4 bars and smaller Fy = 40,000 psi Grade 60: #5 bars and larger Fy = 60,000 psi Concrete Normal Weight F'c =2500 psi in 28 days < Soil Foundations have been proportioned based on an allowable soil bearing value of 1000 psf (w/ 1/3 increased for seismic) in accordance with the 1997 UBC, and the 2000 IBC. THE ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI PAGE P=- I DESIGN GROUP I Project No. ADG-0757-07 Checked by: R. ADAMES 4 of 18 2.0 GENERAL NOTES: 2.1 CONCRETE SPECIFICATIONS 1. All concrete shall be normal weight and attain a minimum compressive strength of 2500 psi in 28 days. All concrete edges, corners. Slabs....................3" t 1" chamfered %" whether or not shown on the drav All other work ......... 4" f 1" 2. The maximum concrete slump shall be: 3. The minimum cement content shall be 5 '/2 sacks per cu yard and shall be a standard brand type II, low alkali, per ASTM C-150. 4. Any water reducing agents added shall be used to reduce the water/cement ratio. 5. Aggregate shall conform to ASTM C-33. Maximum aggregate size shall be 1" U.O.N. Use %" aggregate for slabs on grade. 6. Anchor bolts to be full diameter, cut thread made from ASTM A-36 steel by an American manufacturer and installed per "Lateral Requirements" on the following pages. 7. Curing: Freshly deposited concrete shall be protected from premature drying and hot or cold temperatures, and shall be maintained with minimal moisture loss at a relatively constant temperature for the period of time necessary for the hydration of the cement (typically 7 days) 8. Special Inspection is NOT required for the footing concrete. 2.2 CONCRETE REINFORCING SPECIFICATIONS 1. All reinforcing steel shall be continuous. Splices in reinforcement shall NOT be made at or near points of maximum stress. Splices shall be lapped not less than 30 bar diameters and in no case less than 24". Reinforcing bars shall have minimum bend radius of 6 times the bar diameter. Bars shall not be heated to facilitate bending. Once bent, steel shall not be straightened. 2. Reinforcing bars to be deformed bars conforming to ASTM A -615-76A: #3 & #4..................Grade 40 #5 & larger...............Grade 60 3. All reinforcing steel, shall be accurately positioned and adequately tied, using proper chairs and bolsters. Nails in wall or stem wall forms will not be acceptable. Supports and chairs placed against exposed surfaces shall be galvanized or provided with plastic feet. 4. Concrete cover over reinforcing is required as follows: 3" ............ where concrete is exposed to and cast against earth. -2 .............. where concrete is exposed to earth but cast against formwork. 1 '/2 ........... where not exposed to earth or weather. IMTHE ADAMES SUBJECT: STEEL STORAGE I Prepared by: N. GODOI I PAGE l . DESIGN GROUP I Project No. ADG-0757-07 Checked by: R. ADAMES I 5 of 18 I 2.3 SOIL SPECIFICATIONS 1. Minimum required soil bearing (DL+LL) to be 1000 psf. 2. Expansive index= (assumed* / from report) *verification may be required by building official 3. It is recommended that on building sites exhibiting characteristics of instability, a soils investigation be performed (unless waived by the local building review agency). Any deviation from the design values shall be brought to the engineers' attention. 4. All required fill and backfill shall be compacted to at least 90% of maximum density unless otherwise noted on a soils report. 2.4 STEEL SPECIFICATIONS 1. All structural steel plates, bar, angles and channels shall conform to ASTM A36 Standards. 2. All steel tube products shall be manufactured per ASTM -A500 Grade A-1008 and 1010 Carbon Steel Grade B-1010 thru 1022 Carbon Steel/ 15 gauge and heavier Grade C-1015 thru 1022 Carbon Steel/ 15 gauge and heavier 3. Carbon Steel used shall conform to the following: 16 gauge — 22 gauge (cold rolled steel) 16 gauge — 7 gauge (hot rolled steel) 4. Wall thickness: Cold rolled tubing (see table 9 of ASTM A-513) Hot rolled tubing (see table 6 of ASTM A-513) 5. Bending'Radius: (Minimum Workable) 2 '/2 to 3 times the outside diameter (round) 3 '/2 to 5 times the outside dimension (shapes) H THE ADAMES SUBJECT: STEEL STORAGE SHED Prepared by: N. GODOI PAGE DESIGN GROUP Project No. ADG-0757-07 Checked by: R. ADAMES 6of 18 3.0 DESIGN PARAMETERS: Building Dimensions' Width •;r�0 ft Roof Rise d ?3 LengthMk30 ft Roof Rung Eave Heightk 8; ft Frame Spacing�5t,6 ft _' Header Length 1"6 ft Post_ Number of Post in Transverse Direction 2 " Number of Post in Longitudinal Direction? (6 Bays'@ 60" o.c.) l Occupancy Category 4 Standard Occupancy Structures l EnclosureallyEnclosetl ' Closest Distance to Seisirnic Source Elbow Connection Brace Horizontal Length z y< E y 1i8 m Brace Vertical Len gth 00 sm z X18 in Soil,Type: Ue�iy Foundation Type: » . Slab on;Gra"'e > Anchor Type: RedHead Slab Thickness E in Pier Diameter: NSA � in Concrete Density lbs/ft^3 - Peir Depth Nii4 in . Roof Sheathing Roof Sheathing Gage: Roof Sheathing Direction:, Roof Purlin Spacing: N/A�`���k ft c.c. -Wall Sheathing. Wall Sheathing Gage: ?6Gar Wall Sheathing Direction: ���� o �zontal Wall Girt Spacing: NIA.f , ft c.c. Truss.Type:ra;�:N�... S'tandar`.d Truss7�1�� THE ADAMES SUBJECT: STEEL STORAGE SHED Prepared by: N. GODOI PAGE DESIGN GROUP Project No. ADG-0757-07 Checked by: R. ADAMES d 7of 18 4.0 STRUCTURAL SYSTEM 4.1 ROOF SYSTEM — Steel decking over steel tube rafters. Diaphragm will be considered flexible for calculation purposes. 4.2 WALL SYSTEM- Longitudinal- 03ht E eBearinQ.Wall System; - Transverse - Ordinary Moment Resisting Frame 4.3 FLOOR SYSTEM — 4" concrete slab on grade 4.4 FO UNDA TION SYSTEM — 5.0 STRUCTURE LOADS 5.1 VERTICAL LOADS 5.1.1 RoofLoads Dead Loads (Estimated) 8" thickened edges with ITW/RAMSET Redhead wedge anchors Decking: 2.0 psf Framing: 1:.5. psf Misc.: 1.5 psf Total 5.0 psf 5.1.2 Wall Loads Dead Load (Estimated) Steel Siding over Tubing: 1: .5 psf Total 5 psf 5.1.3 Floor Loads Dead Loads (Estimated) Concrete Slab: 144 ' , psf Total 144 psf Live Load 1. 20 psf Snow Loadl 16 ; psf Live Load psf Live Load psf Not applicable for floor type. e THE ADAMES SUBJECT: STEEL STORAGE SHED DESIGN GROUP I Project No. ADG-0757-07 5.2 LATERAL LOADS 5.2.1 Wind Loads Site Conditions Wind Speed: , 75, mph Wind Pressure: 14.5 psf Exposure: S <; Iw: 1 P = CeCggjw Method 1 (Normal Force Method) Ce= 0.62 (Structure Less Than 20' Tall) by: N. GODOI by: R. ADAME; CBC Table 16-F CBC Table 16-K UBC Sec. 1620 UBC Sec: 1621.2 CBC Table 16-G CBC Table 16-H PAGE Sof 18 Pwall 7 psf Inward Proof -11 psf Outward 5.2.2 Seismic Loads Total Design Base V = 3 Ca W CBC Sec. 1630.2.3.2 R Na-- 1.0 CBC Table 16-S Ca=0.40Na= . 0.4 R=1777777-",,5,-,,= CBC Table 16-N V= 0.27 W 5.3 LOAD COMBINATIONS Using Working Stress Design for Streel Structures (Reference CBC Section 1607.4.2) 1) DL + LL = 5 + 20 = 25 psf 2) DL + W= 5+ -11 = -6 psf 3)DL+S=5+16= 21 psf DL + LL Governs 25 psf Note: Floor DL and LL is excluded due to Slab on Grade Prim Frariie S y sten& G p; .s Roof Leeward -1.2 (0.62)(-1.2)(14.5)(1) -10.79 Roof Windward 0.9 (0.62)(0.9)(14.5)(1) 8.09 Roof Windward -1.2 (0.62)(-1.2)(14.5)(1) -10.79 Wall Leeward -0.5 (0.62)(-0.5)(14.5)(1) -4.50 Wall Windward 0.8 (0.62)(0.8)(14.5)(1) 7.19 CBC Table 16-F CBC Table 16-K UBC Sec. 1620 UBC Sec: 1621.2 CBC Table 16-G CBC Table 16-H PAGE Sof 18 Pwall 7 psf Inward Proof -11 psf Outward 5.2.2 Seismic Loads Total Design Base V = 3 Ca W CBC Sec. 1630.2.3.2 R Na-- 1.0 CBC Table 16-S Ca=0.40Na= . 0.4 R=1777777-",,5,-,,= CBC Table 16-N V= 0.27 W 5.3 LOAD COMBINATIONS Using Working Stress Design for Streel Structures (Reference CBC Section 1607.4.2) 1) DL + LL = 5 + 20 = 25 psf 2) DL + W= 5+ -11 = -6 psf 3)DL+S=5+16= 21 psf DL + LL Governs 25 psf Note: Floor DL and LL is excluded due to Slab on Grade 7�THE ADAMES SUBJECT: STEEL STORAGE SHED Prepared by: N. GODOI PAGE DESIGN GROUP Project No. ADG-0757-07 Checked by: R. ADAMES • 9of 18 6.OST RUCTURAL ANALYSIS 6.1 ROOF SHEATHING AND SHEAR WALL DESIGN 6.1.1 Roof Contribution Roof LL Roof DL DL + LL = 25 psf (5 psf)(30 ft) = 150 lb/ft 6.1.2 Wall Contribution DL at mid -height = (5 psf )(8ft /2 ) = 20 plf 6.1.3 Lateral Contribution Wind = (7 psf x (8 ft /2) + (11 psf x 3.75 ft) = 69 plf Seismic = ( 0.27 )( 150 plf + 20 plf) = 46 plf 69.25 plf > 45.9 plf Wind Governs Roof Sheathing 3.75 ft �— 4 ft CD X �- y' � PLAN ELEVATION Unit Shear in transeverse direction, Based on 5 ft. c.c. frame spacing v = 69.25 Of x 5 ft = 173 lbs/post 2 Posts Unit Shear Longitudinal Direction: v = 0 1 psf x 0.5 x 3.75 ft x 30 ft)+(7 psf x (8 ft/2) x 30ft) _ 2 x 7 Posts 6.1.4 RooiPressure due to Wind Load Pressure Load at Roof is 11 psf (Outward) Use 26 Ga. Fabral's Metal Sheathing. Rated at 31 psf Wind Load, 24 psf Live Load, for a 5' span. Fasten to rafters per manufacturers instructions, using No. 12-14 sheet metal screws reated at 1,620 lbs shear or bearing and 752 lbs pullout. 104 lbs/post G TME ADAMES SUBJECT: STEEL STORAGE SHED Prepared by: N. GODOI PAGE DESIGN GROUP I Project No. ADG-0757-07 Checked by: R. ADAMES 109 18 6.2 CHECK ANCHOR BOLTS AT BASE OF POSTS Total shear load transferred to base from roof diaphram along tranverse axis: R = 173 lbs; So, for one 1/2" dia. 1TWLRamset Red.H:ead Wedge Anchor embeded a min. 2 1/2" into 2000 psi concrete with 1 1/2 in. edge distance and 5 ft o.c. spacing, allowable shear is 1190 lbs. And allowable tension is 580 lbs without special inspection. Reference ICBG #ER -1372 Table 3. Thus, 173.125 lbs/ 1.190 lbs= 0.15 say 1 bolt min. at each column for shear transfer. THE ADAMES III DESIGN GROU 6.3 CHECK COL UMN K = 1.2 Try 2x 14 Bending SUBJECT: STEEL STORAG Project No. ADG-0757-07 by: N. GODOI PAGE by: R. ADAMES 111of 18 (Cross SectioniP,fo ertie'7 Sx 0.619 in A 0.725 in Ix 0.928 in ry 0.826 in rx 1.131 in 1875 Ibs w = 7 psf x 5 ft= 35plf / 2 columns = 17.5 plf 10 M = wl^2 / 8 = ( 17.5 plf)( 8 ft)/12 / 8 = 140 lbs -ft fb = M/Sx = 140 lb -in /0.619 in^3 = 2.72 .ksi 10 Fb = 33 ksi 33 ksi > 2.72 ksi w= 17.5 plf 11 8 ft Bending O.K. Shear V= 17.5pif (8 ft )/2 = 70 lbs fv = 1.5V/A = 1.5(70 lbs)/ 0.725 in^2 = 0.1 ksi Fv = 22 ksi 22 ksi > 0.14 ksi Shear O.K. Axial 1875 it, • F. ) ) s fa = P/A = 1875 lbs/ 0.725in^2 = 2.59 ksi 1875 Ibs Cc= 102.02 KUr =139.46 KUr > Cc Use Eqn E2-2 Fa = 7.68 ksi Combined fa/Fa= 0.337 >.15 Use Eqn. H1-1 &H1-2 Fcombined = 0.443 < 1.0 Combined O.K. USE:2x3 14 Ga"W 6.4 CHECK MOMENT RESISTING ELBOW CONNECTION K Mdm-- entfm-(Elbow NOWLroad t)ffset MW lbs in m DL+S (21)(5)(30/2)(18) 28350 Ibs-in DL+LL (25)(5)(30/2)(18) 33750 lbs -in DL+W (7+5)(5)(8)(18) 8640 lbs -in DL+LL Governs 33750 lbs -in 18 in � 2652 Ibs 12 31 33750 Ibs-ft 18 in 33750 Ibs-ft 2652 Ibs THE ADAMES SUBJECT: STEEL STORAGE I Prepared by: N. GODOI PAGE MM' I nFSIGN GRnUP I Project No. ADG-0757-07 I Checked by: R. ADAMES d 12 of 18 Try 7-111"61Ga� Bending M = 33750 lb -in = 2812.5 lb -ft fb = M / Sx = 2812.5 lb -in /2.15 in^3 = 15.70 ksi Fb = 33 ksi 33 ksi > 15.7 ksi Bending O.K. Axial Z = (182+182)1/2= 25.5 in Z/Y=P/Fy 25.46 in/ 18 in. = P/ (25psf)(5ft)(15ft) P = 2652 lbs ft = P/A = 2652 lbs/ 0.95in^2 = 11.79 ksi Ft = 0.6Fy= 0.6(50,000psi) = 33.00 ksi Axial O.K. USE: Number of Screws 4 2x3 44 Ga i i I 2.66 in. i i i 9.03 in. 1x1 1i Ga MSectio--nJ,ro ertie`s� Centroid 9.08 in Ix 19.53 in Sx — I in A 0.950 1 in For One No. 12-14 metal screw allowable shear: 1620 lbs Shear in Screw due to moment = 33750lb-in/(18in)(4screws) = 468.75 lbs/screw 468.75 > 1620 Screws Adequate 6.5 COLUMN FOOTING Slab on Grade Volume of Slab: (5ft)(15ft)(4in/12in/ft) = 25.00 ft^3 Dead Load of Concrete: (144 pcf)(25 ft/"3)= 3600 lbs 118.4 < 3600 Anchorage Force Provided by slab is Adequate to Resist Uplift Is NMTHE ADAMES SUBJECT: STEEL STORAGE I Prepared by: N. GODOI PAGE I DESIGN GROUP I Project No. ADG-0757-07 Checked by: R. ADAMES 113 of 18 6.8 CHECK TRUSS STANDARD WEB TRUSS ANALYSIS 937. Ibs G 1 937. Ibs 937. Ibs E 1 1 3.375 A C D 8.5 ft 10.0ft 4.Oft 4.5 ft Pl=( 5ft)(25psf)( 0.25 x 30ft)= 937.5 lbs a= ATAN(H/0.5L) = ATAN( 3.375/((0.5)(27 ft)= 14.04 degrees R = ATAN(H/(1/3)L) = ATAN( 3.375/((1/6)(30 ft)= 34.02 degrees y = ATAN(h/(1 /6)L) = ATAN( 1.1/4 ft)= 15.71 degrees Sum of the moments about point A (Pl)(1/6L)+(P2)(1/2L)+(P1)(5/6L) - By(L) = 0 By= 1406.25 lbs Sum of the forces in the Y (-)Ay - P1 - P2 - P1+ By = 0 Ay = 1.406.25 lbs Analyze Joint A Find Diagonal Component at Joint A AE = (1406.25lbs)/SIN(14.04) = 5798.12 lbs (Compression) AC = COS(14.04) (5798.12 lbs) = 5625 lbs (Tension) Analyze Joint E Sum of the forces in the Y -direction 0 = - lbs + SIN(14.04)(5798.1) - EG SIN(14.04) + EC SIN(15.71) EG = 5798.1 + 1.116 EC Sum of the forces in the X -direction 0 = 5798.1 COS(]4.04) - EG COS(]4.04) - EC COS(] 5.71) 0 = 5624.9 - (5798.1 + 1.116 EC ) COS(] 4.04) - EC COS( 15.71) EC = 4.4E-13 lbs (Compression) EG = 5798.12 lbs (Compression) Analyze Joint C Sum of the forces in the Y -direction 0 =-SIN(15.71)(0) + SIN(34.02) CG CG = 0.0 lbs (Tension) Sum of the forces in the X -direction 0 = COS(34.02)(0) + CD - 5625+ COS(15.71)(0) CD= 5625.0 lbs (Tension) ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI PAGE DESIGN GROUP Project No. ADG-0757-07 Checked by: R. ADAMES 13 of 18 IOTHE 4.64 5.62 5798 (C ) EG 0.725 0.826 9.28 Member Member Size CG fa i) Fc ksi F# (ksi fa/Fa # of Screws 6 CG AE 2x3 14 Ga O.K. 8.00 32.5 24.8 0.25 6 EC 2x2 14 Ga EG 2x3 14 Ga O.K. 8.00 3 2. 0 0 CD 2x2 14 Ga O. .K 9.78 31.9 24.8 0.40 6 AC 2x2 14 Ga O.K. 9.78 32.1 24.8 0.40 6 Members Adequate,'Use truss members sizes from chart- . � r Member. A (int) r'(in) L (ft) KUr P (lbs) AE 0.725 0.826 4.64 5.62 5798 (C ) EG 0.725 0.826 9.28 11.23 5798 (C) . CG 0.57528 0.78659 24.8 0.25 6 CG 2x2 14 Ga O.K. 0.00 32.4 24.8 0.00 0 EC 2x2 14 Ga O.K. 0.00 32.6 24.8 0.00 0 CD 2x2 14 Ga O. .K 9.78 31.9 24.8 0.40 6 AC 2x2 14 Ga O.K. 9.78 32.1 24.8 0.40 6 Member. A (int) r'(in) L (ft) KUr P (lbs) AE 0.725 0.826 4.64 5.62 5798 (C ) EG 0.725 0.826 9.28 11.23 5798 (C) . CG 0.57528 0.78659 6.03 7.67 0 (T) EC 0.57528 0.78659 4.16 5.28 0 (C) CD 0.57528 0.78659 10 12.71 56251( T ) AC 0.57528 0.78659 8.5 10.81 56251( T ) i J :3 IMTHE ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI PAGE . DESIGN GROUP I Project No. ADG-0757-07 Checked by: R. ADAMES 14of 18 6.7 ANCHORAGE TO RESIST MAXIMUM UPLIFT Overturning Force on Structure due to inward wind pressure (per frame basis) 7 psf x 5 ft spacing x 8 ft eave return = 280.0 lbs per frame Overturning Moment (M1 ot) = 280 lbs x 8 ft = 2240.0 lbs -ft Force Couple at base of structure resisting Overturning Moment (M1 ot) T1 = Cl = Mot/ Span = 2240 lbs -ft / 30ft = 74.7 lbs (uplift) Uplift Forsce on Structure due to outward wind pressure (per frame basis) 11 psf x 5 ft spacing x 15 ft = 825 lbs per frame Overturning Moment (M2 ot) 825 lbs x 22.5ft = 18563 lbs -ft Force Couple at base of structure resisting Overturning Moment (M2 ot) T1 = C1 = Mot/ Span = 18562.5 lbs -ft / 30ft = 618.75 lbs (uplift) Dead Load of structure resisting uplift: (5 psf)( 8ft + 30ft + 8ft)(5 ft)/2 = 575 lbs per column Net Uplift at base of frame: 575 lbs - 74.7 lbs - 618.75 lbs = -118.4 lbs Anchor Type: Red Head Wedge. For (2) Red Head Wedge Anchors embeded into 2000 psi concrete following manufacturer's recommendations, allowable shear is 2380 lbs. Allowable tension is 1160 lbs. 1.18.4 < 11.60 Red Head Wedge Anchor Adequate , Use (2) Red Head Wedge Anchor embeded min 2.25 in into 2,000 psi concrete following manufacturer's recommendations to resist uplift. 7."THE ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI I PAGE DESIGN GROUP I Project No. ADG-0757-07 Checked by: R. ADAMES 115of 18 668ALLOWABLELOADS FOR TEKSCREWS AND METAL SHEATHING pe #12-14 Self -drilling d=E0:216 in dw = 0.375 in Per manufacturer's Specification Sheet Pts = 2778: lbs (screw tension strength based on tests) Pss = . 2000 lbs (screw shear strength based on tests) Minimum edge distance is 0 75 in Top Material Ultimate Strength Ful 60,000 psi Base Material Ultimate Strength Fu2 50000 psi Allowable Shear and Tension values for TEK screws based on 2002 AISI Manual Shear Design Strength Connection shear limited by tilting and bearing (Section E4.3.1) t1 0.013. Top Material t2 0.075 Base Material t2/tl 5.7692 For t2/tl < 1.0, Pns is the smaller of For t2/t1 > 2.5; Pns is the smaller of Pns = 4.2*023d)'2*F„2= 2406 lbs Pns = 2.7*tl*d*Ful = 455 lbs Governs Pns = 2.7*t1 *d*F,j = 379 lbs Governs Pns = 2.7*t2*d*Fu2 = 2187 lbs Pns = 2.7*t2*d*Fu2 = 2187 lbs Pns/f2 = 152 lbs Q= 3 Pns/92 = 126 lbs ALLOWABLE Connection strength limited by end distance (Appendix E4.3.2) Pns = t*e*Fu = 585 lbs Pns/n = 195 lbs Shear in screw (Section E4.3.3) Pns = 0.8Pss = 1600 lbs Pns/Q = 533 lbs Tension Design Strength Pull-out (Section E4.4.1) Pnot = 0.85*tc*d*F„2 = 689 lbs Pull -over (Section E4.4.2) Pnov = 1.5*t1*dw*F„, = 439 lbs Pull -over Governs PnIQ = 146 lbs ALLOWABLE Tension in screw Pnt = 0.8Pts = 2222 lbs Pnt/f, = 741 lbs 13 I 7THE ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI PAGE 0 DESIGN GROUP Project No. ADG-0757-07 Checked by: R. ADAMES 16of 18 6.9 CHECK METAL SHEATHING ACTING AS VERTICAL DL4PHRAM Load actine on Panels at Longitudinal Walls: Load Acting on Panels at Side Walls : 7 post x 104.2 lbs/post = 729.4 lbs Force per Screw: 11111M lbs 729.375 lbs /126 lbs per screw = 5.8 screws required to resist shear load 5.8 screws / 7 post = 0.8 screws per post Number of Screws per post: ENW8 8 ft x 12 in/ft = 96 in / 8 screws = 12 in spacing required Specify 12 inches center -to -center spacing for screws at primary supporting elements For Fabral 26 Ga. Mighti-Rib PBR panel, with span length of 5 ft and 5 spans: Shear Strength of Metal Sheating V =� k 59.9 plf Minimum Length of Panel Required: 729.375 lbs /159.9 ft = 4.56 ft Length of Side Wall Provided is §MIE ft [Wall is Adequate Check Panel Overturning: 729.375 lbs x 8 ft = 5835 lb -ft Uplift = 729.375 ft -lbs / 30 ft = 194.5 lbs Load actine on Panels at Transverse Walls: Total Shear in Transverse Direction : 173.125 lbs/post x 2 x 7 post = 2423.8 lbs Length of wall required to resist shear: 2423.75 lbs/ (2 x 159.9 plf) = 7.6 ft Length of Wall Provided at Front & Back: 30 ft Wall is Adeq Check Panel Overturning : 1211.875 lbs x 8 ft = 9695 lb -ft Uplift = 9695 ft -lbs / 30 ft = 323.2 lbs THE ADAMES SUBJECT: STEEL STORAGE Prepared by: N. GODOI PAGE DESIGN GROUP Project No. ADG-0757-07 Checked by: R. ADAMES 17 of 18 7 7.0 STRUCTURE SKETCHES z 0 a 0 o; 0 e 0 o 360.00' (30-0" ) 6 bays ® 60.00" o.c. (Ref.) 7.1 STRUCTURE PLAN 4 e 2"x2" SOUARE TUBING (TYP. ALL WEB MEMBERS) 12 Metal Decking 3� 2 Y F- x 5 2'x2" SQUARE TUBING w j g Cl- Q w 6 CT) - I O I 8 O p -00 O O Cn Q) 360.00" (30'-0") - r 7.2 TYPICAL INTERMEDIATE FRAME THE ADAMES ISUBJECT STEEL STORAGE I Prepared by: N. GODOI PAGE DESIGN GROUP 18 of 18 Project No. ADG-0757-07 Checked by: R. ADAMES 6 9 4 9 //I—Metal Decking ' 12 / 1 ti 2 Y CL � = ¢ w 6 3 9 e o� OVERHEAD DDDR 0 • v o rn I g Well Decking 42.00" 42.00" 192.00" 42.00" 42.00" 360.00" (30'-0") 7.3 FRONT OF ELEVATION/FRAMING 6 9 4 9 Metal Decking 12 t 2 Y � 2 � ¢ 5 9 00 I 0 I O o I Wall Docking v cp rn 9 60.00" 60.00" 60.00" 60.00" 60.00" 60.00" 360.00" (30'-0") 7.4 BACK ELEVATION/FRAMING - Rool Docking g g We0 Dxking v 6 bays ® 60.00" o.c. (Ref.) 360.00" (30'-0") 7.5 RIGHT SIDE ELEVATION/FRAMING Page 3 of 7 ER -1372 TABLE 2 -RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR ITW RAMSET/RED HEAD SELF -DRILLING ANCHOR1 For SI: I inch = 25.4 mm. ILinear interpolation may be used for intermediate spacing and edge distances. TABLE 3-17W RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)1.2,4,5,6 f', = 2,000 psi r'c = 4,000 psi DESCRIPTION Tension Min. Allowable Min. Allowable Spacing ANCHOR INSTALLATION Edge Distance Edge Distance Spacing Between Anchors With Without MIN. Required to (inches) Required to inches) BOLT ANCHOR EMBEDMENT Obtain Max. Load Factor Applied Obtain Max. Load actor Applied DIAMETER DIAMETER DEPTH Working Load = 0.85 for Tension Working Load = 0.95 for Tension (Inch) (Inch) (Inches) (inches) = 0.75 for Shear (Inches) - = 0.70 for Shear 1/4 7/16 13/32 115/16 1 37/8 115/16 3/8 9/16 17/32 211/16 13/8 53/8 211/16 1/2 11/16 21/32 39/16 113/16 71/8 39/16 5/8 27/32 215/32 43/8 23/16 811/16 43/8 3/4 1 31/4 511/16 27/8 113/8 511/16 For SI: I inch = 25.4 mm. ILinear interpolation may be used for intermediate spacing and edge distances. TABLE 3-17W RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)1.2,4,5,6 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf • ft = 1.355 818 N • m, 1 lbf = 4.45 N. IThe tabulated shear and tensile values are for anchors installed in stone -aggregate concrete having the designated ultimate compressive strength at the time of installation. '-The holes are drilled with bits complying with ANSI 8212.15-1994. The bit diameter equals the anchor diameter. 3These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. 4The minimum concrete thickness is 11/2 times the embedment depth, or the embedment depth plus three times the anchor diameter, whichever is greater. 5Allowable static loads may be increased one-third for earthquake or wind resistance in accordance with Section 1612.3.3 of the code. No further increase is allowed. 6Th. anchors are illustrated as follows: f', = 2,000 psi r'c = 4,000 psi r'c = 6,000 psi Tension Tension Tension ANCHOR INSTALLATION EMBEDMENT With Without With Without With Without DIAMETER Inches) TORQUE (Ibf • H DEPTH Inches Special Insptlon3 Special Inspection Shear Special Inspection Special Inspection Shear Special Inspection Special Inspection Shear 1/4 8 11/s 295 150 350 445 225 350 475 240 350 115/16 525 265 420 825 410 420 825 410 420 21/8 565 280 825 410 825 410 .3/8 25 11/2 420 210 580 560 280 655 710 355 790 3 870 435 1,000 1,485 740 1,035 1,530 765 1,125 4 1,200 600 1,485 740 1,530 765 1/2 55 21/4 1,165 580 1,190 1,275 640 1,190 1,760 880 1,760 41/8 1,165 580 1,810 2,410 1205 1,810 2,705 1,355 2,040 6 1,335 665 2,410 1,205 2,705 1,355 5/8 90 23/4 1,645 820 1,780 1,795 900 1,780 2,430 1,215 2,405 51/8 1,645 820 2,400 3,730 1,865 2,975 4,095 2,045 3,130 71/2. 1,765 880 3,755 1,880 .4,095 2,045 3/4 175 31/4 1,780 890 2,530 2,710 1,355 3,430 3,325 1,665 3,995 65/8 2,745 1,375 5,080 4,425 2,210 5,935 5,065 2,530 5,935 10 2,745 1,375 4,470 2,235 5,895 2,950 7/8 250 33/4 2,380 1,190 3,290 3,685 1,840 4,145 4,355 2,180 4,790 , 61/4 3,665 1,835 5,220 5,235 2,620 7,200 6,090 ..3,045 7,200. 8 3,665 1,835 5,580 2,790 6,090 3,045 1 300 41/y 3,485 1,745 4,020 5,045 2,520 5,705 5,295 2,650 6,120 73/8 3,650 1,825 7,170 5,995 3,000 9,485 8,315 4,160 9,520 91/2 4,675 2,340 6,635 3,315 8,315 4,160 11/4 500 51/2 4,535 2,270 5,820 6,595 3,300 7,365 8,410 4,205 8,445 8 6,835 3,413 8,770 10,825 5,410 11,065 11,385 5,695 12,640 10 9,035 4,515 11,385 5,695 14,075 7,040 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf • ft = 1.355 818 N • m, 1 lbf = 4.45 N. IThe tabulated shear and tensile values are for anchors installed in stone -aggregate concrete having the designated ultimate compressive strength at the time of installation. '-The holes are drilled with bits complying with ANSI 8212.15-1994. The bit diameter equals the anchor diameter. 3These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. 4The minimum concrete thickness is 11/2 times the embedment depth, or the embedment depth plus three times the anchor diameter, whichever is greater. 5Allowable static loads may be increased one-third for earthquake or wind resistance in accordance with Section 1612.3.3 of the code. No further increase is allowed. 6Th. anchors are illustrated as follows: Page 4of7 TABLE 4—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR TENSION LOADS FOR ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHORS1 ER -1372 For SI: 1 inch = 25.4 mm. ILinear interpolation may be used for intermediate spacing and edge distances. 2Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance with Table 10. TABLE 5—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR SHEAR LOADS FOR ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHORS'I DESCRIPTION DESCRIPTION Edge Distance Min. Allowable Edge Min. Allowable Spacing Between ANCHOR EMBEDMENT Required to Obtain Max. Distance (inches) Spacing Required to Obtain Max. Working Anchors (inches) DIAMETER (Inches DEPTH (inches) Working Load (Inches) Load Factor Applied = 0.66 Load (Inches) Load Factor Applied = 0.70 1/4 11/8 2 1 315/16 2 Spacing Between 115/16 115/16 1V/8 Applied = 0.60 115/16 Required to 21/8 15/8 13/16 33/16 15/8 3/8 11/2 25/8 15/16 51/4 25/8 (See Figure 2) 3 3 l I/2 6 3• 2 4 3 11/2 6 3 1/2 21/4 315/16 2 77/8 315/16 3/8 41/8 31/8 19/16 63/16 31/8 25/8 6 41/2 21/4 9 41/2 5/8 23/4 413/16 27/16 95/8 413/16 N/A 51 /8 37/8 1,,//16 711/ 16 37/8 31/8 71/2 55/8 213/16 111/4 55/8 3/4 31/4 - 511/16 27/8 113/8 511/16 51/8 65/8 5 21/2 915/16 .5 3/4 10 71/2 33/4 15 71/2 7/8 331469/16 65/8 35/16 131 /8 69/16 915/16 61/4 61/4 31/8 171/2 61/4. N/A 8 6 3 12 6 1 41/2 77/8 315/16 153/4 77/8 77/6 73/8 73/8 311/16 143/4 73/8 73/8 91/2 71/8 39/16 141/4 71/8 11/4 51/2 95/8 413/16 191/4 .. 95/8 95/8 8 8 4 16 8 16 10 71/2 33/4 15 71/2 For SI: 1 inch = 25.4 mm. ILinear interpolation may be used for intermediate spacing and edge distances. 2Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance with Table 10. TABLE 5—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR SHEAR LOADS FOR ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHORS'I For SI: 1 inch = 25.4 mm. N/A = Not applicable. ILinear interpolation may be used for intermediate spacing and edge distances. '-Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance with Table 10. DESCRIPTION (E) (E1) (E2) Edge DDistance Min. Edge Min. Edge . Min. Allowable Required to Obtain Max. Distance at Which the Load Factor Distance at Which the Load Factor Spacing Spacing Between Working Load Applied = 0.60 Applied = 0.20 Required to Anchors ANCHOR EMBEDMENT (inches) (inches) (inches) Obtain Max. (inches) DIAMETER (Inches) DEP7H (Inches (See Figure 2) (See Figure 2) (See Figure 2) Working Load (Inches) Load Factor Applied = 0.40 1/4 11/8 2 15/16 N/A 315/16 2 115/16 11 '/16 1 N/A 37/8 115/16 3/8 11/2 25/8 13/4 N/A 51/4 25/8 3 33/4 3 11/2 6 3 1/2 21/4 315/16 29/16 N/A 77/8 315/16 • 41/8 53/16 31/8 •19/16 63/16 31/8 5/8 23/4 413/16 31/8 N/A 95/8 413/16 51/8 67/16 37/8 115/16 711/16 37/8 3/4 31/4 511/16 33/4 N/A 113/8 511/16 • 65/8 85/16 5 21/2 915/16 5 7/8 33/4 69/16 45/16 N/A 131/8 69/16 61/4 81/2 61/4 31/8 121/2 61/4 1 41/2 77/6 51/8 N/A 153/4 77/8 73/8 101/16 73/8 311/16 143/4 73/8 11/4 51/2 95/8 61/4 N/A 191/4 95/8 8 117/16 8 4 16 8 For SI: 1 inch = 25.4 mm. N/A = Not applicable. ILinear interpolation may be used for intermediate spacing and edge distances. '-Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance with Table 10. Page 4 of 13 - ER -5468 • TABLE 2—ALLOWABLE REACTIONS BASED ON WEB CRIPPLING a panel name panel thickness minimum bearing length allowable load per foot of panel coverage at reaction (kips/ft.) end Interior Hefti-Rib 26 ga. 2" 0.115 0.400 24 ga. 0.147 0.469 ' 22 ga. 0.230 0.800 20 ga. 0.389 1.196 18 ga. 0.765 2.115 Might!-Rib PBR 26 ga. 2" 0.085 0.298 24 ga. 0.108 0.345 22 ga. 0.168 0.585 V -Beam 26 ga. 2" 0.157 0.547 24 ga. 0.202 0.643 22 ga. 0.316 1.101 20 ga. 0.537 1.648 18 ga. 1.056 2.919 rul ar i n. - 4%A.o mm; T In. - [o.4 mm; 1 Kip = 4.446 KN Tabulated values are in accordance with web crippling requirements of the Specification of Design of Cold -formed Steel Structural Members, 1986 (with December 1989 Addendum), published by AISI, and referenced in Division VII, Chapter 22, of the Uniform Building Code for locations of a concentrated load, or for a reaction acting either on the top or bottom flange when the clear distance between the bearing edges of the concentrated load and adjacent, opposite concentrated loads or reactions is greater than 1.5 times the deck depth. • TABLE 3—GRAVITY AND WIND LOADS Hefti-Rib panel aravity and wind unlifl• Inad tahip (Inartc neo in nof% panel thk. and yield strength panel span no. of 4' 5' 6' T 8' 9' 10' spans gravity wind gravity wind gravity wind gravity wind gravity wind gravity wind gravity wind 26.ga., 1 85 82 43 42 25 24 16 15 11 10 7 7 5 5 80 ksi 2 94 142 60 91 42 58 31 37 23 25 18 17 13 13 3 117 155 75 79 47 46 30 29 20 19 14 14 10 10 24 1 117 129 65 66 37 38 24 24 16 16 11 11 8 8 ga., 40 ksl 2 110 156 70 100 49 69 36 51 28 39 22 27 18 20 3 137 195 88 125 61 72 45 46 30 31 21 21 15 16 22 1 168 177 91 91 53 53 33 33 22 22 16 16 11 11 ga. 4 40 si ksi 2 154 223 99 143 69 99 50 73 39 53 30 45 25 27 3 193 279 124 172 86 99 63 63 42 42 29 35 21 21 20 1 229 237 123 71 70 45 44 30 30 21 21 15 15` ga., 40 ksi 2 220 305 141 98 136 72 100 55 71 43 50 35 36 3 193 381 176 122 133 85 84 57 56 40 39 29 29 18 1 310 332 172 d64 100 98 63 62 42 42 30 29 22 21 ga., 40 ksi 2 300 413 192 133 183 98 135 75 100 59 70 48 51 3 375 516 240 167 186 119 117 80 79 56 55 41 40 rvi vi. 1 1L. - aw.o nun, i Rai - mov rara; 7 psT = 4/.v Pa. 1. Lower of allowable stress or U180 deflection is tabulated. 2. Wind uplift loads have been increased by 'A. Page 5 of 13 TABLE 3—GRAVITY AND WIND LOADS—(Continued) Mighti-Rib PBR panel gravity and wind uplift load table (loads are in Dsf1 ER -5468 panel panel span thk. and yield no. of 4 spans gravity wind gravity wind gravity wind gravity wind grav'dy wind gravity wind gravity 5' 6' 130 7' '67 8' 38 9' 10' spans gravity wind gravity wind gravity wind gravity wind gravity wind gravity wind gravity wind stren h 88 1 45 56 23 29 13 17 — — — — — — 8 ga., 80 ksi 2 83 68 53 44 32 30 20 22 14 17 — 12 — — 201 3 85 -85 44 54 25 32 16 20 — 13 — — — — 24 1 50 75 32 39 19 22 12 14 — — — — — — ga., 40 ksi 2 70 67 45 43 31 30 23 22 18 17 14 13 — — 33 3 88 83 56 53 36 37 23 27 15 18 — 13 — — 33 1 77 100 49 51 28 30 18 19 12 13 — — — — 4 ga., 40 ksi 2 91 102 58 65 40 45 30 33 23 25 18 20 15 15 '149 3 114 127 73 81 51 56 34 35 23 24 16 17 12 12 ror 51: 1 n. = 304.8 mm; 1 KS1 = 6.89 MPa; 1 psf = 47.9 Pa. 1. Lower of allowable stress or U180 deflection is tabulated. 2. Wind uplift loads have been increased by 1/3. V -Beam panel gravity and wind uplift load table (loads are in Dsf) panel thk. and yield strength panel span no,of 4' 5'6' T 8' 9' 10' spans gravity wind gravity wind gravity wind gravity wind grav'dy wind gravity wind gravity wind 1 130 126 '67 64 38 37 24 23 16 16 11 11 8 8 8 0 ksi ga., 8 2 130 197 83 126 58 88 43 57 33 38 26 27 20 19 3 163 238 104 122 72 71 46 44 31 30 22 21 16 15 1 165 201 101 103 59 59 37 37 25 25 17 18 13 13 4 0 ksi ga., 4 2 159 219 102 140 71 97 52 71 40 55 31 42 25 31 3 199 274 127 175 88 113 65 71 47 47 33 33 24 24 1 213 266 134 136 77 79 49 50 33 33 23 23 17 17 4 0 ksi ga., 4 2 213 284 137 182 95 126 70 93 53 71 42 56 34 41 3 267 355 171 227 119 '149 87 94 62 63 43 44 32 32 20 1 258 322 165 165 96 96 60 60 40 40 28 28 21 21 ga., 40 ksi 2 258 343 165 220 115 153 84 112 65 86 51 68 41 50 3 323 429 206 275 143 181 105 114 76 76 54 54 39 39 1 338 420 215 215JE235 78 78 52 52 52 37 27 27 4 ga.' 40 ksi 2 338 449 216 287 110 147 84 112 84 89 54 65 3 422 561 270 359 138 148 99 99 99 111 51 51 For 81: 1 tt. = 304.8 mm; 1 ksl = 6.89 MPa; 1 psf = 47.9 Pa. 1. Lower of allowable stress or U180 deflection Is tabulated. 2. Wind loads have been increased by 'A. a Page 7 of 13 TABLE 4 -DIAPHRAGM DESIGN VALUES -(Continued) MIGHTI-RIB' PBR PANEL ALLOWABLE DIAPHRAGM SHEAR STRENGTH AND STIFFNESS (G-) VALUES 2 SCREWS PER PANEL VALLEY FOR ALL SUPPORTS span (ft.) no. of spans 26 ga. (80 ksi) strength stiffness (kips/ft.) (kips/in.) 24 ga. (40 ksi) strength stiffness (kips/ft.) (kipsfin.) 22 ga. (40 ksi) strength stiffness (kips/ft.) (kips/in.) 4 1 0.2880 36.279 0.2786 54.406 0.3753 81.265 2 0.2498 51.104 0.2089 70.743 0.2680 97.539 3 0.2220 61.057 0.1857 80.349 0.2382 105.966 4 0.2082 67.579 0.1741 86.102 0.2233 110.615 5 0.1998 71.997 0.1671 89.769 0.2144 113.418 6 0.1943 74.934 0.1625 92.093 0.2084 115.109 7 0.1903 77.028 0.1592 93.694 0.2042 116.232 5 1 0.2446 40.551 0.2228 58.997 0.2858 85.380 2 0.1998 54.284 0.1671 72.999 0.2144 98.130 3 0.1776 62.785 0.1486 80.645 0.1905 104.360 4 0.1665 68.061 0.1393 85.019 0.1786 107.672 5 0.1599 71.508 0.1337 87.726 0.1715 109.620 6 0.1554 73.741 0.1300 89.402 0.1667 110.765 7 0.1523 75.304 0.1273 90.539 0.1633 111.513 6 1 0.2156 43.823 0.1857 62.178 0.2382 87.803 2 0.1665 56.378 0.1393 74.176 0.1786 97.940 3 0.1480 63.692 0.1238 80.404 0.1588 102.723 4 0.1388 68.060 0.1161 83.857 0.1489 105.205' 5 0.1332 70.845 0.1114 85.952 0.1429 106.639 6 0.1295 72.616 0.1063 87.228 0.1389 107.466 7 0.1269 73.841 0.1061 88.084 0.1361 107.498 7 1 0.1903 46.372 0.1592 64.436 0.2042 89.248 2 0.1427 57.808 0.1194 74.784 0.1531 97.445 3 0.1269 64.170 0.1061 79.966 0.1361 101.235 4 0.1189 67.864 0.0995 82.777 0.1276 103.168 5 0.1142 70.177 0.0955 84.459 0.1225 104.271 6 0.1110 71.629 0.0929 85.470 0.1191 104.896 7 0.1088 72.624 0.0910 86.143 0.1167 105.294 8 1 0.1665 48.391 0.1393 66.074 0.1786 90.109 2 0.1249 58.816 0.1045 75.077 0.1340 96.846 3 0.1110 64.412 0.0929 79.471 0.1191 99.927 4 0.1041 67.592 0.0870 81.816 0.1116 101.479 5 0.0999 69.557 0.0836 83.205 0.1072 102.357 6 0.0971 70.779 0.0812 84.032 0.1042 102.846 9 1 0.1480 50.014 0.1238 67.286 0.1588 90.610 2 0.1110 59.546 0.0929 75.190 0.1191 96.229 3 0.0987 64.520 0.0825 78.977 0.1059 98.788 4 0.0925 67.300 0.0774 80.973 0.0992 1100.066 5 0.0888 69.000 0.0743 82.146 0.0953 100.782 10 1 0.1332 51.338 0.1114 68.198 0.1429 90.884 2 0.0999 60.087 0.0836 75.199 0.1072 95.634 3 0.0888 64.549 0.0743 78.507 0.0953 97.797 4 0.0833 67.010 0.0696 80.236 0.0893 98.870 5 0.0799 66.503 0.0669 81.244 0.0857 1 99.467 For 51: 1 in. = 25.4 mm; 1 ft. = 304.8 mm; 1 lb./ft. = 14.59 N/m; 1 kip/in. = 175 kN/m; 1 ksi = 6.89 MPa NOTES: 1. Stitch screws are #10 x 1", 18" o.c. 2. All sheet -to -support screws are #12 x 1". 3. Above values were determined in accordance with Steel Deck Institute Diaphragm Design Manual with a 2.5 safety factor. 4. For wind loads only, the above design strength values can be multiplied by 1.064 for a 2.35 safety factor. 5. No edge attachments were figured at the extreme edges of the diaphragm. ER -5468 Cet'TFC, help you- speony, the, proper fes denerl FWWO Terminology rows Diameter PeThr vah: tl;461 _Pv;�,+VW Now -i, #12 '14 x 11" DP3 5116" HWH Description Tor"&, strengths of Fasteners Material Properties, Materfal— C1018 - C1022 Heat Trenbwnt— Case Hardened Case ifirdn'ws— Rockwell C 62-58 Cis&. C16pth #6 dW: .00r/.007-. 48 thru 12:.0047.009" 114--.0057.011" Coral Hardness— Rockwell C-32-4 0 Dtictflity, Sdegrees N' n, .06cimal'& Metric Conversions EBM W CR C= 29 9j. 1.41TA 1W 28 go 1.0is-1 W00641 t '.42- 1 ISM 11000; $10-160901 1 01 1 -2100 14400« VOWS 1 92, f 7778 l'!'Wo I 910" j :1 , t 3188 ;21D0'1 1 114-14 (2601 1 150 j 4275 12600 1114,2012501 1 1% 1 :4M WWI Material Properties, Materfal— C1018 - C1022 Heat Trenbwnt— Case Hardened Case ifirdn'ws— Rockwell C 62-58 Cis&. C16pth #6 dW: .00r/.007-. 48 thru 12:.0047.009" 114--.0057.011" Coral Hardness— Rockwell C-32-4 0 Dtictflity, Sdegrees N' n, .06cimal'& Metric Conversions EBM W CR C= 29 9j. 1.41TA 1W 28 go 1.0is-1 ism 26"1.019" 143 AEe+m ,24 93. 1 Slnvn 22,67 VOWS jbam 20ga AOW I 910" 160s iz034.1 12404 160, t"osv:f L26?j 1 14 1p 1::07v= 1 1.01"n 1294, PA05'3 :2,670Vn 11W 298 3.18tm _;f_J;W4 1094 YAWT :3.43W*'It 1/4' ; :2W;r G_q&em Vts' r,31r-q .7-92mm 30* %,'A7s9; 9.5am Ur J..Wr 12-7(rf" Disdaimen All test resufts and s;e4ificatiorv3 are based on laboratory testzs. Appropriate i8iOiy factors Should bo UWd by the user or Sped' Bet. DaterrKining the p . roper.teo"r is -the tesporssibaily of thcuiser.cm spedfier.. Because aplir=kin co-rWitions vary,'we . assume .0011410 00 114104 for the , 650 at tfisintoffnab6n. Determining. Will Point Type I -'00P Add up t Will be drilled(!n *Clyd e any yoidi` end,. insulation), R,afer to drilling &.'material lhi6neis on -size charts. Pullout Values. In Steel (Average U - filmate, -di) P6 9 un W W CR Iff IN IN 1W 26 go j:120,4 119, 1 143 1 1 142 1 24 ga 1_.1831 393 1,2011.1 215 1 1 2W. 1 229s 12404 20 L26?j 1 292 r, 1 .295 I 2008 t2904 298 t:21)s_1 343, r 355: f 1800 x471'''1 491 1,563IJ M 1488 1 607 1 16.98 t,'67B] 703 11110 1 752 1 §qT f W., I 14 Qa 1847-1 959 I>96 I_1066 ism I W 1 1149 11.148' 12901 I1a76 1 1634 115351 1850 11861" 03101 ,2990 j37151 45.52: 14563, 114- sm Shear ear Values In. Steel (Average Ultimate Pounds) ,OEM aam am am 1= 26 9a jviA 2" 1 1 24 ga t,466A 496 21 ga P52j SW 20 ga 1 766" 1 740 i IM 1 769 IS go 1145 1 1060-. JIM 1 13%_ 1 1 1442 16 9i 1two I -1620 1, - 1 2100 I1W 14aa i 1 t15521 1970 1 2584 12005 12 ga l 1 I I ism 124501 MO 12350', 03101 13310x Mettle Conv6rsioh Formulas' 00�lmvl to mllfliireteas Deckiial x 25.4= Mlllb6ler W �;T Pounds Force to Af6vtons Pounds Forij x 4.44 = NOMOnS -BLA,, ZERmAdifi0glasteners'are, manufactured�aricl tested to conform" to -7 SA�,J' 840rseff-ddllirt .9jasteners Need a custom designed fastener or application tests? Call our Fastening Design & Engineering Center (216) 351-9.933 Page 5 Installation- Recommendations scmw9un RPM 96,48.'10.*412 _ 0-2,WORPM t/4",&HdavyGauge 0-2,00ORPM 18-8 StalMOU Sloe!' 0- 1,000 RPM Fasteneirs stmid be Installed perWdlcutar to, the t"ning wda;;c . Depth sensfrig noseplave should bo used to Prevent over torqulnql Ivo TRIANGLE FASTENER "Specialty Fasteners & Services For Construction" BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION (IVR): (530) 538-4365 OFFICE: (530) 538-7541 FAX#: (530) 538-2140 ONLINE PERMIT/RENEWAL PAYMENTS: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 34 FAVORITE COURT Owner: Permit No: B08-1523 APN: 025-340-073 LAWRENCE, TIMOTHY Issued Date: 08/28/2008 By KCG Permit type: MISCELLANEOUS' 34 FAVORITE CT Subtype: Remodel OROVILLE, CA 95965 Expiration Date: 08/28/2009 Description: 504 SQ.FT. GARAGE CONVERSIOr (530) 532-0622 Occupancy: Zoning: Contractor Applicant: Square Footage: LAWRENCE, TIMOTHY Building Garage RemdUAddn 34 FAVORITE CT 504 OROVILLE, CA 95965 Other Porch/Patio Total (530)532-0622 504 - FEE INFORMATION DBEH Building Review Fee $78.90 DBMSC Remodel -Residential $1,024.83 Total Charged: $1,103.73 Fees Paid: $1,103.73 Balance Due: $0.00 Receipt No: B8168 LICENSED CONTRACTOR'S DECLARATION OWNER / 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 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 Contractors 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 08/28/2008 the applicant to a civil penalty of not more than five hundred dollars [$500); Please 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 Contractors License Law does not apply to an owner of the property, who builds or improves thereon, and who does WORKERS' COMPENSATION DECLARATION 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.). AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by 111Section Lection I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Professions Code: 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 section need not be completed if the permit is or one hunk dollars ($100) or less. ❑ I AM EXEMPT u der Section B. 8 P.C. for this reason: I CERTIFY THAT IN PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall no mp y any person in any manner so as to become subject to the Workers' Compensation La sof alifomia, and agree that if I should become subject to the workers' 08/28/2008 tion pr visi s ofSection 3700 of the Labor Code, I shall forthwith comply with thoseO er's Sign a Date X08/28/2008 7tue' 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 Sig Date WARNING: FAILURE TO 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 CML FINES UP TO ONE injury, including dee d property damage caused by, arising out of, in any way connected with HUNDRED THOUSAND DOLLARS $100,000 , IN ADDITION TO THE COST OF COMPENSATION, ( ) the issuance oft ' permi I hereby acknowledge that issuance of this permit does not authorize the a DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE; INTEREST AND use or occupof an idewalk, street, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. Coun o enan lh ove mentioned property for inspection purposes. I hereby certify that I am the party cone or am au d a nt p art ersbehalf. CONSTRUCTION LENDING AGENCY 08/28/2008 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for the of the for this is issued. N e of Permittee [SIGN] Pri ,� AAs �,/�/1 Date performance work which permit (3097 civ. code) / N Owner 1:1 Contractor OR E]Agent for Owner ❑Agent for Contractor FILE COPY Lender's Address City State Zip BUTTE COUNTY PERMIT DEPARTMENT OF DEVELOPMENT SERVICES NO. BUILDING PERMIT APPLICATION OFFICE #: (530) 538-7541 FAX #: (530) 538-2140�� c A FEE WILL BE REQUIRED AT TIME OFAPPLICATION Website: www.buttecounty.net/dds BIiY # **PLEASE PRINT CLEARLY** OWNER INFORMATION Last Name A V.1R -,-JC F- Fi e I Mailing Address 34 G Favoq /.Te Couiz:r city 67120v I•L State ^ V, Zinn65 Phoned-.32 -db ZZ Fax E-mail APPLICANT INFORMATION CONTRACTOR Name City yl Address City Fax State Zip Phone Fax E-mail Lic. # Class APPLICANT INFORMATION ARCHITECT/ENGINEER Name City yl Address City Fax State Zip Phone Fax E-mail State License Number APPLICANT INFORMATION Name / --r Address4.1 Uv /e,/ City yl Staten e_ 1r'�r (l// Phone � � � �Z Fax E-mail Ppqe , com 101, 1.7, i ffiladirmi.1 0 - I 'r PROJECT LOCATION AP# S- . Property Address 01e4 — city y 'LLC C19�6 s 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 DESCRIPTION OR SCOPE OF WORK: Sq FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): i For office use only: Zoning 2 Flood Zone SRA I Yes o Occ. Type Const. 01_0U gg &)i eef'7 9 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 "PERMIT APPLICATION DATA SHEET" Reference Number: B08-1523 Date: 08/04/2008 Location: 34 FAVORITE COURT By: TMP Parcel Number: 025-340-073 Sub Type: Remodel Owner Name: LAWRENCE, TIMOTHY Phone: Description: GARAGE CONVERSION TO LIVING SPACE The above permit application has the following Clearances required prior to permit issuance. Please contact each department indicated below regarding specific requirements pertaining to your permit application. Yes No SEWER DISTRICTS ❑ Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 95965 - (530) 533-0740 ❑ LOAPUD, 1960 Elgin Street, Oroville CA 95966 - (530) 533-2000 ❑ ❑ City of Chico, PO Box 3420, 411 Main Street, Chico CA 95927 - (530) 879-6700 PARKS & RECREATION DISTRICTS Chico Area Recreation District, 545 Vallombrosa, Chico CA 95926 - (530) 895-4711 Durham Park & Recreation District, 9447 Midway, Durham CA 95938 - (530) 345-1921 d Feather River Recreaction & Park District, 1200 Myers Street, Oroville CA 95966 - (530) 533-2011 Paradise Parks & Recreation, 6626 Skyway, Paradise CA 95969 - (530) 872-6393 F1 ❑ Recorded copy of Agricultural Acknowledgment Statement- See Attached Instructions F] ❑ City of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 - (530) 868-5447 E] ❑ Other: E] ❑ Other: "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this applicationis sub' ct to public inspection and will be posted on the County's website for electronic access. Signature of Applicant: Date: 08/04/2008 FILE SCHOOL DISTRICTS ❑ Biggs Unified School District, 300 B Street, Biggs CA 95917 - (530) 868-1281 ❑ Chico Unified School District, 1163 East 7th Street, Chico CA 95926 - (530) 891-3006 ❑ ❑ Durham Unified School District, 4920 Putney Drive, Durham CA 95938 - (530) 895-4675 Gridley School District, 429 Magnolia, Gridley CA 95948 - (530) 846-4723 Marysville School District, 1919 B Street, Marysville CA 95901 - (530) 741-6000 Oroville Elementary School District, 2795 Yard Street, Oroville CA 95966 - (530) 532-3000 d Oroville Union High, 2211 Washington Ave, Oroville CA 95966 - (530) 538-2300 Ext: 105 Paradise Unified School District, 6696 Clark Road, Paradise CA 95969 - (530) 872-6400 OTHER F1 ❑ Recorded copy of Agricultural Acknowledgment Statement- See Attached Instructions F] ❑ City of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 - (530) 868-5447 E] ❑ Other: E] ❑ Other: "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this applicationis sub' ct to public inspection and will be posted on the County's website for electronic access. Signature of Applicant: Date: 08/04/2008 FILE 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 PLAIN PROVIDE THE MAJOR LABOR AND MATERIALS FOR CONSTRUCTION OF THE PROPOSED PROPERTY IMPROVEMENT. OR NO) 2. I (V '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: 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: GARAGE CONVERSION TO LIVING SPACE Reference Number: B08-1523 Applicant Name: Owner's Name: LAWRENCE, TIMOTHY AP # : 025-340-073 �y Signature of Property Owner: Date: �� �1 go,nIlr zP c(3 --; cq-�;3 k %A b 2za&AE1K- C,:)C (Ie -A The 2007 CBC, CMC, CPC, CEC, and 2005 California Energy Standards as amended by the jurisdiction apply to this project. 0 �-C, C P-\ , 12 F -90<1r -15Z -s <i-17-710,5r- Jr i-17-71srJr �S 7F.4 C�� �i.. LDr11�rS�07� BUTTE COUNTY 12. 13UILDING DIVISM APPROVED Proposed with a wall image D-• Main Level /, ny I nAaO.r 11 1 It n I n I_. V.V"G fed lK Dr Main Levei LAWRENCE,,- 11/13/2007 e� � Page: 5 � ooQ 04 ah (3 a a a 0 N M V, L^ Y- 0 04 ah (3 a a a 0 N M Proposed with a wall image Main Level ( Dj H + �H 2 Ir Clain Level . LAW1iENCE ' 11/13/2007 Page: 2 a 0 �I J d -o: V�. L O 0 D. I, 0. s: D= � 0 � Li �i cr- a W, N on a F L x 1<� k a W, N on a N a` 9 ri ( o 7T. }. N P r-- c� �N {(� / 1_ { � ri } �. � � N `' r � � '' � � t �. �, ; �: - - - - � -, . '� { j • 1 {, - .i • • l: fie. i �i �. .- a ♦. ' ARM M �•y �- •.� _ ♦ 1•�F �. ! /. � _. - '��"' � •. '.4 y `�� ASF -.A.Ti "4 TABLE OF CONTENTS TOC ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Project Title.......... •Lawrence Res. / 07LT101A Date..12/11/07 16:11:00 Project Address........ 34 Favorite Ct. ******* --------------------- Oroville, CA 95965 *v7.30* I I Documentation Author... Jessie Starr ******* I Building Permit # I Cal Starr Energy Consultants, Inc. I I 8938 Airport Rd., Ste. A I Plan Check / Date I Redding, CA 96002 I I 530-246-7700 I Field Check/ Date I Climate Zone........... 11 --------------------- Compliance Method...... MICROPAS7 v7.30 for 2005 Standards by Enercomp, Inc. MICROPAS7 v7.30 File-07LT101A Wth-CTZ11S05 Program -TOC I User#-MP1628 User -Cal Starr Energy Consulta Run -Lawrence Res / 07LT101A ------------------------------------------------------------------------------- TABLE OF CONTENTS ----------------- Report Page FORM CF -1R ................ 1 FORM MF -1R ................ 5 HVAC SIZING ............... 9 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 1 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Project Title.......... Lawrence Res. / 07LT101A Date..12/11/07 16:11:00 Project Address........ 34 Favorite Ct. ******* --------------------- Oroville, CA 95965 *v7.30* I I Documentation Author... Jessie Starr ******* I Building Permit # I Cal Starr Energy Consultants, Inc. I I 8938 Airport Rd., Ste. A I Plan Check / Date Redding, CA 96002 I I 530-246-7700 I Field Check/ Date I Climate Zone........... 11 --------------------- Compliance Method...... MICROPAS7 v7.30 for 2005 Standards by Enercomp, Inc. I MICROPAS7 v7.30 File-07LT101A Wth-CTZ11S05 Program -FORM CF -1R I User#-MP1628 User -Cal Starr Energy Consulta Run -Lawrence Res / 07LT101A I ------------------------------------------------------------------------------- ---------------------------- ---------------------------- MICROPAS7 ENERGY USE SUMMARY = Energy Use Standard Proposed Compliance = _ (kTDV/sf-yr) _----------------------- Design ---------- Design ---------- Margin = - = Space Heating.......... 19.02 9.29 ---------- 9.73 = = Space Cooling.......... _ 39.69 39.07 0.62 = = Total -------- 58.71 -------- 48.36 -------- - 10.35 = *** Building complies with Computer Performance *** Water Heating not calculated GENERAL INFORMATION HERS Verification.......... Not Required Conditioned Floor Area..... 550 sf Building Type .............. Single Family Detached Construction Type ......... Addition Alone Fuel Type ................. Propane Building Front Orientation. Front Facing 180 deg (S) Number of Dwelling Units... 1 Number of Building Stories. 1 Weather Data Type.......... FullYear Floor Construction Type.... Number of Building Zones... Conditioned Volume......... Slab -On -Grade Area......... Glazing Percentage......... Average Glazing U -factor... Average Glazing SHGC....... Average Ceiling Height..... Raised Floor 1 4950 cf 0 sf 17.5 % of floor area 0.4 Btu/hr-sf-F 0.35 9 ft CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 2 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Project Title.......... Lawrence Res. / 07LT101A Date..12/11/07 16:11:00 -=----------------------------------------------------------------------------- ------------------------------------------------------------------------------- MICROPAS7 v7.30 File-07LT101A Wth-CTZ11S05 Program -FORM CF -1R I User#-MP1628 User -Cal Starr Energy Consulta Run -Lawrence Res / 07LT101A I ------------------------------------------------------------------------------- BUILDING ZONE INFORMATION ------------------------- Floor # of # of Cond- Thermo- Vent Vent Verified Area Volume Dwell Peop- it- stat Height Area Leakage or Zone Type (sf) (cf) Units le ioned Type (ft) (sf) Housewrap -------------- =---- ------ ----- ----- ------------- ----- ------- ---------- ADD - New (Added) Residence 550 4950 1.00 2.0 Yes Setback 2.0 Standard No OPAQUE SURFACES --------------- U- Sheath- Solar Appendix Frame Area fact- Cavity ing Act Gains IV Location/ Surface Type (sf) or R-val R-val Azm Tilt Reference Comments ------------ ----- ---- ----- ----- ----- --- ---- --- --------- -------------- ADD - New (Added) 1 Wall Wood 146 0.068 13 4 180 90 Yes IV.9 C3 2 Wall Wood 193 0.068 13 4 90 90 Yes IV.9 C3 3 Wall Wood 213 0.068 13 4 270 90 Yes IV.9 C3 4 Roof Wood 550 0.032 30 0 n/a 0 Yes IV.1 A7 5 Floor Wood 550 0.037 19 0 n/a 0 Yes IV.20 A4 FENESTRATION SURFACES --------------------- Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments ------------------ ----- ----- ----- --- ------------ ------------------------ ADD - New (Added) 1 Wind Front (S) 6.0 0.400 0.350 180 90 Standard F1N/Vinyl/Wood Fixed Low 2 Door Front (S) 40.2 0.400 0.350 180 90 Standard F2N/Vinyl/Wood Patio Doo 3 Wind Front (S) 6.0 0.400 0.350 180 90 Standard F3N/Vinyl/Wood Fixed Low 4 Wind Right (E) 12.0 0.400 0.350 90 90 Standard R1N/Vinyl/Wood Operable 5 Door Right (E) 20.1 0.400 0.350 90 90 Standard R2N/Vinyl/Wood Patio Doo 6 Wind Left (W) 12.0 0.400 0.350 270 90 Standard L1N/Vinyl/Wood Operable OVERHANGS ---Window--- ------------Overhang------------ Area Left Right Surface (sf) Width Height Depth Height Extension Extension ----------- ----- ----- ------ ----- ------ --------- --------- ADD - New (Added) 4 Window 12.0 n/a 4.0 1.5 1.5 n/a n/a 5 Door 20.1 n/a 4.0 1.5 1.5 n/a n/a 6 Window 12.0 n/a 4.0 1.5 1.5 n/a n/a CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R• Page 3 Project Title.......... Lawrence Res. / 07LT101A Date..12/11/07 16:11:00 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- I MICROPAS7 v7.30 File-07LT101A Wth-CTZ11S05 Program -FORM CF -1R I User#-MP1628 User -Cal Starr Energy Consulta Run -Lawrence Res / 07LT101A ------------------------------------------------------------------------------- HVAC SYSTEMS ------------ Verified HVAC SIZING Verified Verified Verified Verified Maximum System Minimum Refrig Charge Adequate Fan Watt Cooling Type Efficiency EER or TXV Airflow Draw Capacity ---------------- ADD - New ----------- ----- ------------- (Added) -------- -------- -------- HPSplit 8.80 HSPF n/a n/a n/a n/a n/a HPSplit 16.00 SEER No No No 'No No HVAC SIZING Sizing Location............ OROVILLE RS Winter Outside Design...... 25 F Winter Inside Design....... 70 F Summer Outside Design...... 102 F Summer Inside Design....... 75 F Summer Range ............... 37 F DUCT SYSTEMS s Verified Total Sensible Design Maximum System Heating Cooling Cooling Cooling System Load Load Capacity Capacity Type ------------- (Btu/hr) ---------- (Btu/hr) ---------- (Btu/hr) ---------- (Btu/hr) ---------- ADD - New (Added) R-n/a n/a n/a n/a HPSplit 7783 n/a n/a n/a HPSplit n/a 7719 9315 n/a Sizing Location............ OROVILLE RS Winter Outside Design...... 25 F Winter Inside Design....... 70 F Summer Outside Design...... 102 F Summer Inside Design....... 75 F Summer Range ............... 37 F REMARKS DUCT SYSTEMS s ------------ Verified Verified Verified System Duct Duct Duct Surface Buried Type ------------- Location ----------- R -value Leakage Area Ducts ADD - New (Added) ------- ------- -------- --------- HPSplit None R-n/a n/a n/a n/a HPSplit None R-n/a n/a n/a n/a REMARKS CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 4 ------------------------------------------------------------------------------- Project Title.......... Lawrence Res. / 07LT101A Date..12/11/07 16:11:00 MICROPAS7 v7.30 File-07LT101A Wth-CTZ11S05 Program -FORM CF -1R User#-MP1628 User -Cal Starr Energy Consulta Run -Lawrence Res / 07LT101A ------------------------------------------------------------------------------- COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. DESIGNER or OWNER . Name.... Tim Lawrence Company. Address. 34 Favorite Ct. Oroville, CA 95965 Phone... (510) 27-5636 License. Signed.. J� ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. (date) DOCUMENTATION AUTHOR Name.... Jessie Starr Company. Cal Starr Energy Consultants, In Address. 8938 Airport Rd., Ste. A Redding, CA 96002 Phone... 530-246-7700 Signed.. / v7 (date) MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 5 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Project Title.......... Lawrence Res. / 07LT101A Date..12/11/07 16:11:00 Project Address........ 34 Favorite Ct. ******* --------------------- Oroville, CA 95965 *v7.30* I I Documentation Author... Jessie Starr ******* I Building Permit # I Cal Starr Energy Consultants, Inc. I I 8938 Airport Rd., Ste. A I Plan Check / Date I Redding, CA 96002 I I 530-246-7700 I Field Check/ Date I Climate Zone........... 11 --------------------- Compliance Method...... MICROPAS7 v7.30 for 2005 Standards by Enercomp, Inc. I MICROPAS7 v7.30 File-07LT101A Wth-CTZ11S05 Program -FORM MF -1R I User#-MP1628 User -Cal Starr Energy Consulta Run -Lawrence Res / 07LT101A -------------------------------------------------------------------------------- Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supersede the items marked with an asterisk (*). When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES De- En- sign- force- n/a er ment *150(a): Minimum R-19 insulation in wood framed ceiling or equivalent U -factor in metal frame ceiling 150(b): Loose fill insulation manufacturer's labeled R -Value *150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not apply to exterior mass walls) D'� *150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door covering the entire opening of the firebox ✓ b. Outside air intake with damper and control, flue damper and control ✓ 2. No continuous burning gas pilot lights allowed 150(f): Air retarding wrap installed to comply with Sec. 151 meets requirements specified in ACM Residential Manual r/ 150(g): Vapor barriers mandatory in Climate Zones 14,16 only 150(1): Slab edge insulation - water absorption rate for the insulation material without facings no greater than 0.3%, water vapor permeance rate no greater than 2.0 perm/inch 118: Insulation specified or installed meets insulation quality standards. Indicate type and include CF -6R form 116-17: Fenestration Products, Exterior Doors and Infiltration/ Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage 2. Fenestration products (except field -fabricated) have MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 6 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Project Title.......... Lawrence Res. / 07LT101A Date..12/11/07 16:11:00 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- MICROPAS7 v7.30 File-07LT101A Wth-CTZ11S05 Program -FORM MF -1R I User#-MP1628 User -Cal Starr Energy Consulta Run -Lawrence Res / 07LT101A ------------------------------------------------------------------------------- label with certified U -factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES n/a 110-113: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA 150(1): Setback thermostat on all applicable heating and/or cooling systems 150(j): Water system pipe and tank insulation and cooling systems line insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R12 or greater 2. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 internal and indicated on the exterior of the tank showing the R -value 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of recirculating sections of hot water .pipes shall be insulated to Table 150B 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A 4. Steam hydronic heating systems or hot water systems >15 psi, meet requirements of Table 123-A 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance and wind 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed entirely in conditioned space 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation *150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, De- En- sign- force er ment !/ MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 7 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Project Title.......... Lawrence Res. / 07LT101A Date..12/11/07 16:11:00 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- MICROPAS7 v7.30 File-07LT101A Wth-CTZ11S05 Program -FORM MF -1R User#-MP1628 User -Cal Starr Energy Consulta Run -Lawrence Res / 07LT101A ------------------------------------------------------------------------- UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used A!611ff� 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts ✓ 3. Joints and seams of duct systems and their components shall not be sealed with cloth backed rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands ✓ 4. Exhaust fan systems have back draft or automatic dampers 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers 6. Protection of Insulation. Insulation shall be protected from damage due to sunlight, moisture, equipment mainten- ance and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material P/ 7. Flexible ducts cannot have porous inner cores ,/ 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the heater, weatherproof operating instructions, no electric resistance heating and no pilot light ✓ 2. System is installed with: a. At least 36 inches of pipe between filter and heater for future solar heating b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch 115: _,Z Gas-fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) ✓ 118(1): Cool Roof material meets specified criteria RESIDENTIAL LIGHTING MEASURES De- En- sign- force n/a er ment 150(k)l: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, and do not contain a medium screw base socket (E24/E26). Ballast for lamps 13 watts or greater are electronic and have an output frequency no less than 20 kHz MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 8 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Project Title.......... Lawrence Res. / 07LT101A Date..12/11/07 ------------------------------------------------------------------------------- 16:11:00 ------------------------------------------------------------------------------- I MICROPAS7 v7.30 File-07LT101A Wth-CTZ11S05 Program -FORM MF -1R I User#-MP1628 User -Cal Starr Energy Consulta Run -Lawrence Res / 07LT101A ------------------------------------------------------------------------------- 150(k)l: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, luminaire has factory installed HID ballast 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50 percent of the wattage, as determined in Sec. 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires OR are controlled by an occupant sensor(s) certified to comply with Section 119(d) that does not turn on automatically or have an always on option 150(k)4: Permanently installed luminaires located other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft2), OR are controlled by a dimmer switch OR are controlled by an occupant sensor(s) that complies with Section 119(d) that does not turn on automatically or have an always on option 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are certified air tight to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy luminaires (not in- cluding lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d) ✓ 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sec. 130, 132, and 147. Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Sec. 130, 131, and 146 ✓ 150(k)8: Permanently installed lighting in the enclosed; non - dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires OR are controlled by an occupant sensor(s) certified to comply with Section 119(d) HVAC SIZING HVAC Page 9 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Project Title.......... Lawrence Res. / 07LT101A Date..12/11/07 16:11:00 Project Address........ 34 Favorite Ct. ******* --------------------- Oroville, CA 95965 *v7.30* I I Documentation Author... Jessie Starr ******* I Building Permit # I Cal Starr Energy Consultants, Inc. I I 8938 Airport Rd., Ste. A I Plan Check / Date I Redding, CA 96002 I I 530-246-7700 I Field Check/ Date I Climate Zone........... 11 --------------------- Compliance Method...... MICROPAS7 v7.30 for 2005 Standards by Enercomp, Inc. ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- I MICROPAS7 v7.30 File-07LT101A Wth-CTZ11S05 Program -HVAC SIZING I User#-MP1628 User -Cal Starr Energy Consulta Run -Lawrence Res / 07LT101A ------------------------------------------------------------------------------- GENERAL INFORMATION Floor Area ................. 550 sf Volume ..................... 4950 cf Front Orientation.......... Front Facing 180 deg (S) Sizing Location............ OROVILLE RS Latitude ................... 39.5 degrees Winter Outside Design...... 25 F Winter Inside Design....... 70 F Summer Outside Design...... 102 F Summer Inside Design....... 75 F Summer Range ............... 37 F Inter_or Shading Used...... Yes Exterior Shading Used..:... Yes Overhang Shading Used...... Yes Latent Load Fraction....... 0.20 HEATING AND COOLING LOAD SUMMARY Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. Heating Cooling Description --------------------------------- (Btu/hr) (Btu/hr) Opaque Conduction and Solar...... ----------- 4212 ----------- 2023 Glazing Conduction and Solar..... 1733 2934 Infiltration........... ........ 1838 702 Internal Gain... ................. n/a 2060 Ducts ............................ 0 0 Sensible Load .................... ----------- 7783 ----------- 7719 Latent Load ...................... n/a 1596 Minimum Total Load ----------- 7783 ----------- 9315 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. 0 0. Single Split . - .. 1 -_. iFl Aidf.*04y Id. )Sound Presque ��� G �A 0`ke Multi Split Energy Efficien SEER 13.0 I3A EnergyEfficiency HSPF 7.7 7.7 Airflow D (dm) H/IWL � i80 -2W 30S28a260 K Sound Pressure Lovel-Coofm HMUL 35(1 irJt 40/d3R6 Sound Pressure Levamea6n H/M/L 3583!31 39/34/29 Oimenslore(HxWrcD) in. �-- 778xZ19116x247/16 -► We' ht 470 470 Modal - " - �' RXS09DVJ11 ^ RXS12[IVJU ^ RXSI5DVJU BXSIBDVJU RXS24DVJU'" ' 2M10VJU Compressor Tr Heiniaucal sealed swinga com ssar _ Sound Presque Level dBW 48149 1 '491511- 1) 51/51 sl/51 sw54 501 Oimensh=(HxWxO) in. 215/8x30,'1 8 x11114 2815/16x321/2x1113116 i Weight lbs 740 790 117.0 117.0 121.0 139.0 °•---�= 0 orator Re a-Coofm outdoor IF DB 14-115 l 14-115 14-115 14-115 14-115 14-115 S' Operating flange - Coating (with optional wind baffle) outdoor °FOB 0-115 0-115 0-115 0-715 0-115 WA III Operating Range - Heatinoutdoor IF 08 0-64 I 0-640-64 0-64 0-64 0-64 Max " rL 660 1 660 i 96.0 96.0 9&0 16412x 82 ft) Max Height Difference it 49.0 WA 66.0 660 492 ' SkyAir Systems ',iii. 1w` �. i r (.�.: <•� :ice Model FCQ24MVJU FC030MVJU FCOMMVJU FCQ42MVJU Cooling Capacity 18tu/h) 24.000 3DXO 36,000 40,500 Healing Capacity (Btufh) 27JO 34.000 39,500 41,500 Feer Efficiency SEER 13 13 13 13 Energ Efficiency HSPF 7.7 7.7 7.7 73 AirflowH/L dm (Co(HHeealing) 7MV0 ating)870/WO 900!190 950n90 1030/810 < Sound Pressure Levet dBW 42' 1 42 44 1 46 Unit dimensions in 11318 x 3318 x 3318 r. (NxWxO) �� Deco Panel Dimensions in. 158 x 37 38 x 3138 (HxWxD) weight lbs 73 73 7a, 74 Model FHQ24MVJU FHQ3OMVJU FHO36MVJU FHQ42MVJU Cooling Ce (Bwfi) 24,000 30,000 36,00D 40,000 HeatingCapacityfBtu/h) 27.000 34,E 31,50 39,WO Ener Efficiency SEER 13 13 13 13 _ \1 [..°.,... 9W.:en.., NCP; 77 7-7 7.7 7.7 Sound Presque Level dB(AI 45 45 1 46 147 Dimensions (H xWxD) in. 7 11/16 x 62 SM x 26 314 ht lbs. 00 90 00 90 01-11111813 i :r Model RZQ24MVJU RZ030MVJU RZ036MVJU RZQ42MVJU ComprossorType Hermm ficeDWy sealed scroll ttypa inverter No _ Sound Pressure Level rawdoor 58 58 56 58 Weight 311 311 811 310 Operating Range-Coofm OB 14-115 14-115 14-115 14-115 Operating Range - Cooling, _ (with optional wind baffle) DB 0-115 0-115 0.115 0-115 ff 1.0 eratin e -Heating 08 0-64 .0-64 0-64 0-64 Max. P' ' Len th 230 230 230 230 MaxHeight DDference IL 164 T 164 1 164 1 164 Dimensions (H x W x D) in. 5215/16 x 35 7/16 it 12 58 Weight lbs. 310 1 310 310 310 GPLC 06/06 V absolute comfortn" Daikin AC (Americas), Inc. 1645 Wallace Drive, Suite 110 Carrollton, TX 75006 866-4DAIKIN www.daikinac.com IDaikin's products are subject to continuous improvements Daikin reserves the right to modify product design, specifications and information in this brochure without notice and %%idrout incurring any obligations.) - FTXS09DVJU 11 - FTXS120VJU 11 FTXSI5DVJU FTXS18DVJU FTXS24DVJU CTX5090VJU12► min: nom. -max 4.408.8,500-8,500 41100.1150011.500 32D0.15,0OD-15000 3,Z O.18AOD-18,00D 3200•22,000.22AW 73W1B4000.19,000 r min -nom. -max 4,400-10000-10,000 413001150011.500 3200.18AD-21,200 3,200-21,606.24.000 3200.24.000.25,400 5,300.2Z000.2ZWO SEER 16.0 16.0 17.0 163 15.0 16.0 HSPF 8.8 8$ I 10.1 9.1 92 Z7 H/M/L 253-220.187 286.231-187 515459-402 M9-529-448 586.532477 400-357.314 H/wL 38/32115 40/33/26 45/41/35 45/41/36 46/42137 44/40(15 tl/M/L 38/33/28 39(34/29 44140M I 44/4085 I 46/47/31 44/39/34 in. 4 10314x30 x711116- o 117/l6x415/16x93/8 . ► 117/16x315/l6x93/8 1 613 16.6 268 265 26.5 1 2D.0 IN Energy Efficien SEER 13.0 I3A EnergyEfficiency HSPF 7.7 7.7 Airflow D (dm) H/IWL � i80 -2W 30S28a260 K Sound Pressure Lovel-Coofm HMUL 35(1 irJt 40/d3R6 Sound Pressure Levamea6n H/M/L 3583!31 39/34/29 Oimenslore(HxWrcD) in. �-- 778xZ19116x247/16 -► We' ht 470 470 Modal - " - �' RXS09DVJ11 ^ RXS12[IVJU ^ RXSI5DVJU BXSIBDVJU RXS24DVJU'" ' 2M10VJU Compressor Tr Heiniaucal sealed swinga com ssar _ Sound Presque Level dBW 48149 1 '491511- 1) 51/51 sl/51 sw54 501 Oimensh=(HxWxO) in. 215/8x30,'1 8 x11114 2815/16x321/2x1113116 i Weight lbs 740 790 117.0 117.0 121.0 139.0 °•---�= 0 orator Re a-Coofm outdoor IF DB 14-115 l 14-115 14-115 14-115 14-115 14-115 S' Operating flange - Coating (with optional wind baffle) outdoor °FOB 0-115 0-115 0-115 0-715 0-115 WA III Operating Range - Heatinoutdoor IF 08 0-64 I 0-640-64 0-64 0-64 0-64 Max " rL 660 1 660 i 96.0 96.0 9&0 16412x 82 ft) Max Height Difference it 49.0 WA 66.0 660 492 ' SkyAir Systems ',iii. 1w` �. i r (.�.: <•� :ice Model FCQ24MVJU FC030MVJU FCOMMVJU FCQ42MVJU Cooling Capacity 18tu/h) 24.000 3DXO 36,000 40,500 Healing Capacity (Btufh) 27JO 34.000 39,500 41,500 Feer Efficiency SEER 13 13 13 13 Energ Efficiency HSPF 7.7 7.7 7.7 73 AirflowH/L dm (Co(HHeealing) 7MV0 ating)870/WO 900!190 950n90 1030/810 < Sound Pressure Levet dBW 42' 1 42 44 1 46 Unit dimensions in 11318 x 3318 x 3318 r. (NxWxO) �� Deco Panel Dimensions in. 158 x 37 38 x 3138 (HxWxD) weight lbs 73 73 7a, 74 Model FHQ24MVJU FHQ3OMVJU FHO36MVJU FHQ42MVJU Cooling Ce (Bwfi) 24,000 30,000 36,00D 40,000 HeatingCapacityfBtu/h) 27.000 34,E 31,50 39,WO Ener Efficiency SEER 13 13 13 13 _ \1 [..°.,... 9W.:en.., NCP; 77 7-7 7.7 7.7 Sound Presque Level dB(AI 45 45 1 46 147 Dimensions (H xWxD) in. 7 11/16 x 62 SM x 26 314 ht lbs. 00 90 00 90 01-11111813 i :r Model RZQ24MVJU RZ030MVJU RZ036MVJU RZQ42MVJU ComprossorType Hermm ficeDWy sealed scroll ttypa inverter No _ Sound Pressure Level rawdoor 58 58 56 58 Weight 311 311 811 310 Operating Range-Coofm OB 14-115 14-115 14-115 14-115 Operating Range - Cooling, _ (with optional wind baffle) DB 0-115 0-115 0.115 0-115 ff 1.0 eratin e -Heating 08 0-64 .0-64 0-64 0-64 Max. P' ' Len th 230 230 230 230 MaxHeight DDference IL 164 T 164 1 164 1 164 Dimensions (H x W x D) in. 5215/16 x 35 7/16 it 12 58 Weight lbs. 310 1 310 310 310 GPLC 06/06 V absolute comfortn" Daikin AC (Americas), Inc. 1645 Wallace Drive, Suite 110 Carrollton, TX 75006 866-4DAIKIN www.daikinac.com IDaikin's products are subject to continuous improvements Daikin reserves the right to modify product design, specifications and information in this brochure without notice and %%idrout incurring any obligations.) INSULATION CERTIFICATE Job Number: 9734 HIGNELL INC. Contractor/Owner Name I� M 34 FAVORITE CT., OROVILLE CA Job Address (street, city, state) County Subdivision Name Lot Number DESCRIPTION OF INSTALLATION 1. ROOF _ Material: Brand Name: Thickness (inches): Thermal Resistance (R -Value): 2. CEILING Batt or Blanket Type: Brand Name: Thickness (inches): Thermal Resistance (R -Value): Loose Fill Type: Fiberglass Brand Name: Knauf Minimum Installed Weight/It .569 lb Minimum Thickness: 13 inches Manufacturer's installed weight per square foot to achieve Thermal Resistance (R -Value): 38 3. EXTERIOR WALL Frame Type: A. Cavity Insulation . Material: Fiberglass Brand Name: Knauf Thickness (inches): 31/2 Thermal Resistance (R -Value): 13 B.'Exterior Foam Sheathing . . Material: Brand Name: Thickness (inches): Thermal Resistance (R Value): 4. RAISED FLOOR _ Material: Brand Name: Thickness (inches): Thermal Resistance (R -Value): 5. SLAB FLOORMERIMETER Material: Brand Name: Thickness (inches): Thermal Resistance (R -Value): Perimeter Insulation Depth Inches: 6. FOUNDATION WALL _ Material: Brand Name: Thickness (inches): Thermal Resistance (R -Value): DECLARATION I hereby certify that the above insulation was installed in the building at the above location in conformance with the current Energy Efficiency Standards for residential buildings (Title 24, Part 6, California Code of Regulations) as indicated on the Certificate of Compliance, where aa�pplliccaajbl/e.� �p /� 2&3(,' //tt `(.r�1t/ ` SAO) Chico Insulation & Fireplaces Item Number's Signature and Date Installing Subcontractor (Co. Name) or General Contractor (Co. Name) or Owner Item Number's Signature and Date Installing Subcontractor (Co. Name) or General Contractor (Co. Name) or Owner 5.2 Outdoor Units _ RXS 09/12 DVJU Ll r------------------------------------------------------------- 1 1 . IC11 :TRIAC IPMI : INTELLIGENT POWER MODULE 1 1 07 L1 : COIL LIR ;REACTOR 1 FIELD WIRMG i PCBs HCC2 HCI MIF VLW MRCW, MRM10. MRM20 : MAGNETIC RELAY 1 : FAN MOTOR r M- �X1M Z2C FU3 MRM20L1R Z1C.Z2C HC3 �HC4 IPM1 I I HL1 20A LI _ HR1 L' 1 8LK R V2 -VS HR2 DBI + RUI. FU2. FLI201 1 + 1 HNA __ RM10 HL2 L2 E. ACI. AC2 DBP C94 i 3 1 3 ED S — HN2 -BLU HN3 HN3 C74 + ; i ® I L>> 1 ]SAI S11 _ HL3 - - Rk 3.15A 1 L2� 3 1iTY t ra -' V3 1 FUt 3.15A ICt1 +_ +_ C75 G95 ' i E S10 V1 1 i z W v U 1 i d > 87X 7 MR PCB2 i y� 1� 6 r 1 3� 6 3d �S3 �12 1 �o o 1 1 j OTS `------------ NOTE -_--------- ; WGdoor ' '�' ' '�' =22JW J Q J W 1.R$$iT0.71fMIULATEFOR THE POWER REMNSOi1S 1 JJ� pp��mp?� I mlmmlmmm mm¢ O J 1 m r 1 C74. C75 CS4. C95. 6100 : CiAPACROR 1 DB1. D82 : DIODE BRIDGE i FU1.FU2.RU3 :FUSE IC11 :TRIAC IPMI : INTELLIGENT POWER MODULE G. L. :LIVE L1 : COIL LIR ;REACTOR MiC :COMPRESSOR MOTOR MIF : FAN MOTOR MRCW, MRM10. MRM20 : MAGNETIC RELAY RXS 15/18/24 DVJU 1 1 I 1 1 1 1 1 1 ' r 1 _ !Oiv- RIPQT1 Lx� 1 L,�^' 1 - -60Ftr2]8(l31V L______—__I 1�I5 'o PCB1. PC82 : PRINTED CIRCUIT BOARD 1 : LIVE St W 1 S4W ® t :SURGE ARRESTER i 1 1 139 S2i DBI 1 M1C :COMPRESSOR MOTOR 1 : FAN MOTOR Z1C.Z2C :FERRITE CORE X1M :TERMINAL STRIP Y2E : ELECTRONIC EXPANSION VALVE V2 -VS :VARNSTOR RUI. FU2. FLI201 - FUSE HEI. HEY. HACI E. ACI. AC2 Ht. H2. HL L1. L2. X11A :CONNECTOR MRM20: MRCA MAGNETIC RBAY R1T-R3T :THERMISTOR Room Air Conditioners DSeries Y1E 1IN.CASEOF' I- OIL ICI I HEAT PUMP R1T R2TR3T 3' M1F TYPE (OUTDOOR)(DISCHARGE) U —..J (CONDENSER) M1C 1 PCB1. PCB2 : PRINTED CIRCUIT BOARD 01 L. :OVERLOAD PROTECTOR R1T. RZT. R3T :THERMISTOR S10 S11. S20 S30.S40. S70 SSO. S90. S91 HC3. HC4, HL3. HN3 : CONNECTOR -- S2 -S102 :CONNECTOR I FDA : PILOT LAMP PCB1. PC82 : PRINTED CIRCUIT BOARD U. L2 : LIVE St W : FORCED OPERATION ON/OFF SW (SW1) S4W : LOCAL SETTING SW (SW4) SAI :SURGE ARRESTER Y1R : REVERSING SOLENOID VALVE COIL DBI : DIODE BRIDGE M1C :COMPRESSOR MOTOR MIF : FAN MOTOR SAI :SURGE ARRESTER V1, V2. V3 : VARISTOR X1M :TERMINALSTRIP Y1E : ELECTRONIC EXPANSION VALVE COIL Y1 R : REVERSING SOLENOME VALVE COIL Z1C. Z2C : FERRITE CORE ® :PROTECTIVE EARTH . 3D046979 1 IIF 1 1 �V ' I 1 t MIC U I. L1R :REACTOR OIL :OVERLOAD PROTECTOR CT1 :CURRENTTRANSFORMER MID : MOLDED INTER CONNECT DEVICE SPM :SYSTEM POWER MODULE ASSIGNMENTS OF TERMINALS OFTHE COMP. U V �T'p1 �s3DD46978 11 Wiring Diagrams EDRUSE04-11R 5. Wiring Diagrams 5.1 Indoor Units FfXS 09/12 DVJU PC69 S36 S35 PC81 HI `----------------------- 1 �- X1M (B 2 EYESENSOR 3 SA BUC 1 h.r�1J z —� • yyF{T 2Z—® outdoor L�S26 (TERMWAL FOR CENTRALIZED CONTROL) C70 TRANSMISSION �_�N� W g FIELD WIRING. S21 00000 CIRCUIT r. _---------------_, MP H2P H3P S1 CAUTION S1 W a S7 _ NOTE THAT OPERATION WILL--------�- J RESTART AUTOMATICALLY IF SIGNAL THE MAIN POWER SUPPLY IS RECEIVER t' M TURNED OFF AND THEN BACK S32 S6 1- ON AGAIN. R1T o 000 $ 14D'C ; `------------------� t' M1F HIP-H3P.. :PILOT TAMP M11F : FAN MOTOR R2T MIS : SWING MOTOR WIRELESS __---- - r PCBs-PC83 : PRINT® GRCUTT BOARD REMOTE ---------------------------------- R1T-R7r :THERMISTOR CONTROLLERS1-S96 :CONNECTOR ®:PROTECTIVE EARTH C70: RUNNING CAPACITOR S1 W : OPERATION SWITCH Fu :FUSE Xt M : TERMINAL STRIP 3DO3359SE FTXS15/18124 DVJU -----------------------------7--------------------------------------- I I � I I FIELD WIRING. PCB3 S27 S26H1 PCBI I I I RECTIFItA Fo xi M I 2 + 315A —BLK1 I —• F2 t f WHT 2 t OUTDOOR RED 3 i _ j S38 0 0 GfqON � - i NOTETHArPO ERATION WILL FG i RESTART AUTOMATICALLY IF PCB4 j THE MAIN POWER SUPPLY IS S37 • • • S7 TURNED OFF AND THEN BACK 7 I ON AGAIN. HIP H2P H313n BI U :FRAME GROUND Fu :FUSE PCBS i MIF i Ht- H3 :HARNESS 1 I I S36 S35 I HIP- H31P :PILOT LAMP S28 S32 1 S6 5 1 S8 6 i MIF : FAN MOTOR SBTSOR P. • 01 q 0 MIS. M2S : SWING MOTOR L -------1I III Oa 3 fill II .YZ O O?Y j 1L PCBs - PC35 PRINTED CIRCUIT BOARD PC82 O RIT.R2T :THERMISTOR SIGNAL s29 RzT INDOOR S1 -S38 . :CONNECTOR RECEIVER M I S1 W : OPERATION SWITCH WIRELESS ISyyl i X1M :TERMINALSIEitP b : PROTECTIVE EARTH REMOTE L------------------ MI5-- O ---- -------------J CONTROLLER 3=030F 10 Room Air Conditioners D -Series Y / Li x;35-340-073 ROY 06'1395 NOTE S �{ FAVORITE Cl, OROVILLE Cont: OWNER NSF(LIV,GAR, COV) APN: 1^ i Owner. .� Site Address: _ J Contractor. _ Y Type of Permit: -- -_-1 Permit No. �= OFFd ti 3 �Y y Address l GAS Meter By "W / pate ELECTR1 Meter By / Date G,r t CHECKED BY SRA < . FLOOD CERTIFICATE EQUIRED FIRE SPRINKLERS REQUIRED ~ SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS y SUBSTANDARD HOUSING LETTER ENCROACHMENT PERMIT REINSPECTION FEE PAID ENV HLTH CLEARANCE �w�RMouS� DATE JOB FINALED: v 7 SIGNATURE: qell �1 i]r,F -- -_-1 Permit No. �= OFFd ti 3 �Y y Address l GAS Meter By "W / pate ELECTR1 Meter By / Date G,r t CHECKED BY SRA < . FLOOD CERTIFICATE EQUIRED FIRE SPRINKLERS REQUIRED ~ SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS y SUBSTANDARD HOUSING LETTER ENCROACHMENT PERMIT REINSPECTION FEE PAID ENV HLTH CLEARANCE �w�RMouS� DATE JOB FINALED: v 7 SIGNATURE: 0 = NatOK -RESIDENTIAL (Single & Duplex) DATE UNDRFLOOR,. ..I DATE IPLUMBING ot-coning--�ewacKs-t:asemencs-Fiood-51ope 53 Wt�i ' Ven-Cmbstn Air Baffle Z' tg Main; Soils-Elec Gmd Ftp DRth y4 Iltr Pipe; est & !9,0r -Nail Prtctn �tg Garage; SoiisSteel-SteelGmd Ftg Dpth S�WY_T-est Fitfl'gs & Anchr NaTfPr t 4 FF g Porches/Decks; SoilsSteel Ftg Dpth; ' hwr Pan; Test, Fust fir -Tub Acc SSS lis'Main; Steel-Blockouts W & rapped 57 Test Tub Shwr, 2nd fir - Tub Acc .6' mmwalls Garage; Steei-Biockouts Wrapped 58 Gas Pipe; Sz & Anchrs ' 6 IdDowns and Special Anchrs g_Zg -OC,) P'Slab, Steel Wrapped 6A2AGESGc6 0K OAk) C. i2-iz.ojog. . 0 and Gas.Piping 8 Piers-Frpic FtgSteel �WV; Fall -Fitting -Test -2 -way CIO -Sewer Test / o -i O'&o (/Q 10 UF, Gas Pipe; Sz Anchrs-Sz Test °� �s 40, 11 Wtr Pipe; Test Anchrs-RgitrService Test 12. Elec Undrgrnd DATE M E C WA N I C A L 13 Plenums & Ducts; ClrncaNaterialSupport4nsultn 61 AC Ducts Insulin u 14 GirdersSills-SillsBoltsJoists Vnts-Cripples 62,V#n-f_Fan, Exhaust abv Insultn 15 Acc & Vntitn r -- �nsate Drain & Ovrflw, Sz &Grade 16 Insulation 64 Furnac cc -Comb Air RtrnlVent 115 Outlet - —� C 65 - cc & Pitirrrm if Furnace in attic - 2 DATE FRA 04N G 9 it roper Materials & Anchrs DATE IF I N 1tads-Nailing Spacing & Braces-Plates-Sound=Door & SideLt Prtctn-Landings 1 aring Walls over Girders 8 fir Nailing Smoke Detector 2 D�top in Walls (rat proof): 68 Furnace Vnts-Dimc-DComb, m o b, Air-Cnnctr =IFIre Stops,'Fiirred Ceilings-�S I Chase Tubs In Gara e; abv-flr-Ducts-Meth Prtctn ; 22 Headers & BeamsSi &-Bemiring r7;!& om Exiting 23 Hangers-P.osf Caps-Anchrs�nnctns Bath Fxtrs & Tub Acc4 24 Ceiling Joist-Rftr Ties-Purlin-Roof ®Shthg c Fault 25 Frplc Ties o. yp6 u+ • , rQlc Throat Clmc AElec Trim & Subpnl, Breaker Szs & Labels 26 Attic Acc; Sz B'.Riez Prtctn-&] i Stop -ins Baffies 13 Stairs, Guard/Handrails 27 Wpd +rs or Exiting anions 74 Frplc ve, Clmc-Hearth JO -(Q -OCp fib,(^ Garage Fire Prtctri Frain Cg -RC rI a 75 c Outlets.at Wood Pnl, Int & Ext 29 Prprty Line Firewall & Opn VEI 'r & Appinc; Gmd-Air-Gap-Cooking Cirnc 30 Ext Doors -One 3' -Check Garage 3rd. Story, 2 Exits is &Rcptcls at Ktchn Counter 3 e Door, Swing -Landing -Closure b -7-0(Q Y�a6G d on Roof Ovrhng-Attic Vnts-Rftr Outrgrs Garage-Damper3 Siding- 'ling Veneer nts-Clmc-Com Air Cnnctr-PRV; abv fir 34 SWeo Lath -We creed-Fndtn Vnts-Undrflr Acc Mech P ctn; LPG Appince Undr House 3-- drain azing Area -G ctnSkyLts-Piastic . 81 P ; El' &Mech Eqp Listed for Loan 36 She al ling -Bolts Elec Rcptcls in Garage (GF) Romex Prtctn 10-%-r7(o U 0 37 Bft'ee)W8dWalI pnlsNJ' 83*Insultn-Foam-Looked in Attic 38 Insultn-Walls Ceilings 84 Guard Rails & Deck Cnstrctn-Post Caps - 39 Infiltration-Wndws . 85 Fndn Vnts & Crawl Hole Door Dmge & Wood -Earth a 86 C Dmge Planters ❑ Yes [::]No a,.• m`� o, X41 8 S Brown -Finish Unit Dscnnct, Elec-Plmb is Ov Roof, PImb-Appinc-Frpic-Clint to Opngs DATE JELECTRICAL 9 Well, Dscnnct, Elec, Plmb 40 Fxtr & Trnsfrmr Clrnc4ns Prtctn 91 FxtrElec Trim, GFI Rcptcl-Undrgrnd 41 Elec Rcptcls Spacing-Lts & Switches at Doors 92`V5 tnr ru House 42 Sz Boxes & No Of Cndctrs Stapledg3� n 43 Romex Installed Close to Edge of Studs & CJ 9 C4 o coons from previous Irispctns 44 Eqp Grnd made up w/Mech Fstnrs 2.0z. G -Meters Tagged, Gas-Elec Gmdng Electrode Bond Gas & Wtr 96 &s ewer Cnnctd-C/O to grade -HD Apprvl pinc Cires in Ktchn & Cndctr Sz GFl gy Cmpinc Cert -Other Certs 4 ga ❑Cu or DAL ddress Posted AC Wire Sz ea ❑ CU or ❑AL 99 Fire Sprinkler 4'8nallUC ga ❑ CU or [:IAL Oven Circ ga ❑ CU or ❑ AL ipstdated Neutral ❑Yes ❑No 43 Service -Riser Cndctrs & Gmd Main Dscnnct 50 Eqp Cirncs pnis-Motors-Mech Eqp rlo� t t -S i +S 5P.6rfi'oTce Detector o'` 0 o' m's +=OK MANUFACTURED HOMES 1 Zoning -Setbacks -Easements 2 Soils; Special MH Support Sketch 3 Sewer; Loctn-Test; FallIC/O-Concrete 4 Wtr; Loctn-Test-Easeinent Needed -Regulator 5 Elec Loctn-Clmcs-Grnd ' Amp -Concrete 6 Yard Gas; Loctn-Test Wrap Nat ❑ or LP❑ Inch Sz Ft Lngth 7 Blckng; SzSpacing-Marriage Llne 8 Gas; MH Test -Demand Valve-Cnnctr 9 Elec MH Cntnty Test -Crossovers -Breakers -Cines 10 Drain; MH Test -Fall -Flex Cnnctr 11 Wtr & Sewer Connected -C/O to Grade 12 Gas and Electiicity Tagged 13 Tie Downs ❑ Foundation ❑ 14 Exits 15 Cert of Occupancy 16 HUD Label/Insignia Numbers Serial Numbers f vTOZ. Drawing MISCELLANEOUS- DECKS'COVERS'CARP0RTS'GARAGES 1 ZoningSetbacks-Easements 2 Ftgs; SoilsSz-0pthSpacing-CnnctrsSteel 3 Decks, Girders/Jo6-ts-0cking-Brcing Stairs-Guard/Handrails 4 Wood Awn; Posts-Beams-Rftm-CnnctrsShthg. Frmg-Brcng 5 Alum Awn; Columns-CnnctnsSplice-Decal-Enclsrs 6 Carports; Wndws-Doors 7 Electric 8 Frmg; Slits-AnchrsStuds-Rftrs Trusses 9 Siding; Nailing VeneerStucco-Lath 10 Roof; Shthg-Roofing 11 Ext; Steps -Doors -Landings 12 Braced Wail pnls 1 Setbacks -Easements 2 Soils; 'CompactionStructure Stability 3 Pool Structure; Steel-Cnnctns-Thickness Dead Men -Lining 4 Eiec Rcptcis/Lting; Distance-GR 5 Elec Pool Lttng; 15 volts-GFI 6 Elec.Enclsrs; Conduit Entries Terminals -Listed 7 Elec Bonding; Metal w/5'-Crcltng Egp-Htr 8 Elec Gmdng; Eqp wI5'.Crcltng Eqp-Pool Ightg Boxes-Enclsrs-pnlboardsansuitn to Main Conduit 9 Health Dept Appi 4l 10 Plmb; Cir Test-Wtr Supply Test 11 Lt Niche , 12 Endsr; Fencing -Alarms 13 Bonding, Diving board or Slide 711 - 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.netldds 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 the Business and Professions Code, and my license is in full force and effect. -2 License Class : �' J License Number: F5 :s fo y Date: g fix. vljL' . Contractor: -�^— /`�f O.WhER�BUILDER DECLARATION I hereby affirm undei penalty' of perjury that I am exempt from the 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 signed statement that he or she is licensed pursuant to the provisions of the Contractor's State 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).): O 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' State License Law does not apply to an owner of property who builds or improves thereon, and who does such 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 improvements are sold within one 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 sale.). ❑ I, 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, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). O 1 am Exempt under Article 3 of the Business and Professions Code Date: Owner: WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the a Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy rr number are: / Carrier: Policy #: 6 1 4 1� 13 —0y O 1 certify that in the performance of the work for which this permit is issued. I shall not employ any person in any manner so as to become subject to 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. Date: 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 I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097 Civ.) Name: Address: PERMIT NO. BP061395 Issued Date: 08/14/2006 APN: 025-340-073-000 Site Address: 34 FAVORITE COURT ORO iAap Index: Description: NSF(2051)GAR(527)COV(233) Owner: ROY, GRANT PO BOX 243 GRIDLEY, CA 94958-0243 (530)300-0347 Applicant: ROY GRANT P.O. BOX 243 GRIDLEY CA 95948 (530) 300-0347 Contractor: GRANT ROY CONSTRUCTION PO BOX 243 GRIDLEY, CA. 95948 530-300-0347 License #: 859504 Architect: Engineer: Total Square Ft: Valuation: Census Code: 2811 S.F. ' $149,691.00 Ci � X135 /.&77- 7) -- This permit is hereby issued under the a licable provisions of the Butte County Coda enrUOr Resoluti n to do work in icate bov r which fees have been paid. p' p /, Date: O D PERMIT EXPIRES ON: 6V 1 i /J-7 O 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 8 Safety Code is not applicable to the scheduled construction of this project. ClAttached 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 form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purposes. '_, Print Name: (=17 / rM Signature: ,Date: 0 Owner ❑ Contractor O Agent for Owner O Agent for Contractor 06/01/2007 13:21 5307438993 SAC BLDG PROD PAGE 01/01 9 r°++`w+ �rz.a1 vof4 '114, T'PPE GIF [NSULATI+ MATERIAL FIBERGLASS FORM BATTS MANUFACTURER'S PRODUCT LD, CERTIFICATION OF INSULATION OR TRACT SACRAMENTO I? �iiLi3 QNI ck)N 11CTOR8'•, •.:. . 1309 MELODY ROAD, M 4 IYSVILLE, CA 95901 LIC#202026 ❑ 8924AIRPORT ROAD, Rl"IDING, CA96002 LIC #202026 q 500 SEQUOIA PACIFIC 81,b 1)., SACRAMENTO, CA 95814 LIC#202026 DATE INSULATION COMPLET=1.1 I I Islviro are feet) ( 'D square feet) Square feet) TYPE -•OF INSULATION MATERIAL MA. E FIBERGLASS FORM BATTS & BLOW FOF M MANUFACTURER'S PRODUCT I,p, MAt U MA4UFACTUREA' - CT OCF KN BATTS CT OCF N 9 '4 VALIJE MTAClZD :°Tflfft':RNE `, :•..•. 77 BAGS � • • . R•VALtlE.. , INSTALLED'.' APPLE!>rD THICKNESS CT OCF i�'.gELIdE INS1A{ t ED ArFUED �t:rt�19TA eD THICKNI:9S INSGE[T'Psq> — : ... �S i� 3yz 4#I[aQid>��'UV'�TFie�4PP,.!t#6lE'�tE'CCIb'EB;. 3g .-. . sau' E FOOT lz 3 q DATE KNEE WAILS IF R�vAd:tltE IS OTiIEf; I'MAN. WALL-SsA6131 I MATERIAL FORM— R•VALUE FIBERGLASS BATTS MATERIAL iRIR'1tVFlWRATION— FOAM MANUFACTURER HILTI TMS -"S TO'eapTWy THAT I'NSULANIIN ANl)/d t•SIEA�Lmo.NA'S. Eff Njr451AL..,L -MATC-RIAL STANDAPIDS AND REGULATIONS. WJ1 .'I�i�k1�G SIONgTU,INSULAT10N CONTRACTOR TITLE —' SIGNATURE . GENERALCONTRA OR — TITLE REMARKS -.: — -- -- -- —�r�i • ­_ - %'Uwl0mer VOpy, PINK -Attic COPS . GOLD - File COPY TIAL FIBERGLASS BATTS 'ACTURE R'S PRODUCT 1,0. MmuKACTUA67KNI OCF '4 VALIJE MTAClZD :°Tflfft':RNE `, :•..•. 77 MANUFACTURER CT OCF KN HANDY FOAM 4#I[aQid>��'UV'�TFie�4PP,.!t#6lE'�tE'CCIb'EB;. DATE/O 0 O DATE -.: — -- -- -- —�r�i • ­_ - %'Uwl0mer VOpy, PINK -Attic COPS . GOLD - File COPY COUNTY OF BUTTE ' 4, BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES . 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE 1 OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of Aw work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact the Building Inspector as indicated below. X. Q:) r Z -r '' C a•• e� F o r Date Inspector Z Q`'/(,!''�>- '7 REV 4/05 Phone #_C3 —� 7 (J b FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 Z';,- . f? ' _ . . COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES } 7 County Center Drive • Oroville, CA • (530) 538-7541 SFr CORRECTION NOTICE Vol 06 - -35 OWNER PERMIT NO. I" A routine inspection indicates that the following violations of Butte County Ordinances exist at T_ the above address and should be corrected. Please call for re -inspection when correction of work is completed. If you have any questions pertaining to this matter, or need additional • explanation, please contact the Building Inspector as indicated below. r.. R Date Inspectore REV 4/05 Phone # S O S-363 �f FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 �L, C_ COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 < CORRECTION NOTICE 6--13u OWNER ( PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact the Building Inspector as indicated below. Pt 0 k -c- �0_� = e Gy i f iy <. C,y rt de- P) (2r0�/,�1c Date �� 7/ 2 Inspector REV 4/05 Phone #31,9-5-763 6 V0 FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 v COUNTY OF BUTTE e BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES a 7 County Center Drive - Oroville, CA - (530) 538-7541 e� a CORRECTION NOTICE D� OWNER r PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work is have an you If completed. p y y questions pertaining to this matter, or need,additional :r. explanation, please contact the Building Inspector as indicated below. a 3'. r - f Date Inspector oma,-��- D(.✓/� S.7t /i yi r . REV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 COUNTY OF BUTTE" BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA - (530) 538-7541' s CORRECTION NOTICE OWNER PERMIT NO. ' `* A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection w correction of work is completed. If you have any questions pertaining to this matter r 6eed additional explanation, please contact the Building Inspector as indicated below. Date—L-2 -2 Inspector REV 4/05 Phone #� FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 COUNTY OF BUTTE .. . BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re inspection when correction of " work is complete If you have any questions pertaining to this matter, or need additional -�.t explanation, pl se contact the Building Inspector as indicated below. i X - //1-"-jh F; Date /v / v Inspector " REV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at ,.0 the above ad ess and should be corrected. Please call for re -inspection when correction of work is copOleted. If you have any questions pertaining to this matter, or need additional ,A explana ' n, please contact the Building Inspector as indicated below. ICA ,. � / � � � Y�11..19-�� ✓1 (l l.0 .ate � ~�'` v K" � &Z C?Z_Z'_-) 1'0f9$t na C_D o 'A'k CA Sjo L box, Y' T� IN 1 .111 Date o— n(.9 Inspector REV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 1\ BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAM (530)538-2140 WEBSITE: www.buttecounty.net\dds PERMIT NO. BP061395 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: 08/14/2006 APN: 025-340-073-000 the Business and Professions Code, and my license is in full force and effect. S 9Su License Class: 0 License Number: `� Site Address: 34 FAVORITE COURT ORO D Date: / Y"Itt Contractor:" Map Index: Description: NSF(2051)GAR(527)COV(233) OWNER -BUILDER DECLARATION I hereby affirm under penalty' of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: ROY, GRANT permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a PO BOX 243 signed statement that he or she is licensed pursuant to the provisions of GRIDLEY, CA the Contractor's State License Law (Chapter 9 commencing with Section 7000) of'Division 3 of the Business and Professions Code) or that he or 94958-0243 she is exempt therefrom and the basis for the alleged exemption. Any (530)300-0347 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).): O 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 Applicant: ROY GRANT Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does P.O. BOX 243 i such work himself or herself or through his or her own employees, GRIDLEY CA provided that such improvements are not intended or offered for 95948 sale. If however• the building or improvements are sold within one ! year of completion, the owner -builder will have the burden of (530) 300-0347 proving that he or she did not build or improve for the purpose of sale.). O I, 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 Contractor:.GRANT ROY CONSTRUCTION not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). PO BOX 243 ❑ 1 am Exempt under Article 3 of the Business and Professions Code GRIDLEY, CA. 95948 Date: Owner: 530-300-0347 WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: License #: 859504 ❑ 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. Architect: ❑ I have and will maintain workers' compensation insurance• as Engineer: 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: 2811 S.F. Policy #: � � � a 13 (' � _ Valuation: $149,691.00 ❑ I certify that in the performance of the work for which this permit is Census Code: a, 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, Ishall - forthwith comply with those provisions. Date: • Applicant: L WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one n addition to the cost of hundred thousand dollars provided for 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 a liceble provisions of the Butte County Code anrVor I hereby affirm that there is a construction lending agency for the - Resoluti n to do work in !Cateov r which fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) Name: Date: a Address: PERMIT EXPIRES ON: 17416 -7 ae ❑ 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 form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purposes. Print Name: (�j'] r�i� 1c-�-. Signature: Date: �/—J� 0 Owner ❑ Contractor ❑ Agent for -Owner ❑ Agent for Contractor COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING O440% 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: �rQ ASSESSOR PARCEL NUMBER Proposed Building Use: /V S7 Permit Technician: Date: 42 .(J 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. 1 4. Engineered truss details and layouts in duplicate. No faxesl 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 AIC 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. g ' 11. Hazardous Material Form 12. Acknowledgement of building permit application without required clearances. ❑ 13. Other fining items needed to issue the permit (May require additional plan review upon receipt of the ollowing items.) 14. Sanitation and site plan approval from the Environmental Health Department in ❑ Chi rp V cable 15. Fire Sprinklers............................................................................................ G ❑ 16. Agricultural Buffer dr and site plan apr from the Ag Commissioner Sent by ❑ 17. Soils Report and/or Engineered Foundation required ..................................... rasion Control Plan Required........................................................................ 19 ees 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 .............................. O / 22. California Department of Forestry plan approval ❑ paid. Sent by: ............., .gam 23. Planning approval for (A) Use: t/ (B) Parking: (C) Parcel Check:. Dly, ❑ 24. Contact Land Development about _ Improvements, _ Drainage ........................ 25. Fire Marshall Review (commercial projects only). Sent by: ...................... 1VAi26. NPDES Form............................................................................................. �27�Fncroachment 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.......................................................................................... Legal description ❑ M.H. J e, tbsear, , registration or MQO......................... 6. er. < VlplSh�� ❑ .Other. When issued Telephones 30_ CW _ 63'(1 / and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. Applicant Date: 1. Index permit a ton or the aarts ` Plan Check Letter 2. Additional items r u' ed iv Contractor, design , ow a as ad is of theMove da a tly "one, ❑ mail, ❑ counter, y Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, ow advised of the abo e dto by Plans reviewed by: Date: IBX ❑ phone, ❑ mail, Date: Plans approved by❑ co: Date: Z .8 06 Structural reviewed by: Date: Structural approved b . Date: Note transfer by: Date: Yellow: Building Division E.H. USE O_Nly Plot Plan Attached Floor Plan Attaded Sent to 8D/DS / TO: Building Division = Development Services FROM: Environmental Health RURJECT: Sanitation Clearance. Ownerf Location AP# Plan Approved for: Sewage Disposal: ater Supp Public Private Well Clearance for dwelling. Other Hold final for: O.K. for: NOTE: Environmental Health Specialist Building Clearance 9/2005 Date l o � ? 67/9 2R BUTTE COUNTY DEPARTMENT. OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICATION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" CONTRACTOR OWNER INFORMATION Last Name a K, Address irst Name m Address 43 City P (Jl State C� Zip s Phone Fax E-mail E-mail CONTRACTOR Name 61 ref" Name Address City State Zip ti Phone53u-5uv .-uj%4'1 Fax E-mail Lic. # y 5 C 1 Class 13 APPLICANT SIGNATURE X Zj `� For office use only: ARCHITECT/ENGINEER Name 7 Address �a / City Type Const. W State Zip Phone Lot # Fax E-mail State License Number APPLICANT SIGNATURE X Zj `� For office use only: APPLICANT INFORMATION Name 7 Address �a / City Type Const. W State Zip Phone Lot # Fax E-mail APPLICANT SIGNATURE X Zj `� For office use only: Zoning j'4)? -,7M Flood Zone I >V I SRA I Yes WORKER'S COMPENSATION Occ. _�; I Type Const. W Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS K:IFORMSIBUILDING F0RMS1BIdgApplSubRgmts.doc PERMIT NO. I �qc 4 / k� BIN # q'/ PROJECT LOCATION AP# ass- 3y�-oma"3 P rty Addre v�r•it. City QNv�� Cro s Street � WORKER'S COMPENSATION Policy Number 01410- - v Carrier S 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 E, r"5+ Address $81 Page 1 of 3 Description or Scope of Work: 57 Sq FT- Living %v 5 1 Garage 5�2 -7 Open Cov .3 ❑ 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. Received by� eo Receipt #: SRA e Sheriff SMIP Other Date:. A —`V75K, REV 8-12-05 v r* SUBMITTAL & PERMIT REQUIREMENTS. The following drawings and specifications must be submitted to the Building Division in order to apply for a pe it. INCOMPLETE,$UBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. 1. Site plan"3 r ts, signed by the preparer of the plans. No graph paper! 2. Complete planr 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. 3. Engineered truss details and layouts in duplicate (if required). No faxes! 4. Energy compliance design and supporting documentation in duplicate. ❑ 5. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) Installation manual, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate ❑ 7. 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. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Building Permit Application Without Required Clearances Form ❑ 12. 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. ❑ 1 l-. ❑ 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 pn 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 KAFORMSWILDING F0RMS\131dgApp1SubRgmts.doc Page 2 of 3 REV 8-12-05 10RpSTMENr O KI 6UTT� I� 0 .r " 1 0 \A1°� �� �QLIC WOQ� 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 ACREI Project Description: I -2W`l' l 6_/1 3 6 Project Location and/or Parcel Number: By signing below, I, the project owner/owner's 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 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 ormore of land may result in revocation of grading and/or other permits or other sanctions provided by law. Signed: Title: ---Date: Less than I Acre NPDES & SWPPP Compliance Certification Butte County Stone Water Management Program Butte County Departmei2t o.f-Developznelit Sei-vices 0 03 rF0 7 County Center Drive Oroville, CA 95965 �aV (530) 538-7601 Telephone (530) 538-7785 Facsimile )BUILDING PERMIT APPLICATION WITHOUT REQUIRED CLEARANCES I request and authorize the Building Division to process this building pen -nit application through the plans examination process WITHOUT first obtaining all necessary, related permits and clearances from other regulatory entities, including but not limited to, Planning, Environmental Health, Land Development; County Fire, and Agriculture. I hereby acknowledge: v I need to submit applications for septic and/or well to Butte County Environmental Health immediately. I an: required to bring the approved Environmental Health site plan and approved sanitation clearance to the Building Division as soon as clearance is obtained a _I am responsible for notifying Development Services, in writing, to stop processing of the application and to arrange for disposition of plans. i. The Building Division will process the application through the plans examination process, as submitted, without input from other regulatory entities that could prohibit issuance of the building permit or require submission of amended building plans to the Building Division. Once the plans examination process begins, there will be no refund of plans examination fees. Any changes requiring submission of amended plans to the Building Division will incur additional fees. ' Within one year from the date of application for a building permit, all other required permits and clearances from other entities must be obtained for the permit to be issued. Failure to obtain these permits/clearances will void the application. Typically other required permits/clearances include, but. are not limited to, verification the parcel was legally created, adherence to. all mitigations and conditions imposed on the parcel at time of creation, as well as zoning requirements, legal access, and applicable set -backs and environmental issues (fire, agriculture buffer zones, and habitat/species). Please print: Applicant Name:APN: a952- C -46 , 0 7 Building site address: % Permit No.: I have read, understood and accept the terms and conditions as expressed herein as indicated by my submission of the above -referenced building permit application and my signature below: SIGNATu F APPLICANT DATE Assessor Inquiry - Main Asmt: 025-340-073-000 Feeparcel: 025-340-073-000 Owner: BIRKHOLZ ROBERT A ..........__..-...... _.._.._......_.._............ _......... ..... ....... I Situs Address ............ -.._......................... _.._._._...................... j NameAddress ...................................................................... BIRKHOLZ ROBERT A P 0 BOX 865 j PALERMO CA 95968.0865 ........................................................................................................................................................................................................................................... ( Status ( Date ACTIVE 106/21/2005 �........_.......................................................................................................... Taxability Code E j Descr _.............................................................................................................._.... 000 NORMAL OWNERSHIP ............................................................................................................................................................................................................................................ TRA ! Base Date 092.000 06/21/2005 i Creating Doc# Date 2005R0035481 06/21/2005 Current Doc# ......................................................._....................................................................................................... Date 2004R0042915 107/16/2004 ............................................................................................................................................................................................................................................ Terminating Doc# Date I Neighborhood C___ Supl Cnt 025 Asmt Description POWERHOUSE HILL RD Land Use 1 ' Land Use 2 ...... ...... ......... .. . Zoning 1 ........................................................................................................................................ ( Dwell 1 _........ Acres .................................................................................................. ( SgFt _............................................................ 2.99 _. . (0 ................................................................................................................................... SSN1 �SSN2 - Parcel D - jSection TownShip j Range Description ............................................ TPZ ( Ag Pres -1..................................................... Etal Bonds ............... F] 0-( ❑ 0 .................................................................................................................................................................................................................... Multi -.- 910 MH Flag 1 1 Flag 2 ❑ ❑ ( ❑ I ❑ Asmt PP.Tax PP 1........................................................................................................................................... i..................................................... ; Appeal ( Split ....................................................................................................................... ❑ ( (_I ( U 1 U Comments WAS PTN 025-340.012/013 BLM BY DEED -.....................................................................__................................................_._......._.................................._................................_...._................................................._..-_._.........._..._..._...._.................._.._............._.................... 200580035481 LOT C Main I Notes I Ownership Detail I Ownership History I Exemptions I Mfg Homes I Attributes I Value History I Situs I Sales Ready. grichter 06/07/200612:24:32 PM May 16, 2006 Butte County Plan Checker County of Butte 7 County Center Drive Oroville, CA 95965 Re: Grant Roy SFD APN 025 340 073 Favorite Court Butte County, CA Dear Sir or Madam, I have reviewed the Truss calculations done by Longfellow Lumber Company, 89 Loren Avenue, Chico; CA and find them to be consistent and accurate per the plans drawn by me, Curt Keen. If you have any questions regarding the drawings or truss calculations, please call'my office at 530- 588-2032. Thank you for your cooperation. Thank you S-, /(V • Oro Curt Kee Matthew Robert McKi.sson, Architect 1490 Highway 99, Suite 13, Gridley, CA 95948 Fax 530-846-6358 Tel 530-846-6376 May 25, 2006 Grant Roy 530. 300.0347, cell RE: Energy Calculations APN 028-340-073 Attached are the Energy Calculations for your project on Favorite Court in Butte County. The following are required items added to Project to comply with Title 24: 1. Radiant Barrier in attic space, "foil backed OSB roof sheathing and a foil radiant barrier at the gable end of the attic space. 2. An approved house wrap air retardant barrier such as "Tyvek Stucco Wrap". 3. The large Master Bedroom window and the window in back bedroom will need window coverings such as mini -blinds. You also should be aware of the new Title 24 Lighting requirements the following is a summary for a single family dwelling CECS 2005 RESIDENTIAL LIGHTING High -efficacy fixtures shall be fluorescent. All High -efficacy and low -efficacy fixtures are switched separately. KITCHEN; At least 50% of the total wattage is high efficacy BATHROOM; All light fixtures are high efficacy. Incandescent fixtures are switched with a manual -on/ automatic -off occupancy sensor OR dimmer switch. LAUNDRY / UTILITY ROOM, GARAGE; All light fixtures are high efficacy. LIVING / DINING ROOM / BEDROOMS; All light fixtures are high efficacy. Incandescent fixtures are switched with a manual -on/ automatic -off occupancy sensor switch. ENTRY AREA / FOYER / HALLWAYS; All light fixtures are high efficacy. OUTDOOR; All light fixtures are high efficacy. Incandescent fixtures are controlled by motion sensor with a manual-on/off switch AND photocell control. , If you have question please feel free to call Thank you lL atth c sson, Architect BUTTE OOUNTY DEVELOPMENT FEE CERTIFICATION FORM FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) 0 CHICO AREA RECREATION AND PARK DISTRICT (CARD) 0 PARADISE RECREATION AND PARK DISTRICT (PRPD) 0 DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) Q20-0113 Building Permit Numbe�C l Property Owner (s) G()11 ,,� ryry Project Location /Address FCIVOT) )' IT L;L did,w1 ile C Subdivision Name Assessable Sq. Ftge Type f Residential Development (check one) New Development Single Family -Detached Single Family -Attached Alteration/Addition(s) Non -Residential to Residential Multi -Family Dwelling Mobile home Mobile home replacement verified by Assessor Department Demo Permit (date issued ) verified by Building Department Comments: 0 ❑ FRRPD ❑ CARD ❑ PRPD 0 DRPD certifies that: Applicant Name. _ _ /. __ Mailing Address . __ - �_= uaw Phone Number City —u3ti7 iSSy� State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of. Remarks: Paid by Check No: Dwelling Units @ $ Square Feet @ $ _ Paid by Cash: per unit for a total of $ per sq foot for a total of $ Receipt No: and Park District Representative to School District A.P. Number BUTTE COUNTY SCHOOLS IMPACT -.FEE CERTIFICATION FORM i�A U 11 �n (One form per Building) Una 4iahMml- U //e�� Building Departm ': t No. . N. Jurisdiction: Q City County Property Owner �;m4� Property Location/Address Subdivision Lot No. <� Ie-�qS ....................................................................................... Residential Development Q Q Q ::: Sq. Footag No 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 New Addition is`trzict Identification No. U 7 0 ®2 v t itA School District certifies that Sq. Footage (Including Exterior Roofed Areas) Date (Applicantf 8 � ` -100 03.47 (StroUt`Address)IST- ' -) ' (Phone Number) r ) P-.,6 vi I , / LIXF-7- 9�9c�5 has complied with the requirements of Resolution No. representing I-�i�S square feet. so School District Representative Paid by Check # d— { Remarks: (State) to S - 90 by payment of $ rULBL2926 $ MITIGATION $ X1594.13 d-! 14/0(" Date NoBa: You may protest the Imposition of the fees Identified above by submitting a written protest to the DWct. In compliance with Govemment Code Section 66020(a), within 90 days from the data two aro paid. Failure to submit a timely written protest will prohibit you from challenging the Imposition of the fees In any court action. K, subsequent to the School District Representative signing this Butte County Schools Impact Fee CaMilcation Fam, the School District Is nodfled by the applicable Local Planning Agency that this project Is being revim ed under the California Environmental Queft Act (CEQA), this Drolect mar be sublact to additional school toes to fuffr miduate Its Impact on the school dlsVWs'schools. White (school district), Yellow (building department), Pink (applicant). feeform.xls (3M5 ' BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 www.buttecountV.net/dds PHONE (530) 538-7541 FAX 538-2140 RECEIPT OF FEES SCHEDULE - RESIDENTIAL Owner GRANT, ROY APN No: 025-340-073 Permit Type: I I " Subtype: App Date: 6/12/2006 Permit No: BP 06-1395 Permit Desc: F— 1 BUILDING PERMIT FEES ESTIMATED AT APPLICATION Plan Check portion of Permit Fee 2 FEMA RYes Flood Elevation Review $109.98 3 SRA* Yes Fire Plan Check - Non -Refundable $95.00 (State Responsibility Areal Building Inspection $109.98 NON-REFUNDABLE portion of fees due at application $2,919.29 $1,167.72 $1,751.57 Balance of Building Permit Fee 0 0 _ $204.98 $1,167.72 FEES DUE AND PAYABLE AT TIME OF PERMIT APPLICATION $1,167.71 FEES (BELOW) DUE PRIOR TO ISSUANCE OF PERMIT 1,0115, 65", SMIP* - Strong Motion Instrumentation Program (Enter amount from permit system) Additional Plan Check Fees (NON-REFUNDABLE) Other*: Other*: n 12 SCHOOL DISTRICT FEES* 12a RECREATION DISTRICT FEES* RECEIPT DATE Tech/Asst SS'/ - - V - - - —4— RECEIPT KEGEIP f UA f E Tech/Asst At the time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during the plan checking process. Applicant: Date: �—t �—, 9('—' Pursuant to Government code ection 66020, yoI5 are eby notified those Items followed by an "*" may have been imposed on your project. You have 90 days from the date of approval of the porject or from the i 7postion of the above referenced items during which you may protest. The requirements for a protest are specified in Goverment Code Section 66020(a). K:/Building/Forms/Schedule of Receipt Fees Residential 041506 ' 2006-0041617 Recorded I REC FEE 10.00 Official Records I M AND WHEN RECORDED MAIL TO: _ County of M CONFORED COPY 1.00 ButtBUTTE COUNTY BUILDING DIVISION CANDACE J. GRUBBS 1. 7 COUNTY CENTER DRIVE County Clerk—Recorderl OROVILLE, CA 95965 i 1 , _ I CW 011:26AN 14 -Aug_ -2006 I Page 1 of 2 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, OS and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, OS 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, G „) 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: Date %- 3 /-A State of Calif rnia County of /3U +fe., PROPERTY OWNERS: r n !G On t 11 Z 0 0(� before me, A) personally appeared it f'CA,J'-} Inv persanmly --lurawwto-me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(q) is/are subscribed to the within instrument and acknowledged to me that he/shefthey executed the same in his/H�eir authorized capacity(ies), and that by his/her/Hieir signature(s) on the instrument, the person(-&) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and offi ial seal. Signatur Seal: j ,. JAMES AMAR KINSER COMM. #1377185 > NOTARY PUBLIC . CALIFORNIA A.P. # 1 5-- q 0 —n% 3 ° BUTTE COUNTY 1 F a M C E t S 28 2006 Y omm. xpires ep . EXHIBIT IIC" LEGAL DESCRIPTION RESULTANT PARCEL "C" LOT LINE ADJUSTMENT 05-11 ALL THAT REAL PROPERTY DESCRIBED AS A PORTION OF PARCELS 3 AND 4, ACCORDING TO THAT CERTAIN PARCEL. MAP FOR ANGELINA HODGSON, AS FILED FOR RECORD ON SEPTEMBER 11. 1991 IN BOOK 123, MAPS AT PAGES 99 AND 100, LYING IN THE NORTHWEST QUARTER OF SECTION 1, TOWNSHIP 18 NORTH; RANGE 3 EAST, M.D.M., BUTTE COUNTY, CALIFORNIA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: Z5 _ 34 - 7 3 COMMENCING AT THE SOUTHEAST CORNER OF SAID PARCEL 4, SAID CORNER BEING I HE TRUE POINT OF BEGINNING, FOR THE HEREIN DESCRIBED PARCEL OF LAND;; THENCE S 8t+ 44'58" W, ALONG THE SOUTH UNE OF SAID PARCEL 4, 352.04 FEET, TOA ONE-HALF INCH REBAR, TAGGED LS. 4208; THENCE N 09°3941' E, LEAVING SAID SOUTH LINE, 406.86 FEET, TOA ONE-HALF INCH REBAR TAGGED L.S. 4208; THENCE N 86°44'58' E. 304-00 FEET, TO A POINT ON THE NORTH -SOUTH CENTERLINE OF SAID SECTION 1, ACCORDING TO SAID MAP, SAID POINT BEING MARKED BY A ONE- HALF INCH REBAR TAGGED L.S. 4208; THENCE S 02°55'11' W. ALONG SAID UNE, 398.89 FEETTO THE POINT OF BEGINNING AND CONTAINING 2.99 ACRES, MORE OR LESS. THE BASIS OFBEARING FOR THIS LEGAL DESCRIPTION IS CALIFORNIA COORDINATE SYSTEM, ZONE 2, N.A.D.83, EPOC 2002.0000. DISTANCES GIVEN ARE GRID. TO CALCULATE SURFACE MEASUREMENTS, MULTIPLY BY 1.000071. END OF DESCRIPTION THE PURPOSE OF THIS LEGAL DESCRIPTION IS TO AFFECT A LOT UNE ADJUSTMENT AS APPROVED BY THE DIRECTOR OF DEVELOPMENT SERVICES ON JANUARY 12, 2005. NO ADDITIONAL LOTS OR PARCELS ARE HEREBY CREATED. THE SCOPE OF REVIEW WAS LIMITED AS SPECIFIED IN GOVERNMENT CODE SECTION 664120, AND APPROVAL OF IT DOES NOT CONSTITUTE ASSURANCE THAT FUTURE APPLICATIONS FOR BUILDING PERMITS OR OTHER LAND USE ENTITLEMENTS ON THE MODIFIED LOTS OR PARCELS WILL BE APPROVED BY BUTTE COUNTY. PREPARED BY: s spmw OWIS �r JrG.D.A., HN D. CHRISTOFFERSON,'P. ENGINEERING & SURVEYING FILE<D:1MyFiles1LEGALS104079LDC.wpd> April 29, 2005 GH D'xo- ) N N0.4208 z ,EV. 06-30- O( , LONGFELLow LUMBER CO. INC. Quality Design • Floor, Nall & Roof Systems 89 Loren Avenue • Chico, CA 95928-7434 Phone (530) 893-0112 e (800)'678-0112 Fax (530) 893-0140 E -Mail: trusses@longfellowlumber.com Customer: GRANT ROY Address: FAVORITE CT. OROVILLE AP#: !OE (Rev. 5/05) Job No: 2054 ENGINEER Mitek Industries, Inc. Redong (Ray) Yu 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 (916) 676-1900 APPROVED INSPECTION AGENCY Timber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 GARAGE LONGFELLOW LUMBER ("I -G- SNC. Quality Truss Design - Roof & Floor Systems 89 Loren Avenue - Chico, CA 95928-7434 Phone (530) 893-0112 - (800) 678-0112 Fax (530) 893-0140 E -Mail: trusses@longfellowlumber.com LONGFELLOW LUMBER HANGER KEY KEY- HANGER KEY- HANGER 1- LUS24 23- HGUS28-2 2- LUS26 24- HGUS28-3 3- LUS28 25- THJA26 4- MUS26 26- SUL/R24 5- HUS26 27- SUUR26 6- HUS28 28- 3X6 TRULOX .7- HHUS26-2 29- 5X6 TRULOX 8- HHUS28-2 30- THA29 9- 31- 10- 32- 11- 33- 12- 13- 20- HGUS26 21- HGUS28 22- HGUS26-2 11 HK122204 �vrr ajLo/ FCo� 9PpD�VSO ON May 31, 2002 Longfellow Lumber 89 Loren Avenue Chico, CA 95928 RE: Trusses supporting A.C. Loads MiTek Industries, Inc 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 USA FAX (916) 676 1909 TELEPHONE (916) 6761900 MiTek Industries, Inc. truss designs are adequate to support up to an additional 150 pounds per truss due to mechanical loads. If this load falls at a panel point, no revision to the engineering is necessary. If it falls in between panel points, a 2X scab of equal size and grade as the top cord is required for the full panel length carrying the load. Attached with l Od nails at 12" o.c. These rules only apply to residential 2' o.c. truss applications with greater than 3/12 pitch. For commercial building span of truss shall be limited to 30'- 0" maximum. If you have any questions, please call me at 1-800-772-5351. ' V ESSIo/Vq, ONG Y� �2� W RedongJP,4` S,( I `. Director of 44 F 66 Western Operations RY/ek Go /Vry P46�6 6VV Ix4 CONT BRACE AT BRACE MEMBERS LONGER THAN 12' ATTACH AT MIDPOINT OF BRACE PV 2-8d NAILS GABLE END STUD 2x4 HF 5TRONSBACK (NAIL TO LEDGER W/ IOd a 12' OL) — 2x4 HF LED6ER (NAIL TO VERTICAL W/ IOd NAILS) s �o "-A35 BRACE TO FLAT Xyyl' F—H-3 AT 4$' OL. NOTE: THI5 DETAIL MAY BE USED FOR TRI65M WITH PITCHED BL. ALSO. (0) OPTION TO WEB PLATING= U5E (3) - 2' KRE STAPLES (0012 DIAA5 &A) TOENAILED Th% CHORD INTO WEB t THRID K5 INTO CHORD ON ONE FACE FOR A TOTAL OF b STAPLES. (PI). (51) t MI) MU5T BE PLATED. ARo,�i -An -t awn `3-IOd NAILS EACH END b-IOd COMMON 2xb PIA60NAL NAILS BRACE o 48' O.G. OA MAX UNBRAGED LENGTH OF &ABLE END STUD. (2x4 FIR-LARGFU - STANDARD = 5' -II' - 01 AND BTR. - TRU55E5 —� Ko LL _%uvrm- TC DL 150 PSF BG OL PSF NOTE: &ABLE END OB16N BASEVZP ,a 0 ON l5 MPH KND,LL 0 a� g�6re i� ®! VI T 0 P5F c A�-AP 10 AG. 1.15 PP51'® AT 0-25 FEET MEAN HEIGHT. TP10W .FAC- j TYPE OF JOB DETAIL J013 NAME LowA=ELopq LUMBER CITY, 5TATE C+IICO, CALIFORNIA Date: 10-18-02 Drawn: AK Job no.: 02-116 Gary Hawkins ARG H ITECT (530) 892-2700 1370 RJDGEW00D DR..'STE.1 O FAx:(530)893-0532 CHico. CA 95973 garyarchmsbcglobatnet PAGE I OF _N4L—A T LITERAL �2ACE �c� t,_.1 S _vAt�►� �R. RE PLAc;uG CONT. 6(LACES AT Y2 0P AT ('/t PC _ TRU�:5e5 ("g' 2.4" ��.®�2�a.c. �"--IOD � b•• I�,RAGI: bRA&l. WITP WEV (2467. HAA. IOD NAILS 0 b'' RAGE HUST E>E DD % THE: LeH&TH OF tgE TI41'b MTAIL 15 t0 I3E U5l:D Ab AH ALT. -0R oNE &OHTINUOUf7 LATERAL L-- X . FESSIO Mora= = MITE1't TNc NUTLS: I -PROVIDE LATERAL SUPPORT FOR TOP MAX. SLOPE/GRADE FOh BEVELED CHORD WITH SHEATHING (BY OTHERS), NOTE; FON CONNLCTION 2 -MAX. WEB LENGTH WITHOUT BRACE OF VALLEY ThUSS IU BOTTOM CHORD h 7'-9_ WITH BRACE I2'-0•. COMMON1huSSL•LE 2.4 NO.2 DF -L �__�—� 3-TIIIS DESIGN CHECKED FOR ]20 M.P.11, OLTAIL-"Ii'ONX' WIND LOAD. IL/1't 11 ..---4-ALL PLATES ARE TO BE HITEK-201S VALLEY F• 2.6 NO.2 DF -L (DET. D) IY/I2 —•� .5 -BEVEL VALLEY TRUSSES FOR PLACEMENT TNusO-------- �A� NINrLu ON COMMON TRUSS, OR USE DET. 'A' VALLEY T OLTAIL-D 6 -FOR CONNECTING VALLEY TRUSSES G'WEUGENAIIFU TNUSS USE 2-164 NAILS TO COMMON TRUSS, USE DET. •B' OR ••C, TO TNUSS I/2 �I YAx• IIO M.r.11. No 10�NAI�LS 7-1F TOP CHORD LATERAL BRACING J VA LEY ETRUSSESES(S2TH U.$CAjITHENF ADDITIONAL 1.1 BRAKING IS REQUIRED. TurclluNo of coMMo TNU431 B -LATERAL BRACING SHALL BE NAILED UCTAIL-A 4.4 W/,MIN. Z-10 NAILS. _ __ Q� •,f`_Val►LY DETAIL- b t Iu I.I I T 1 NU S S --- '-- - NG yG s> CIVIL fir' qAt F CALOR MAR 2 7 2002 ALLEY TRUSS DETAIL rad .tl ry W.d Ann. n,Ya mndrl rttdv., r.r0 b =10 .'.+• ib M. ra b b *OQ b w wd0,lf dw •oo•a. Yn ria i 4•�. .�d Ia�n+�p n mrp.l.. 1 w dnb� •cm��r bd. para d. bd. 0• AWd b ngl.nn. DOM Ir. naw M nacW b hr• mrpor,.. d MFypl Fit Ni ��Rr�rm.� W..d pngA hrod. 0.adpdLp.�i. ai /C'�I M —11d HURRICANE CLIP UET�- 3.4 12 Q TO IYF— �\ 3 3.1 C) hS.Z9.0 lam ' I .maw bw 641vro md. rd uwd• mad hdmidhe h H drwYp "m w b44 d dr. 3.5 2.3 COMMON COM THUS Es TNu9SE7 �t V 24 0 c. � 1- I � !•� TY ter. � - - I VALLEY SET N 1 ^HIUGE 11 PANTIAt. HOOF LAYOUT 1.4 Or T. 8rL 1 CL 3.5 2 lu lieF 2.3 � 3.5 // Id 4' 3.5 NAIL IC U SYMM. AIIOUT E --- - — — _ - - - _ -- lu 2.3 SCE NOTENo.2/ (1 2.3 10'-U' TO 3W-0- r`a. mruwv.dn LmtwffY. b.a.p.dq' WW ulvn nTuusm es. Ing 811W an hfh Io. 1Y&p.ohnLbuvan ,,,�,,, d ��.... �. 7110 Gold Camp Dr.11/0 d IM Was, pay..d Rancho Cordova, CA 95170 dT d gp..�.a p'd (000)7•/25351 PAX (1116)631-122S... COV1Nthl (C) 1992 �! i . n a n . I CNYITER NEARER MAACR 1, 191) yln Y..n dhv�~ mwrd.4 .p clpd .. h � �Ir•W a.i � w maw ws.WD-S500 RITC .n!,P Symbols PLATE LOCATION AND ORIENTATION 3/4' *Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and securely seat. 0-1/11, am For 4 x 2 orientation, locate plates 0-1/1E' from outside edge of truss. `This symbol indicates the required direction of slots in connector plates. ' Plate location details available In MTek 20/20 software or upon request. PLATE SIZE 4 x 4 The first dimension is the width perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Constructio DSB-89: Design Standard for Bracing. BCSI l: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 CieO x U a O Numbering System 6-4-8 dimensions shown in ftAn-sixteenths 1 2 3 TOP CHORDS C 1.2 C2-3 c,�o 4 WEBS LLw� � ppb u C7� C6.7 CS6 BOTTOM CHORDS 8 7' 6 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 4922,5243;5363,3907 9667, 9730, 9604B, 9511, 9432A MITek Engineering Reference Sheet: MII.7473 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 0 p 4. Cut members to bear tightly against each other. x U 5. Place plates on each face of truss of each O joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 5 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 MITek® Job SPACING Truss Type ty y 2054 PLAN ROY0512 EA1 IMOD.OUEEN 2 1 821253329 Longfellow Lumber Co.. Ina. Chico. Ca. 9592&7d3a 0.10 13-15 >999 240 Job Reference (optional) s um t d zuua mil ex Inaustnes, Inc. Fri May 12 16:10:06 2006 Page 1 -2-0.0 5-8.5 10.10-2 16-0-0 21-1.14 26.3-11 32-0-0 34-0-0 2-0-0 5.8.5 5.1.14 5-1-14 5-1-14 5-1-14 5-8-5 2-0-0 4x4 = Scale = 1:60.2 6.00 F12 3x4 = 3x4 = 3x8 = 3x4 = 83-4 16-0-0 23.8-12 32-0.0 8-3-4 7.8-12 7-8.12 8-3.4 tl� LOADING (psf) SPACING 2-0-0 CSIDEFL in (loc) Well L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.10 13-15 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.18 10-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.06 10 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 154 lb LUMBER TOP CHORD 2 X 4 OF NoA&Btr G BOT CHORD 2 X 4 OF No.18Btr G WEBS 2 X 4 OF Std G REACTIONS (Ib/size) 2=1158/0-3-8, 10=1158/0-3-8 Max Horz2=57(load case 3) Max Uplift2=25(load case 5), 10=-25(load case 5) BRACING TOP CHORD Sheathed or 4-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=1921/14, 3-4=1724/26, 4-5=-1662/58, 5-6=1222!76, 6-7=-1222!76, 7-8=1662/58, 8-9=1724/26, 9-10=1921/14, 10-11=0/46 BOT CHORD 2 -15=0/1649,14-15=0/1351,13-14=011351,12-13=0/1351,10-12=0/1649 WEBS 3-15=239/9, 5-15=27/395, 5-13=-465/31, 6-13=59!765, 7-13=-465/31, 7-12=27/395, 9-12=239/9 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 32 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard 'Qa C01j . ON O??,o ESS/ONq S. Tjyc�Fyc cD W C 04,0433 r OF May 15,2006 ® WARNDIG - Ver(/y design paramete and READ NOTES OATHS AND INCLUDED WTEE REFERENCE PAGE AH 7473 BEFORE USE. 7777 Greenback Lane r_ m Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lotwol support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M1 fabrication, quality control storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component■�, m Safety Information available from Truss Plate Institute, 583 D'Onobio Drive, Madison. cal 53719. M, ,ek Job russruss ype N Y zos4 PLAN ROY0512 A2 MOD. QUEEN 71. TCLL 16.0 1 82125 3330 Longfellow Lumber Co.. Inc. Chios Ca. 9597a.7414 8-10 >999 240 Job Reference optional) .205 a aur i3 2005 MiTek mag51JIe5, Inc. rn May 12 16:1u:u7 zoos Page 1 3-0-5 8-2.3 13-4-0 18-5-13 23-7-11 29.4-0 31-4-0 3.0-5 5-1-13 5-1-13 5-1-13 5-1-13 5-8-5 2-0-0 4x4 = Scale = 1:57.3 3x4 = 3x4 = 3x4 = 3x8 = 3x4 = 5.7-4 13-4-0 21-0-12 29-4-0 5.7.4 7-8-12 7.8.12 63-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.09 8-10 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.17 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.04 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 150 lb LUMBER TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DFStd G REACTIONS (Ib/size) 14=954/D-3-8,8=1074/0-3-8 Max Horz 14=116(load case 3) Max Uplift8=26(load case 5) BRACING TOP CHORD Sheathed or 4-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=86142,2 3-4=1039179, 4-5=1038/79, 5-6=1480/61, 6-7=1542/28, 7-8=-1741/16, 8-9=0/46, 1-14=-859 BOT CHORD 13-14=0/868, 12-13=0/1029, 11-12=0/1029, 10-11=0/1188, 8-10=0/1489 � B� if • IV WEBS 2-13=0/238, 3-13=58/66, 3-11=267/41, 4-11=-62/619, 5-11=-466/30, 5-10=-26/395, 7-10=242/9, 2-14=-1165/0 v�� NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 29 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard ® WARMNG - Verf fy design parameters and READ NOTES ON THIS AND INCLUDED 11DTEE REFERENCE PAGE MIF 7473 BEFORE USE. Design valid far use only vdlh M -Tek connectors. This design is based only upon parameters shown. and is far an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication• quality control storage, delivery, erection and bracing. consul) AN51/rPl1 Quality Crtteda, DS689 and BC511 Building Component Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Madison, WI 53719. OQ9,0FESS/ON� S. TjNG,�Fti CO C 046 3 r * EX - 7 rFOF F May 15,2006 7777 Greenback Lane m Suhe 109 Citrus Heights, CA, 95610 ME M iTeke Job russ runsype ty y2054 PLAN ROY0512 81 KINGPDST R21263331 1 1 Job Referenceo tional Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri May 12 16:10:07 2006 Page 1 -2-0.0 1 19-0-0 22-0.0 29-8.12 360.0 40.0.0 2-0.0 19-0.0 3.0.0 7-8-12 63-4 2-0.0 NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 3x6 = Scale = 1:79.3 NO NOTCHING CONN. OF GABLE STUDS BY OTHERS. 3x4 2x8 II Wim/2 3u6 i 11 3x8 = cu ra 78 -^•� — US = 3x8 = 60.0 14-3-4 19-0.0 22-0.0 29-8-12 360.0 60.0 63-4 4.612 3.0.0 7.612 63-4 Plate Offsets (X,Y): [2:0-3-4,0-2-12], [3:0-5-14,0-0-81, [4:0-5-14,0-0-8], [5.0.5-14,0-0-8], [6.0-5-14,0-0-81, [9:0-5-14,0-0-8], [10:0-5-14,0-0-8], [13:0-1-12,0-1-8], [16:0-10-4,0-0-10], r77rLZA rL1_Al LOADING(psf) SPACING 2-0-0 CSIDEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.14 19-21 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.24 16-18 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.10 16 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 259 Ib LUMBER TOP CHORD 2 X 4 DF No.1&Btr'G BOT CHORD 2 X 4 DF No.t&Btr G WEBS 2 X 4 DF Std G 'Except* 13-22 2 X 4 DF No.1&Btr G OTHERS 2 X 4 DF Std G REACTIONS (Ib/size) 16=150010-3-8,22=2287/0-3-8,2=768/0-3-8 Max Horz2=66(load case 3) Max Upliftl 6=1 5(load case 5), 22=71 (load case 5) BRACING TOP CHORD Sheathed or 3-8-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 15-19,19-47 JOINTS 1 Brace at Jt(s): 36, 41, 46 FORCES (Ib) - Maximum Compression/Maximum Tension d���yi®�Ad TOP CHORD 1-2=0/91, 2-3=716/0,3-4=602/0.4-5=-432/0.5-6=882/0, 6-7=665/0.7-8=617/0.8-9=518/0.9-10=752/0, 10-11=599/17 n �/ �� I , 11-12=575/15, 12-13=721/4, 13-14=1927/53, 14-15=2024/0, 15-16=2612/14, 16-17=0/46 A, (f p BOT CHORD 2-24=0/552, 23-24=0/552, 22-23=D/552, 21-22=0/2572, 20-21=0/2572, 19-20=0/2572, 18-19=0/2244, 16-18=0/2244 j� J WEBS 22-36=2293/96, 36-41=2287/95, 41-47=1978/91, 46-47=1380/64, 29-46=11274/63,113-29=11353/66, 13-19=-52/875, iJ 15-18=18/290.15-19=594/40,12-29=8/177. 3-24=20/47,4-23=73/32.6-36=19/4,9-41=7O7/12.10-46=236/3, 10N 21-47=20/264, 19-47=-989/37, 5.22=-1105/4 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 38 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If OFESS/ porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 OQ� ONq 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable ����R S. T�NCI �2 End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. r` 4) All plates are 1.5x4 MT20 unless otherwise indicated. COQ` G1� 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottcm chord live load nonconcurrent with any other live loads.W m 7) A plate rating reduction of 20% has been applied for the green lumber members. C 04 433 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * E -07 LOAD CASE(S) Standard // * Continued on page 2 " `OF May 15,2006 ® WARNING - Ver(& design Parameters and READ NOTES ON THIS AND JWCUWED MrTEE REFERENCE PAGE MU 7473 BEFORE OSE. 7777 Greenback Lane • Design valid for use only with FAlek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 II AppficabTty of design poromenters and proper incorporation of component is responsibility of building designer - not truss desgner. Bracing shown Citrus Heights, CA, 95610 a for lateral support of individual web members only. Additional temporary bracing to insure stabil ly during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibifily of the building designer. For general guidance regarding ■�, ek fabrication, quality control. storage, delivery, erecfian and bracing, consult ANSI/TPI l Quality Criteria, DSB-89 and BCSI1 Building Component M. ,dD Solely Information available from Truss Piste Institute. 583 D'Onofrio Drive. Ntodimn. WI 53719. o russ rusS ype Qty y 2054 PLAN 821253331 ROY0512 81 KINGPOST 1 1 Job Reference(OptionaI Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 6.200 s Jul 13 2005 MTek Industries, Inc. Fri May 12 16:10:07 2006 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 2-16=14,1-2=104(F=52). 5-11=138(F=86), 13-17=-52 Trapezoidal Loads (plt) Vert: 2=105(F=53}to-5=-139(F=87), 11=-136(F=84}to-13=104(F=-52) a��dsp� �Iy Il� '® ® WARA719G - Ver ft design parameters and READ NOTES GN THIS AND DYCLUDED MI7'EE REFERENCE PAGE MIL -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only With Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional pemsonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component M iTekm Safety Information available from Truss Plate Institute. 583 D'Onobio Drive. Madison. WI 53719. Job toss toss type ty y T2054 PLANROY0512 B2 MOD. QUEEN 2 821253332 Reference o 6onal Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri May 12 16:10:08 2006 Pagel -2-0-0 1 12.1 D-2 19-0-0 25.1-14 31-10.4 38-0-0 40.0-0 2-0-0 12-10.2 6-1-14 6.1.14 6-8-6 6.1-12 2.0.0 5x6 = 6.00 12 1.5x4 II 3x4 = 3x6 = 3x8 = 1J 12 3x4 = 1.5x4 II &0-0 9-9-4 19-0.0 28.2-12 38.0-0 6.0.0 3.9-4 9.2-12 9-2.12 9.9.4 Scale = 1:75.9 LOADING (psf) SPACING 2-0-0 CSIDEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.13 13-14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.24 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.04 10 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 190 lb LUMBER TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 17=1615/0-3-8, 10=1099/0-3-8 Max Horz17=67(load case 3) Max Uplift17=28(load case 5), 10=21(load case 5) BRACING TOP CHORD Sheathed or 4-10-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-14 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-3=86/701, 3-4=-430/12, 4-5=-384/44, 5-6=898/82, 6-7=898/82, 7-8=1409/62, 8-9=1503/31, 9-10=1804/10, 10-11=0/46 BOT CHORD 2-17=555/110, 16-17=555/109, 15-16=0/627, 14-15=0/627, 13-14=0/1118, 12-13=0/1542, 10-12=0/1542 WEBS 3-16=10/1141, 5-16=7311/0.5-114=2/182, 6-14=64/514,7-14=562/37,7-13=32/437,9-13=353/16,3-17=l536/22. 9-12=5/131 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 38 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON TWS AND INCLODED M17EE REFERENCE PAGE MV7473BEFORE USE. Design valid for use only wilh Wel connectors. This design's based only upon parameters shown. and is for an individual building component. Applicability of design paromenless and proper incorporation of component is respomiUfily of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/rPII Quality Criteria, DSB-89 and BCSII Building Component Safety Informorlion available from Truss Plate Institute. S113 D'Onotrio Drive. Madison. WI 53719. i411 jVG 0 ry App)qO " Y/isiojv �6 May 15,2006 7777 Greenback Lane m Suite 109 Citrus Heights, CA 95610 MiTek Job russ ry y L4 PLAN ROY0512 81 �K�INGPOST g 1 R21253333 Reference(optiona1 Longfellow Lumber ca..In�c,,hico, Ca. 95928-7434 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri May 12 16:10:09 2006 Page 1 -2-0.0 12-14 1940.023.4.14 27-9-12 32.4-1 38-0.0 2.0.0 12-1-4 6-10.12 4-4-14 4-4-14 4-6-5 5.7-15 5x6 = 6.00 52 Scale = 1:70.0 15 14 13 4.00 F12 3x10 1.5x4 11 3x6 = 5x6 = 6-0.0 12 -IA 17-11-0 9-0. 23-4-14 27-9.12 32-4-1 38-0-0 6.0-0 6-141 5-9-12 1-1-0 4-4-14 4-4.14 485 5-7.15 LOADING(psf) SPACING 2-0-0 CSIDEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.36 10-11 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.74 10-11 >517 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.44 9 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 186 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD WEBS 2 X 4 DF Std G *Except* 7-11 2 X 4 DF No.1 G WEBS REACTIONS (Ib/size) 9=984/Mechanical, 15=1619/0-3-8 Max Horz 15=89(load case 4) . Max Uplift15=29(load case 5) Sheathed or 2-8-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-15,14-15. 1 Row at midpt 6-13.7-12 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-3=-85/702, 3-4=736/8, 4-5=611/36, 5-6=-896/86, 6-7=1549/69, 7-8=4133/0, 8-9=4616/0 BOT CHORD 2-15=558/110, 14-15=558/80, 13-14=0/593, 12-13=0/834, 11-12=0/3871, 10-11=0/4243, 9-10=0/4241 WEBS 7-11=0/2577, 3-15=1510/17, 6-13=337/0, 6-12=0/1046, 7-12=2966/0, 5-14=528/0, 3-14=-7/1294, 5-13=0/215, 8-10=25/161, 8-11=347/102 =-a NOTES I Ilt VQ 1) Unbalanced roof live loads have been considered for this design. (J 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 38 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girders) for truss to truss connections. LOAD CASE(S) Standard May 15,2006 A WARNING - V0% design parameters and READ NOTES ON JWS AND INCLODED MITES REFERENCE PAGE MU 7473 BEFORE USE 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 ml is for lateral support of individuol web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage. delivery, erection and bracing, consult ANSIM11 Quality Crtieda, DSB-89 and BCSI l Building ComponentQ�/ dD Soley Information available from Truss Pyle Institute. %3 D'Onohio Drive. Madison. WI 53719. M ITek Job loss Irusstype ry Y LOADING(psf) ROY0512 C7 FINK g 821253134 =)nal) Longfellow Lumber Co.. Inc_ Cnicn. Ca. 959a�7asa 1.25 TC 0.23 Vert(LL) 0.06 6-8 >999 240 6.200 s Ju113 2005 MiTek Industries, Inc. Fri May 12 16:10:09 2006 Page 1 -2-0-0 59.4 1140-0 16-2-12 22-0-0 24.0-0 2-0.0 5-9.4 5-2-12 5-2-12 59-4 2-0.0 Scale = 1:42.6 4x4 = 3x4 = 3x4 = 3x4 = 7.8-2 7.6-2 14-5-14 6-11-11 21-10-6 22 7-4-8 0.1-10 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.06 6-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.12 6-8 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.17 Horz(TL) 0.03 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 95 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BtrG TOP CHORD Sheathed or 5-11-1 oc purlins. BOT CHORD 2 X 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4OFStill G REACTIONS (Ib/size) 2=831/0-3-8,6=826/0-1-14 Max Horz2=36(load case 4) Max Uplift2=24(load case 5), 6=24(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension �p TOP CHORD 1-2=0/46, 2-3=1219/14, 3-4=1064/61, 4-5=1071/61, 5-6=1228/15, 6-7=0/45 fl - BOT CHORD 2-10=0/1025, 9-10=0(702, 8-9=0(702, 6-8=0/1035 � t��� �� �®� WEBS 3-10=254/11, 4-10=29/400, 4-8=29/409, 5-8=262/10 V NOTES � 1) Unbalanced roof live loads have been considered for this design. 1 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead �! �j� ON, load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of AQ dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. LOAD CASE(S) Standard May 15,2006 ® WARNING - Ver(& design parameters and READ NOTES ON TRIS AND DYCLDDED ADT'EE REFERENCE PAGE 2Ib7473 BEFORE USE 7777 Greenback Lane • Deign valid for use only with M7ek connectors. This design is based only upon parameters shown, and is far an individual building component. suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for loteral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Fa general guidance regarding fabrication. quality control storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII BuOding Componentm Safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison. WI 53719. M, ,ek Job cuss russ Type ty Ply 2054 PLAN ROY0512 C2 FINK 2 1 821253335 LonofeOow Lumber Ce. Inc. Chirn ['a aSo7a-7e1e 1-8 >999 _Job Reference o tional 3 s Jul 1s [uub Mi 1 etc Industries, Inc. Fri May 12 16:10:09 2006 Page 1 5-9.4 11-0.0 16.2.12 21.10.6 5-14 5-2.12 5-2.12 5-7-10 4x4 = Scale = 1:40.1 3x4 G r a 3x4 3x4 3x4 = 3x4 = = 7-6-2 14-5-14 21-108 7$2 6-11.11 7-4-B Id LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.17 Vert(LL) 0.07 1-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.13 1-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.03 5 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 89 Ib LUMBER TOP CHORD 2 X 4 DF N0.1&Btr G BOT CHORD 2 X 4 DF N0.18BtrG WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=714/0-3-8, 5=714/0-1-14 Max Horz 1 =30(load case 4) Max Upliftl=l(load case 5), 5=1(load case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1241/29, 2-3=1097/75, 3-4=1092!75, 4-5=1233/29 BOT CHORD 1-8=0/1062, 7-8=0(715, 6-7=0!715, 5-6=0/1053 WEBS 2-8=271/16, 3-8=38/412, 3-6=38/404, 4-6=264/16 BRACING TOP CHORD Sheathed or 5-10-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 5. LOAD CASE(S) Standard A WARMMG - Ve% design pi—rneros; and READ NOTES ON THIS AND INCLUDED BD7'ER REFERENCE PAGE MH 7473 BEFORE USE Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onohio Drive. Madison, WI 53719. Si _�� �00V 77y �PIWG rOp. lylsioiv O??,o ESS/pN9 C LU C 046433 T i *\ EXY-4FM7 /*., May 15,2006 7777 Greenback Lane m Suite 109 Citrus Heights, CA, 95610 MOW lob I fuss russ ype ty y 2054 PLAN tOY0512 D1 FINK 1 1 Job Reference (Optional) 821253331 Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 6.200 5 Jul 13 2005 MiTek Industries, Inc. Fri May 12 16:10:10 2006 Page 1 -2-0-0 7-6-10 14-6.12 21-6.14 29-1-8 31.1-8 2-0.0 7-610 7-0-2 7-0-2 7-6.10 2-0-0 8x10 = Scale = 1:60.2 NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 3x10 % 4 300 CONN. OF GABLE STUDS BY OTHERS. 3x10 ' 3x10 3x10 i 3x10 J 6.00 12 2x8 \\ 2x8 3x8 s- 3 3 5 3x8 3x8 3x8 3x8 3x8 os 2 aa 6 d1 7 I$ 4x12 = 18 17 16 15 1413 12 11 10 9 8 4x12 = 3x6 = 3x4 = 3x6 = 9.10-11 19-2-13 29-1.8 9.10-11 9-4-3 9-10-11 Plate Offsets (X,Y): [2:0-3-12,0-2-01, [3:0-5-0.0-1-01 [4:0-5-0 Edged f5:0 -5-0,0-i-01, [6.0-3-120-2-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.14 2-18 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.27 2-18 >741 180 BCLL 0.0 Rep Stress Incr NO WS 0.54 Horz(TL) 0.03 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 264 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Sheathed or 5-9-13 oc purlins. BOT CHORD 2 X 4 DF No.18BV G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G WEBS 2 Rows at 1/3 pts 4-14 OTHERS 2 X 4 DF Std G REACTIONS (Ib/size) 2=1583/0-3-8,14=2619/12-7-0. 6=607/12-7-0,8=136/12-7-0,9=-39/12-7-0, 10=34/12-7-0, 11=14/12-7-0, 12=22/12-7-0,13=0/12-7-0,15=85/12-7-0.16=124/12-7-0 Max Horz2=52(load case 3) Max Upl-Ift2=31(load case 5), 6=-16(load case 3), 9=-39(load case 1), 15=134(load case 2), 16=-7(load case 4) +yv. Max Grav2=1583(load case 1), 14=2619(load case 1), 6=634(load case 7), 8=145(load case 2), 9=8(load case 5), 10=58(load14! rA ��� case 2), 11=41(load case 2), 12=50(load case 2), 13=17(load case 4), 15=30(load case 4), 16=244(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension ljpv / 11/ TOP CHORD 1-2=0/91, 2-3=2264/37, 3-4=1713/99, 4-5=07772, 5-6=371/129, 6-7=0/90 n v BOT CHORD 2-18=0/1886,17-18=0/697,16-17=0/697, 15-16=0/697.14-15=0/697,13-14=0/186,12-13=0/186, 11-12=0/186, 10-11=0/186 ppp o .9-10=0/186,8-9=0/186,6-8=0/186 /)�D WEBS 3-18=1012/15, 4-18=-40/1134, 4-14=2088/0, 5-14=1011/13 1!� NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 29 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 �QFE$$/� 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable OQ End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. ��,S %NG1`�2 4) Gable studs spaced at 1-4-0 oc. C+` 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CCO QQ- �� G, 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ILLIO i� M LOAD CASE(S) Standard * �4' 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 May 15,2006 ® WARNING - Ver f fy design parameters and READ NOTES ON TIDS AND tNCLUDED MFTEE REFERENCE PAGE MIF -7473 BEFORE USE. 7777 Greenback Lane r_m Design valid for use only wifh Wait connectors. This design is based only upon paromelers shown. and is for on individual building component. Suite 109 Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiltity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, defivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI7 Bunding ComponentQ4 m Safety Information available from Truss Plate Institute. S83 D'Onolrio Drive. Madison. WI 53719. M ITek Job russcuss Type Qty Ply 2054 PIAN 821253336 ROY0512 01 FINK 1 1 Jab Reference nr(optional) Longfe m cuuer -,Inc.. mc., Chim, Ca. 95928-7434 6.200 s Jul 13 2005 M7ek Industries, Inc. Fri May 12 16:10:10 2006 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 2-6=-14, 1-2=104(F=-52), 6-7=104(F=52) Trapezoidal Loads (plf) Vert 2=105(F=-53}to-4=184(F=-132), 4=184(F=132) -to -6=104(F=52) ��L�1f y4ppOUNTy \ o v;:n ® WARNING • Vaify design Parameters' and READ NOTES ON Mrs AND INCLUDED MITES REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane • Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component u responsbilly of building designs - not truss designer. Bracing shovrn Citrus Heights. CA, 95610 is for lateral support of individual Web members only. Additional temporory bracing to insure stability during construction is the responsibillity of the sector. Additional pamonent bracing of the overall structure is the responsibility of the building designer. For genual guidance regarding ■�'ek fabrication. quality control. storage. delivery, section and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and 8CSI1 Building Component M. ,e Safety Information available (Tom Truss Plate Institute, 583 D'Onohio Drive. Madison. WI 53719. O Truss N55 ype ry y 2054 PLAN ROY0512 D2 HOWE q 7 821253737 r..,.,.ron....,r �.,..we. r.. �.... rw...., r•, 00000 v.e. 2-12 >999 240 Job Reference (optional) b.zuu s Jut 1! Zuub Mitek Industries, Inc. F6 May 12 16:10:112006 Page 1 -2-0-0 7.6-10 14-8-12 218-14 29-1-8 31-1-8 2-0.0 7-6.10 7-0-2 7-0.2 7-6-10 2-0.0 4x8 = Scale = 1:59.2 1.5x4 11 3x4 = 3x4 = 3x4 = 1.5x4 II 74 40 14-8.12 16-10-0 21-6-14 29-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.06 2-12 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.12 2-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.01 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 135 lb LUMBER TOP CHORD 2 X 4 OF No.1&BV G BOT CHORD 2 X 4 OF No.1&Btr G WEBS 2 X 4 OF Std G REACTIONS (Ib/size) 2=563/0-3-8,9=1177/0-3-8,6=386/0-3-8 Max Horz2=53(load case 3) Max Uplift2=30(load case 5), 6=38(load case 3) Max Grav2=580(load case 6), 9=1177(load case 1), 6=422(load case 7) BRACING TOP CHORD Sheathed or 6-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-634/42, 3-4=193/87, 4-5=0/390, 5-6=290/60, 6-7=0/46 BOT CHORD 2-12=0/492, 11-12=0/492, 10-11=-60/94, 9-10=60/94, 8-9=19/186, 6-8=19/186 WEBS 3-12=13/245, 5-8=13/240, 3-11=509/30, 5-9=511/30, 4-9=843/0, 4-11=31/393 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 29 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard 'e uT�� zip/WG ®1J'V"I�/ © P; � ®I1// po r �a � �OQ?,OFESS/pNgl S. C LU C 046436 T *\ EXPO' .A? /*, May 15,2006 ® WARNING - Derf jy design parameters and READ NOTES ON THTS AND INCLUDED N TE8 REFFJ?ENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane �<p Design valid for use only with M'Tek connectors. This design's based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design romenters and proper into CfWs Heights, CA, 95610 pp Iv xJ pp pr p incorporation of component is responsibility of building designer- not buss designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, of the erecta. Additionalpermanent bracing of the overall structure is the responsibility of the building designer. Far general guidance regarding fobricotion. quality control storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Componentj� m Safety Information available from Truss Plate Institute. 583 D'OnohM io Drive. adison. WI 53719. , ,ek Job russ cuss yp7��7 ty y 2054 PLAN ROY0512 D3 OBL. HOWE Plates Increase 1.25 821253338 I ...fellow Lumher C. Ine Chirn Ca as.�a_�ean 7-8 >999 2 Job Reference (optional) s Jul a zuuo MI I ex Inaustnes. Inc. Fn May 12 16:10:11 2006 Page 1 SS6 10-0-1 14-6.12 19-1-7 23-8.2 29-1-8 5-5-6 4-6-11 4-6-11 4-611 4-6-11 5-5-6 4x8 = Scale = 1:52.7 3x4 = 14 13 12 11 10 15 9 1617 18 8 19 20 3x6 2x4 11 3x4 = 4x6 = 3x4 = 3x8 = 5x6 = 3x6 11 5-5-6 to- 1 14-6.12 1610.0 19.1.7 23-62 29-1-8 5.5-6 4-611 4-611 2-3-4 2-3-7 4-611 5-5-6 ($ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.05 7-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.10 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.01 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 349 lb LUMBER TOP CHORD 2 X 4 DF No.1 &Btr G BOT CHORD 2 X 6 OF SS G WEBS 2 X 4 DF Std G BRACING TOP CHORD Sheathed or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS (Ib/size) 1=-154/0-3-8, 7=2947/0-3-8, 10=6587/0-3-8 Max Horz1=46(load case 3) Max Uplift-1=386(load case 7), 7=-4(load case 3), 10=23(load case 5) Max Grav1=43(load case 3), 7=2985(load case 7), 10=6587(load case 1)� � FORCES (Ib) -Maximum Compression/Maximum Tension 7i,D/ Cpl , TOP CHORD 1-2=-84/1031, 2-3=32/1227, 3-4=0/1471, 4-5=0/2019, 5-6=-211/46, 6-7=3955/33 �w BOT CHORD 1-14=897/115, 13-14=897/115, 12-13=1082/99, 11-12=1082/99, 10-11=-1270/82, 10-15=0/142, 9-15=0/142, 9-16=0/3503 Ap o , 16-17=0/3503, 17-18=0/3503, 8-18=0/3503, 8-19=0/3503, 19-20=0/3503, 7-20=0/3503 WEBS 2-14=15/192, 3-13=24/365, 4-11=211/19, 5-9=32/4408, 6-8=-21/3376, 2-13=-395/28, 3-11=514/33, 5-10=-4162/38, �® 6-9=3904/35, 4-10=-1745/0 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-6-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 29 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 984 Ib down and 2 Ib up at 17-5-8, 984 Ib down and 2 Ib up at 19-5-8, 984 Ib down and 2 Ib up at 19-11-8, 1387 Ib down and 2 Ib up at 21-11-8, 1046 Ib down and 2 Ib up E 23-11-8, and 1046 Ib down and 2 Ib up at 25-11-8, and 1046 Ib down and 2 Ib up at 27-11-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 May 15,2006 ® WARNING - Vert fb design parameters and READ NOTES ON TITS AND DYCLUDED A07'EH REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M -Tek connectors. This design's based only upon porometers shown, and is for an individual building component. Suite 109 Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 -Ml is for lateral support of individual web members only. Additional temporary bracing to insure stability during conslruc lion is the responsibilfity, of the erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and bracing. consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component 4p Safety Information available from Truss Plate Institute. 5113 D'Onotrio Drive. Madison. WI 53719. M iTek Job ruucuss type ry Y 2054 P ROY0512 D3 DBL. HOWE t 821253338 i ,.nnreu,.,., r .one.r i�� rr.;... r� oco•su v. o. Job ReLAN ference (optional) LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uriftnn Loads (pin Vert: 1-7=14, 1-4=52, 4-7=52 Concentrated Loads (lb) Vert 8=1046(F) 15=984(F) 16=984(F) 17=984(F) 18=13878 19=-1046(F) 20=1046(F) u.zvu s uur rj tuua —ex ea inauslnes• Inc. rn May 12 115:10:11 2006 Page 2 �91�p G �fVj COU�V?.v 0 ® WARNING - Ver(jYj design pasvmete and READ NOTES ON TMS AND INCLUDED A nZK REFERENCE PAGE 11107 7473 BEFORE USE. 7777 Greenback Lane --m Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design romenten and o incorporation of component is res Citrus Heights. CA, 95610 PP N 9 Pa proper Por po ponsibiGy, of building designer -not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the ereclor. Additional permonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M1 fabrication, quality control storage. delivery. erecfion and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component m Safety Information available from Truss Plate Institute. 583 D'Onofsio Drive. Madison, W153719. ITek TITLE 24 REPORT 3 Title 24 Report for: ROY GRANT SFD FAVORITE COURT BUTTE COUNTY, CA Project Designer: CURT KEEN ' 1240 HIGHWAY 99 GRIDLEY, CA 95948 530-846-3199 Report Prepared By: LEE F. SMITH Matthew R. McKisson 1490 Highway 99, Suite B Gridley, CA 95948 (530) 846-6376 Job Number: Date: 5/24/2006 BUTTE couNnr BUILDING DIVISION. - APPROVED JP The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.1 by EnergySoft Job Number: User Number: 6564 TABLE OF CONTENTS Cover Page ' 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -1 R Mandatory Measures Summary 7 Form WS -5R Residential Kitchen Lighting 9 HVAC System Heating and Cooling Loads Summary 10 Room Load Summary 11 Room Heating Peak Loads 12 Room Cooling Peak Loads 13 1A7GAiry /1% D/V/ EnergyPro 4.1 by EnergySoft Job Number: User Number: 6564 Certificate Of Compliance : Residential (Part 1 of 4) CF -1 R _ROy G_RAN_T_SED nJ Single Family ❑ Addition Total Conditioned Floor Area: 5/_24/_2006 Project Title Area ❑ Multi Family ❑ Existing + Add/Alt Date _EAV_QRI_T_E COU RT B_U_T_T_E CO U_N_T_Y Building Front Orientation: (SW) 225 deg Raised Floor Area: Project Address ft2 Fuel Type: 20- Building Permit # _M.atth.e_w. _R._McK s -son 2,051 ft2 (530) 846-6376 354_ Documentation Author Average Ceiling Height: 9.0 Telephone plan Check/Date _Eaer_g_y_P_r_o Avg. U: 0.39 Number of Dwelling Units: 11 9.0 Field Check/Date Compliance Method Number of Stories: 1 Climate Zone BUILDING ZONE TDV Energy Use Standard Proposed Compliance Zone Name (kBtu/sf-yr) Design Design Margin Area Space Heating 16.51 19.00 -2.49 2 Space Cooling 12.87 10.04 2.84 Fans 2.84 2.52 0.32 Domestic Hot Water 11.63 11.05 0.59 Pumps 0.00 0.00 0.00 Totals 43.86 42.61 1.25 Percent better than Standa Building Type: nJ Single Family ❑ Addition Total Conditioned Floor Area: 2,051 ft2 Area ❑ Multi Family ❑ Existing + Add/Alt Existing Floor Area: n/a ft2 Building Front Orientation: (SW) 225 deg Raised Floor Area: 0 ft2 Fuel Type: 20- Natural Gas Slab on Grade Area: 2,051 ft2 Fenestration: 354_ _0.102 Average Ceiling Height: 9.0 ft Area: 272 ft2 Avg. U: 0.39 Number of Dwelling Units: 1.00 9.0 Ratio: 13.2% Avg. SHGC: 0.37 Number of Stories: 1 1.3.5__90 BUILDING ZONE INFORMATION _2,.0.51 # of Thermostat Vent Zone Name 27_ Floor Area Volume Units Zone Type Type Hgt. Area .HVAC -System ________2_05J 1.8,459 1..00_ Conditioned- -Setback- 2 -n/a OPAQUE SURFACES _0.9_A3 Insulation Act. 28=A4 Type Frame Area U -Fac. Cay. Cont. Azm. Tilt Wall- Wood_ -280_ -0.1.02 _ft_13_ _EZ0...0_ -225_ 9.0 Door None_ 20- _0._5.0.0- _None_ JR -_0...0_ 22590 Wall- Wood_ 354_ _0.102 -R=J_3_ JR -_0._0_ _315_ 9.0 Wall_ Wood- 418_ _0_t02_ -RS3_ __R-_0.0_ 45_ 9.0 Wall_ Wood- 215_ _0 102 -RJ--3- JR=0._0_ 1.3.5__90 Root-_ Wood_ _2,.0.51 _0_025_ -EL -3.8_ JB -0...0_ -225_ 27_ Gains Condition Y / N Status JA IV Reference Location / Comments New _0.9_A3 1.st_Eloor N.ew 28=A4 1.st-Eloor New 0.9 A3 1.sLF_100r New _0.9=A3 1.st-Eloor New 0.9=93 1.st-Floor N.ew 01A1.8 1_st_F_loor Run Initiation Time: 05/24/06 16:24:35 _ Run Code: 1148513075 EnergyPro 4.1 by EnergySoft User Number: 6564 Job Number: Page:3 of 14 Certificate Of Compliance : Residential (Part 2 of 4) CF -1 R ROY GRANT SFD 5/24/2006 Project Title Date FENESTRATION SURFACES Area Thick.Heat Inside Condition Location/ Type (sf) (in.) Cap. Cond. R -Val. JA IV Reference Status True Frame Wall, Stucco Cond. Location/ # Type New 1st Floor/ Exterior Mass Area LI -Factor' SHGCZ Azm. Tilt Stat. Glazing Type Comments - WiodowEront_(.S_W__)_30..0_ Frame Wall, Stucco 418 0.87 21 _0.3.9.0NF_RC _0.3.7. -NERC. -225_ 09-A3 _9.0- New Milgard Classic-Low_E Vinyl 1.st_Etoor 2 Window Front (5 30.0 0.390 NFRC 0_37 NFRC 225 90 New Milgard Classic Low -E Vinyl 1st Floor 3 Window Left (� 4.0 0.390 NFRC 0_37 NFRC 315 90 New Milgard Classic Low -E Vinyl 1st Floor 4 Window Left (� 20.0 0.390 NFRC 0_37 NFRC 315 90 New Milgard Classic Low -E Vinyl 1st Floor 5 Window Rear (NE) 20.0 0.390 NFRC 0_37 NFRC 45 90 New Milgard Classic Low -E Vinyl 1st Floor 6 Window Rear (ME) 10.0 0.390 NFRC 0_37 NFRC 45 90 New Milgard Classic Low -E Vinyl 1st Floor 7 Window Rear (NE) 39.6 0 390 NFRC 0.37 NFRC 4590 New M Bard Classic Low -E Vinyl 1st Flogr 8 Window Rear (NE) 10.0 0.390 NFRC 0.37 NFRC 45 90 New Milgard Classic Low -E Vinyl 1st Floor 9 Window Rear (NE) 30.0 0 390 NFRC 0.37 NFRC 45 90_ New Milgard lassic Low -E Vinyl 1sFloor _-0. Window Rear (NE) 30_00 39_0 NFRC -i0 7 NFRC 45 90 New Milgard Classic Low -E Vinyl 1st Floor 11 Window Right (SE). 20.0 0.390 NFRC 0_37 NFRC 135 90 New Milgard Classic Low -E Vinyl 1st Floor 12 Window Right (SE) 8.0 0.390 NFRC 0_37 NFRC 135 90 New Milgard Classic Low -E Vinyl 1st Floor 13 Window Right_(SE) -8-0 03.90 -NE -C 0.37 BER -C. X35_ 90- New Milgard Classic Low=E_V_inyl sst-F_Loor 14 Window Right (SE) 12.0 0.390 NFRC 0_37 NFRC 135 90 New Milgard Classic Low -E Vinyl 1st Floor 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 116B. INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. RExt. Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 5.0 6.0 8.0 0.1 5.0 5.0 2 Bug Screen 0.76 5.0 6.0 8.0 0.1 5.0 5.0 3 Bug Screen 0.76 1.0 4.0 2.0 0.1 .2.0 2.0 4 Bug Screen 0.76 5-0 4.Q 10-0 0.1 10.0 10 0 5 Roll -down Blind or Slats 0.13 5.0 4.0 2.0 0.1 2.0 2.0 6 Bug Screen 0.76 5_0 2.0 10_0 0.1 10.0 10_0 7 Bug Screen 0.76 6.6 6.0 10.0 0.1 10.0 10.0 8 Bug Screen 0.76 5.0 2.0 10.0 0.1 10.0 10.0 9 Bug Screen 0.76 5.0 6.0 2.0 0.1 2.0 2.0 10 Roll -down Blind or Slats 0.13 5.0 6.0 2.0 0.1 2.0 2.0 11 Bug Screen 0.76 5.0 4.0 2.0 0.1 2.0 2.0 12 Bug Screen 0.76 4.0 2.0 2.0 0.1 2.0 2.0 13 Bug Screen 0.76 4.0 2.0 2.0 0.1 2.0 2.0 14 Bug Screen 0.76 4.0 3.0 2.0 0.1 2.0 2.0� THERMAL MASS FOR HIGH MASS DESIGN Area Thick.Heat Inside Condition Location/ Type (sf) (in.) Cap. Cond. R -Val. JA IV Reference Status Comments Frame Wall, Stucco 280 0.87 21 0.47 0 09-A3 New 1st Floor/ Exterior Mass Frame Wall, Stucco 354 0.87 21 0.47 0 09-A3 New 1st Floor/ Exterior Mass Frame Wall, Stucco 418 0.87 21 0.47 0 09-A3 New 1st Floor/ Exterior Mass Frame Wall, Stucco 215 0.87 21 0_47 0 09-A3 New 1st Floor / Exterior Mass PERIMETER LOSSES Insulation Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments _ Slab Perimeter 276 None No Insulation 26-A1 New _ 1st Floor Run Initiation Time: 05/24/06 16:24:35 Run Code: 1148513075 �_-__-_ EnergyPro 4.1 by EnergySoft User Number: 6564 Job Number: Page:4 of 14 --� Certificate Of Compliance : Residential (Part 3 of 4) CF -1 R ROY GRANT SFD 5/24/2006 Project Title Date HVAC SYSTEMS Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type HVAC System Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER New Setback HVAC DISTRIBUTION Duct Location Heating Cooling Location HVAC System Ducted Ducted Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. Duct Condition Ducts R -Value Status Tested? 6.0 New No WATER HEATING SYSTEMS Rated Tank Energy Standbyl Tank Insul. Water Heater # in Input Cap. Condition Factor Loss R -Value System Name Type Distribution Syst. (Btu/hr) (gal) Status or RE 1 (%) Ext. Rheem 41-R40 Small Gas No Pipe Insulation 1 40,000 40 New 0.62 n/a n/a Multi -Family Central Water Heating Details Hot Water Pump Hot Water Piping Length U— Add 1/2" Control # HP Type In Plenum Outside Buried Insulation 1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them.This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Name: Title/Firm: CURT KEEN Address: 1240 HIGHWAY 99 GRIDLEY, CA 95948 Telephone: 530-846-3199 Lic. #: (signature)(date) Enforcement Agency Name: Title/Firm: Address: Telephone: Documental Name: Title/Firm: Address: Telephone: _%_4 �� 05-741-04 Vs ii re) (date) (signature/stamp) (date) I EnerovPro 4.1 by EnerovSoft User Number: 6564 Job Number: Paae:5 of 14 1 Certificate Of Compliance : Residential (Part 4 of 4) CF -1 R ROY GRANT SFD 5/24/2006 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the wequacy or me specrar tusuncation ana documentation suomhted. Plan Field The Roof "R-38 Roof Attic w/ Radiant Barrier" includes credit for a Radiant Barrier installed per Section 3.3.3 of the Residential Manual. An Air Retarding Wrap must be installed per the manufacturer's specifications that must comply with ASTM El 677-95. 1 1 1 HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the supervision of a CEC- approved Mrmb provider using t,ra, approved testing andror venncatron methods and must be reported on the t,r-411 installation certificate. Plan Fleld P ®I 'O EnergyPro 4.1 by EnergySoft User Number: 6564 Job Number: Page:6 of 14 1 Mandatory Measures Summary: Residential (Page 1 of 2) MF -1R NOTE: Lowdse residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory i measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE - applicable. N/A DESIGNER MENT Building Envelope Measures § 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. © ❑ ❑ § 150(b): Loose fill insulation manufacturer's labeled R -Value: ❑ ❑ ❑ § 150(c): Minimum R-13 wall insulation' in wood framed walls or equivalent U -factor in metal frame walls (does not ❑ 0 ❑ apply to exterior mass walls). ❑ ❑ ❑ § 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑ ❑ ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. ' ❑ ❑ 1. Masonry and factory -built fireplaces have: ' ❑ ❑ ❑ a. closable metal or glass door covering the entire opening of the firebox ❑ ❑ ❑ b. outside air intake with damper and control, flue damper and control ❑ ❑ ❑ 2. No continuous burning gas pilot lights allowed. ❑ ❑ ❑ § 150(0: Air retarding wrap installed to comply wilt§ 151 meets requirements specified in the ACM Residential Manual. ❑ ❑X ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑ ❑ ❑ § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor ❑ ❑ ❑ permeance rate no greater than 2.0 perm/inch. § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and El El ❑ include CF -6R Form: § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ ❑ ❑ 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. ❑ ❑X ❑ 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ ❑ El Space Conditioning, Water Heating and Plumbing System Measures 4 § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. _ ❑ ❑ ❑ �p § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. � Elf § 150(i): Setback thermostat on all applicable heating and/or cooling systems.X ❑ § 1500): Water system pipe and tank insulation and cooling systems line insulation., 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with'^' El insulation having an installed thermal resistance of R-12 or greater. ❑ ❑ ❑ 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external ❑ ❑ ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 3. The following piping is insulated according to Table 150 -AIB or Equation 150-A Insulation Thickness: ❑ ❑ ❑ 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire ❑ ' Q ❑ length of recirculating sections of hot water pipes shall be insulated to Table 150B. ❑ ❑ ❑ 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source ❑ ❑ ❑ and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. ❑ ❑ ❑ 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment ❑ ❑ ❑ maintenance, and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed ❑ ❑ ❑ entirely in conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. ❑ ❑ ❑ EnergyPro 4.1 by EnergySoft User Number: 6564 Job Number: Page:7 of 14 Mandatory Measures Summary: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE -1 applicable. N/A DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, ❑ ❑ ❑ 605, and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minumum installed level of R4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than ❑ ❑ ❑ sealed sheet metal, duct board or Flexible duct shall not be used for conveying conditioned air. Building cavities and ❑ ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. ❑ ❑ ❑ reductions in the cross-sectional area of the ducts. ❑ § 150(k)4: Permanently installed luminaires located other than in kichens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are ❑ ❑ ❑ 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive ❑ ❑ ❑ duct tapes unless such tape is used in combination with mastic and draw bands. ❑ ❑ ❑ 4. Exhaust fan systems have back draft or automatic dampers. ❑ ❑ ❑ 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating ❑ ❑ ❑ dampers. Page:8 of 14 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment ❑ ❑ ❑ maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 7. Flexible ducts cannot have porous inner cores. ❑ ❑ ❑ § 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the ❑ ❑ ❑ heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36" of pipe between filter and heater for future solar heating. ❑ ❑ ❑ b. Cover for outdoor pools or outdoor spas. ❑ ❑ ❑ 3. Pool system has directional inlets and a circulation pump time switch. ❑ ❑ ❑ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have o cdly�J"� ❑ ❑ ❑ burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) %II /♦�% § 118 (i): Cool Roof material meets specified criteria G , • ❑ Lighting Measures A P'.0 fSj § 150(k)l: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Tabld `� J11 ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)l: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, ❑ ❑ ❑ luminaire has factory installed HID ballast. ❑ § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. ❑ ❑ ❑ OR are controlled by an occupant sensor(s) certfied to comply with Section 119(d). ❑ § 150(k)4: Permanently installed luminaires located other than in kichens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are ❑ ❑ ❑ controlled by an occupant sensor that complies with Section 1�19(d) that does not turn on automatically or have an always on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ ❑ ❑ certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. ❑ § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the ❑ ❑ ❑ same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. ❑ ❑ ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more ❑ ❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d). EnergyPro 4.1 by EnergySoft User Number: 6564 Job Number: Page:8 of 14 Residential Kitchen Lighting Worksheet WS -5R ROY GRANT SFD 5/24/2006 Project Title Date At least 50% of the total rated wattage of permanently installed luminaires in kitchens must be in luminaires that are high efficacy luminaires as defined in Table 150-0. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed in kitchens. High Efficacy Luminaire Type High Efficacy? Watts Quantity Watts Other Watts L) 26w Compact Fluorescent Quad 2 Pin Yes X No F 74.0 x 6 = 444 or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Total A: 444 B: 0 COMPLIES IF A;-,, B YES RNo ❑ blues. COUNTY Mane. WD EnergyPro 4.1 by EnergySoft User Number: 6564 Job Number: Page:9 of 14 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE ROY GRANT SFD 5/24/2006 SYSTEM NAME FLOOR AREA HVAC System 2,051 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sensible Latent CFM I Sensible 986 18,170 169 593 28,986 0 2,261 3,470 0 0 0 0 0 0 0 0 0 2,261 3,470 22,691 169 Bryant 550AN048-E/311JAV048110 35,494 6,960 Total Adjusted System Output 35,494 6,960 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK I Aug 2 pm 35,925 89,000 89,000 Jan 12 am 1HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) I 25.0 OF 68.1 OF 68.1 OF 117.40F O Supply Air Ducts Outside Air 0cfm �"°x 115.50F Supply Fan Heating Coil / 1680 cfm ko Arojcgs j ROOMS 68.1°F•�1, 70.0°F RC,dn �Al I Return Air Ducts 102.9 / 71.4 OF Outside Air 0 cfm 79.3/63.9 °F 79.3/63.9°F 79.3 / 63.8 OF ® 59.6 / 57.0 OF Supply Fan Cooling Coil 1680 cfm of Cooli k Return Air Ducts 4 Supply Air Ducts 60.8/57.5°F 45.2% R.H. ROOMS 78.0 / 63.5 of EnergyPro 4.1 by EnergySoft User Number: 6564 Job Number: Page: 10 of 14 ROOM LOAD SUMMARY PROJECT NAME ROY GRANT SFD DATE 5/24/2006 SYSTEM NAME HVAC System FLOOR AREA 2,051 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE 1st Floor 1st Floor 1 986 18,170 169 986 18,170 169 593 28,986 VI ®c t PAGE TOTAL 1 986 18,170 169 593 28,986 TOTAL 986 18,170 169 593 28,986 EnergyPro By EnergySoft User Number: User Job Number: Page: 11 of 14 ROOM HEATING PEAK LOADS Project Title Date ROY GRANT SFD 5/24/2006 Room Information DesiAn Conditions Room Name 1st Floor Time of Peak Jan 12 am Floor Area 2,051 Outdoor Dry Bulb Temperature 25OF Indoor Dry Bulb Temperature 70°F Conduction Area U -Value Z�T of Btu/hr Classic Low -E perimeter = 275.8 x X x x x X x x X x X x x x x x x x x x x x x x x x x x x x x x x x x x x x x 0.7300 x X X x x X X X X x X X X X X X x X X X X x x x x x x x x x x x x x x x x x x 280.2 0.1020 30.0 0.3900 30.0 0.3900 19.8 0.5000 354.0 0.1020 4.0 0.3900 20.0 0.3900 41$.4 0.10 20.0 0.3900 10.0 0.3900 39.6 0.3900 10.0 0.3900 30.0 0.3900 30 0.3900 215.0 0.1020 20.0 -013900 0.3900 8.0 8.0 0.3900 12.0 0.3900 2,Q5 1. 0- 0.0250 Items shown with an asterisk (') denote conduction through an interior surface to another room. Infiltration: C 1.001 X 1.074 X 2,051 X 9.00 X 0.443 / 60] X Schedule Air Sensible Area Ceiling Height ACH Fraction Page Total: 22 398 45 = 6 589 ILT TOTAL HOURLY HEAT LOSS FOR ROOM 28,986 EnergyPro 4.1 by EnergySoft User Number: 6564 Job Number: Page: 12 of 14 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date ROY GRANT SFD 5/24/2006 Room Information Desicin Conditions Room Name: 1st Floor Outdoor Dry Bulb Temperature: 1040F Floor Area: 2,051 sf Outdoor Web Bulb Temperature: 720F Indoor Dry Bulb Temperature: 78 of Outdoor Daily Range: 370F opaque surfaces R-13 Wall Wood Door R-13 Wall R-13 Wall R-13 Wall R-38 Roof Attic w/ Radiant Barrier Orientation Area X X X X X X x x x X x X U -Factor X X X X X X x x X X x x CLTD 1 = = = = = = = = = = Btu/hr _(SW) 280.2 0.1020 25.0 715 (SW) 19.8 0.5000 25.0 247 (NW) 354.0 0.1020 24.2 875 U 418.4 0.1020 23.0 982 (SE) 215.0 0.1020 25.0 548 (SW) 2,051.0 0.0173 50.2 1,781 20.0 12.6 253 (NE) 0.0x 19.7+ 10.0x 31.6= 316 (N JE 0.0x 19.7+ 39.6x 31.6= 1,250 (NE) 0.0x 19.7+ 10.0x 31.6= 316 (NE) 0.0 19.7 30.0 31.6 947 NE O.Ox8.9+ Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Window F1 Window F2 Window L1 Window L2 Window B1 Window B2 Window B3 Window B4 Window B5 Window B6 Page Total 5,148 Orientation Shaded Area X X X x x X GLF + + + + + + Unshaded Area x X X X x X Page GLF = = = = = Btu/hr U 30.0 19.7 0.0 37.1 590 (5 j 30.0 19.7 0.0 37.1 590 (NW) 0.0x 19.7+ 4.0X 31.6= 126 (NW) 0.0 19.7 20.0 31.6 632 (NE) 0.0 8.9 20.0 12.6 253 (NE) 0.0x 19.7+ 10.0x 31.6= 316 (N JE 0.0x 19.7+ 39.6x 31.6= 1,250 (NE) 0.0x 19.7+ 10.0x 31.6= 316 (NE) 0.0 19.7 30.0 31.6 947 NE O.Ox8.9+ 30.Ox 12.6= 379 Total 5400 Internal Gain Btu/hr Occupants 4 X Occupants x 230 Btuh/oCC. �� 920 E uipment El x Dwelling Units x 1,6001 Watts/sqft = ®®��/ 1,600 Infiltration: 1.074 X 1.05 X 129.95 x 26 =�I�®® �[:::�3 807 Air Sensible CFM ELA �T TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 18,170 Latent Gain Btulhr Occupants I F-41 x Occupants x I 200 Btuh/occ. = 800 Infiltration: 4,815 x 1.05 x 129.95 x 0.00096 = 631 Air Latent CFM ELA pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 169 EnergyPro 4.1 by EnergySoft User Number: 6564 Job Number: Page: 13 of 14 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date ROY GRANT SFD 5/24/2006 Room Information Design Conditions Room Name: 1st Floor Outdoor Dry Bulb Temperature: 104OF Floor Area: 2,051 sf Outdoor Web Bulb Temperature: 720F Indoor Dry Bulb Temperature: 78OFOutdoor Daily Range: 370F Opaque Surfaces Orientation Area U -Factor CLTD 1 Btu/hr Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration l Window R1 rage I oval Orientation x x x x x x x x X x x x X X x X X X X X X x x x x x x x x x x x x + + + + + + + + + = = = = = = = = = = = = X X x X X X X X X GLF = = = = = = = = = (SE) 10.1 19.7 9.9 37.1 U 5.1X 19.7+ 2.9X 37.1= (SE) 5.1 19.7 2.9 37.1 (SE) 7.6X 19.7+ 4.4X 37.1= Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration l Window R1 rage I oval Orientation Shaded Area X X x X X X X X X GLF + + + + + + + + + Unshaded Area X X x X X X X X X GLF = = = = = = = = = (SE) 10.1 19.7 9.9 37.1 U 5.1X 19.7+ 2.9X 37.1= (SE) 5.1 19.7 2.9 37.1 (SE) 7.6X 19.7+ 4.4X 37.1= g. Page Total Internal Gain ��� �/ �� ' Occupants 4 X Occupants X 230 Btuh/occ. _ !AV6�0&1 X Dwelling Units X 1600 Watts/sqft Infiltration: 1.074 x 1.05 x 129.95 x 6 =�..1Z Air Sensible CFM ELA DT Btu/hr 566 209 209 313 1,296 Btu/hr 920 1 600 ITOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 18.1701 Latent Gain Btu/hr Occupants 0 X Occupants x 200 Btuh/occ. = 800 Infiltration: 4,815 x 1.05 x 129.95 x 0.00096 = -631 Air Latent CFM ELA n w TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 169 EnergyPro 4.1 by EnergySoft User Number: 6564 Job Number: Page: 14 of 14 a : SITE PLAN REVIEW APPLICATION Date: AP# Permit Number (if applicable) 6/ Bin Number APPLICANT INFORMATION Parcel Size: o? �� A C Owners Name: Owners Address: Telephone No.: Site Address: �wr Proposed Use: Zone: 14 Residential 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 ❑ New Industrial ❑ Industrial Addition Other �eptic ❑ Agricultural Exempt Building ❑ Other: Brief Explanation/Issue: 1 11 ❑ Commercial Remodel ❑ Industrial Remodel Well ❑ Agricultural Buffer Form DEVELOPMENT SERVICES INFORMATION (For Staff Use) Approved C nditionally Approved ❑Resolve Problems Prior to Approval Res ived a By Date 61EM�PA- 1 2006 1� 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 f Zoning: 1-e C), General Plan: 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: 2 2006 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front r Side r Side Street Rear r 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 2006 Parcel Created By: Q 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: El No ❑ Yes Comments: �y�l GLL GGl LGG111GLL LV UG 1Gb'al ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ 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 ❑ Provide Deed of Creation ❑ Subdivision Map/Parcel Map: Map Date of Recording:�:�/%'�!� Lot: Book: Page: l _. 3 2006 P TN. SEC. 1 Tl 8N. R. 3E. M. D. B. &M. 12.00a�t 69 70 4.00Act n 25-34 m -_ 63 5 PARENT WAY .76Ac 64 m assn 4 2 10.00AC 62 g 6.10 t3s139 5 O 35 C/ p 34 5.00AC 61 6U ��� 29.44 AC a - 3 mo'''d 124 I OOAC S 3 _ - z t3sY.66 38 o 5.00AC 59 36 27 71 �S.00AC 58 294.406sssz 3ACO O ACt O A 7a N/CC t3san 32 31 30 d�,a 2.98AC 7 8 D O a 28 lO.ODAC 57 37 11.05AC 0.16AC 926AC ? 7gAC 2 98AC 10.09AC /170 32 t36aa 10.75AC E PM . u /31igy -23 10.00AC 56 B 53 � 164Rs42 O 93zr.n 3n.n 29 73 .83ACR t36tsY 12777 2.78AC 2.99AC t23PM99 13.4AC 54 S0e 9.17AC 55tss 391" foo toe y 5.06AC 22 1 t t 1359.68� ffi 7.05AC 53 ro 295AC� 33 V 5 -mc 23 z $ _ 5,12kk vs 12ACO4 O O 36-53 51 5.00AC IM7.79 50 66.08AC 8 5.05AC 2.50AC 24 3 U 3914 10 z N 20ACt 13.OSAC 113.05&2.5OAC 1 2 � 49 <p 43 42 � 25 a 17 16 Ao Am6a°• �+ � v� av wcd vmo.�r 47 40 39 5.12Ac`a 5.12AC m 2.00AC 8.00AC 7 �1 1 AC 7 x � IDr°m moy rol L°V� l stob me rof avbCrldmaWmm�a Ho -Ir I° mnanetl fm IM 48 751 usa of IM Mo.". dwm m my Aassanr * .4, 11161 ry m meet' 18 Q 1, Ir 46 45 44 o 60 41 n n 5.13Ac 15.13AC8 3' g 2.75AC O O 5 Butte County Assessor's Map � 20.34AC 18.30AC A 10 AC " " 6O �r.v = Book 25, Page 34 8.83AC 26 7 s 21 20 6.10AC CREATED BY SOT CREATED ON 9-30-2002 O 2.67A 7.93AC RENSED BY DB REVISED ON 03-1.1-2006 J 27.52 AC 6.63Ac 6.40 4 N n 32 2 ME NAME 25-34 EFFECTIVE 2006-07 ROLL it 8 Previous Book 25, Portion Of Page 14 p A 2.61A Com tled B The Butte Count Assessor's OTFrce 19zs6 7N.W 6MOO 161 165 M0,423DD RYAN'S SUBDIVISION 7 M.O.R. 31LONE I T E 1 26-2 AD 26-01 /,2 3 99 BDS/S OF REDoNGS' r TQ/E aFsrEarALrss.vp7,�+ceP✓Ey r,Z� a K 731E NO•PT.S/l/NE LTF �1QCE6 /eK tJH.Y/.(/ �, /A/ gctAe'Sq Oi'dZdf� ATPA6E2?CR) RE7a�44// 8 � iQ/.SP .fPllt/UME.1/P:, T44t'E.V 405 NBrF'a'40➢'E A/9JP47,M E 41) 7?7. Z7 l 704.69 Te"PAV NOTES- /J n/E VWTA!/u.L& oF/WPLEISEC/ 0\ C7 40GPET r4W)rlKAC6A dt/A/G T//E T/p4f/ �'b P) T4✓E 7•E4WGT EDEDd/.LE OF PA.PLE65' - 4J'4//t/IA:'TO 7 /,? 4,.cWgG !✓At EtTAgI/GIlEp A6 4!04 .CGU? 11. 7.1 PEt' / nhlE 2CX)E PEX 4 / ! } 3J iL� CENTE2G/f/EOF 177/CQrQ Sl°LKE ,✓iCL A'-YTOp W4cK ESTORL/R'„ L/EA Rl/ fK/MS 7!/E CE.NTEPl/.UE4.f S4G7JaA1 aU 4gAIP 24PR�/X.LWa /T LOO.?!/ON/YI.OP / h� 4L.!'l�PT/,l2LYOLOA,(S T4L/E K�TEYLy -r— ,`V� �m 4 ,g°\ ✓ ��.`aEL � � �� o�oaPc�dr i2 �,/wo.1. '\p • r,Er Pi -,9'7¢dRTA86E/J l.s sbrss A4%7?7 4 O L'AICl/CATEGI /i9/.V7-'Swzv Amr-g7 OFMOK 47P•OSE F! Uj R/A9'4t'ZY. E 1ra6./v' eeW ' lPJ laus�roFsfel'so7Petsesr / A/a9'Zf'3G E Wt. GA' v Mtn / �a tam D MeT/ON Or 7A / _ q K of /gaeei✓�s ds6' n' cs.37zslr,$) T/IE Aa?7, / t�EST %SOF 4EC'7lO/`/ 4-0) lR) L�,o Oa IW. ZYA4:r /N 2X9-e/N/NCV~- �4 fF/! df, 4 a/- 7A-4- eWA17YOF&/7-T, i IW DNf.-EL/ND 1/O/l PWAI N07E f 4V OFF/OQV/T OF OwA,,F, N/P M 9G/N6 CLWCUO evrcY RGCOROGO /N TWE OFi/CB OF TNP/N(/J;!'COf/iVTY?!MR/J!4 UNOPR QEq/df NUM9E4 9 3 bb 4L��Pt/EYO?s STDTEME/VT COU�I/TY SU,?lE!/0?S ti7DTEMENT ?KO?/)E?yi CEQT/F/C.4TE rOMTTlNNQGO.!flONTTIaF?N7/i7K!O0GXO//O0MTMUF/u!OPdTPoLlNV.OOTOE.NBILOCVWLFeelYL4�i QM/RR!RO^f/gGVOPPOdSSVt/IRUeOOalPnsYTGG9NYNdyTO/TPMNO/TON /GOLVCTLGO[RY TMCfUdUoNNYP/OO,F9/BOFIL?RpOOM.MCN'Oi%YY.LNRQT7lOH/QTgRNEBRIBMg/CNQWTY0A/WOio.4NiI'JNYdOGOATv!eN0Vo T7OJ T7HQE 7E�9:O /✓/NS9/IOO`N�4CWTN EE_ F9/EC?/dL A'= 9Y/L-S3,7l4A" 63SY_L4 7S -WN. /T/J/SMMT? &7'll' LOCdL O?q/NONCE. THE R7 non OFfvNFORMNCG Y/TN�LdpSURVEYING PARCEL YAPS SOUS YESYS a s s o c 1 a t e s 8 NGRCO.N dQB OF A/E CNOROCTlR 40N0 OLYUNY TNG Poi J, rwA` �-�1// /NO/COTQ404N.OdRG/N ACdC/dNq d.P! Ff/Cf 7 GN09Ll TN! ?A'L.A J44 suavlyTa4slglT?dceo. waf/dM lin ?CE/dvts C! P.O. BOX 986 OROVILLE. CAL. 95965 4 ev eco E Co—rY i'//OVBYOq enu7r a,q,,,,tr,�,,d Ph. (916) 534-9587 !!P 25-24-56 rd. 4 LEGEND_ FOUND MONUMENT AS INDICATED SET I? REBAR TAGGED L.S. 4208 OR AS INDICATED OPOINT DETERMINED ONLY (M) MEASURED N.O.R. NOTOFRECORD (C) CALCULATED P.I.P. PLUGGED IRON RPE (R) BOOK 52 MMS, PAGE 52 (R2) BOOK 53 MMS, PAGE 27 (R3) BOOK 123 MAPS, PAGE B9 (M) BOOK 1N MMS, PAGES 67 868 IRS) BOOK 154 MMS, PAGES 15& IB (116) BOOK t48 MAPS, PAGE 57 OM BOOK 148 MAPS, PAGE 75 (D) OFFICIAL RECORDS SERIAL NUMBER 80.78881 I NOTES: 1) THE PARCEL CONFIGURATION SHOWN HEREON WAS APPROVED BY THE DIRECTOR OF DEVELOPMENT SERVICES ON JANUARY I 2005 AND IS REFLECTED IN DEED RECORDED IN BUTTE COUNTY OFFICIAL RECORDS AT SERIAL NUMBER 20� OR454 11. �A FD. 314• I.P. L.S. 3M PER (R.R2JO,R4.R%R8JM �B FD. 3/4' I.P. L.S. 3728 PER MRS) FD. 1rT REBAR LS. 4085 PER (114) FD. I? REBAR LS. 4085 PER (R8) �E FD. 1/2 REBAR L.S. 4085 PER (RS) Q FD. 3/4' I.P. L.S. 3728 PER (R2,R3.R5) © FD. 12.O.I.P., N.O.R., IST SOUTH OF LME p FD. 1/2' REBAR DRIVEN THROUGH LS. CM FO. 1? REBAR L.S. 4086 PER (R3) Q FD. 1? REBAR L.S. 4089 PER OM �J ADDED L.S. 4208 TAG STA 10+63.34(M) STA 10+53.0! m m Q/_. OQ Q7 / STA. STA.7a STA 4+98.80 (M) STA 5+00.021 ng STA 2+48.93 (M STA. 2+5001 48WO-49r=E STA9a91.210.0S AT 9+3121BARFD. 117 RB BENT W/SMASHED LS. CAPTMIS MONUMENT MAS r RB LS 4 PER (R3) QO 2J� c� RESULTANT P' PARCEL °A° RSN: 2005.0035491 --2.98 ACRES fit bppS 54 N 8647106 E (R3) 70!.59' N SB'ST E (D) N 89'4972 E (M) 706.39 NORTH t CORNER BE O 1 PER IR) FD. 3/4' I.P. LS. 3728 ^ PER (R,R3.PA.R6 "'I $ei3 1 1 SEE DETAIL'A'-) W� UNE TABLE / UNE DIRECTION LENGTH Li S 03-ISW E 2MIXT Lt S071551 -E 20.17 L2 (M) N2FIPJTE 33.22 L2 N 2299417 E 33.22 LA.(M) M89'4458'E 6DA17 L4 (M) S 03.,,sw E 50.017 RESULTANT m PARCEL'D' Z RSH: 2005-0035481 PROFESSIONAL IAND SURVEYoiFS ACT 7HIs YH4 DAY.200s. x 10.09 ACRES PPR�75 STA. 3+08.89 ADDED L.S. 4208 TAG N 8644'56 E 39 o O ID (M) STA. O+OD.00(M) / O STA. 0+ .00 352.08 DA) 052.071 (its) WF 352.09 (A) 35209 (RS) 1,22 (R2,R3,R5) • � � N 864439 E (M) 105810 N 8644106 E (R.R2,R3.R5) -- ( L N56.a 6.32 FAVQRIT--- _�_1496at19E(R5)7I9.4T----- j� r / IL, 1 z _ / 20A (' EASEMENT FOR I4GRESS. I SDR (R5) 1 EGRESS, AND PUBUO URURES / 1 DETAIL°A° PPRP"ts PER M a RSH: 2005'D°�� / PrsR�L2t5 I APPIRTENANGE TG RESULTANT/,5't 1 PARCEES'A'.43'.AC /RI G I PLANNING 22o CRAND AVENUE OROVILIE. G: 918 3J-2088 0\Loud ProJ.ets 3\04079\d.9\04079WC q 06/21/2009 0L2946 PN POT 5 0 HSTA 6+58.38 N I STA Bf59.78 a £ Y SRE �owISrq `1 LS. 4208 .�{ 8/JO 2908 s� Ex6ac � VICINITY MAP SCALE: 1' . 1017 BASIS OF BEARING THE BASIS Or B Nas FOR THIS SURVEY IS THE cAuFoRNL4, cooFEWTUE SYSTEM ZONE 2, NAD 83, AS ES TARUSHED BY G.P.S.. THE DISTANCES SHOW N AS 0+0 ARE GRID DISTANCES. TO CALCULATE SURFACE MEASUREMENTS, MULTIPLY BY THE COMBINATION FACTOR OF 1.000071. SURVEYOR'S STATEMENT THIS MM CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTION IN CONFORMANCE WITH THE REOUTREMENTS OF THE PROFESSIONAL LAND SURVEYORS ACT AT THE REOUEST OF ROBERT BIRIOLOLZ-IN MAR.- 2005_ x EXP. 6/J02001' JOHN 0.C TOFF ON, P.L.S. 4208 RESULTANT RESULTANT PARCEL°C° PARCELS' 3 RSN: 20D5-0O3S481 RSH: 20030035481 t2.99ACRES =2.98 ACRES m , 39 o O ID (M) STA. O+OD.00(M) / O STA. 0+ .00 352.08 DA) 052.071 (its) WF 352.09 (A) 35209 (RS) 1,22 (R2,R3,R5) • � � N 864439 E (M) 105810 N 8644106 E (R.R2,R3.R5) -- ( L N56.a 6.32 FAVQRIT--- _�_1496at19E(R5)7I9.4T----- j� r / IL, 1 z _ / 20A (' EASEMENT FOR I4GRESS. I SDR (R5) 1 EGRESS, AND PUBUO URURES / 1 DETAIL°A° PPRP"ts PER M a RSH: 2005'D°�� / PrsR�L2t5 I APPIRTENANGE TG RESULTANT/,5't 1 PARCEES'A'.43'.AC /RI G I PLANNING 22o CRAND AVENUE OROVILIE. G: 918 3J-2088 0\Loud ProJ.ets 3\04079\d.9\04079WC q 06/21/2009 0L2946 PN POT 5 0 HSTA 6+58.38 N I STA Bf59.78 a £ Y SRE �owISrq `1 LS. 4208 .�{ 8/JO 2908 s� Ex6ac � VICINITY MAP SCALE: 1' . 1017 BASIS OF BEARING THE BASIS Or B Nas FOR THIS SURVEY IS THE cAuFoRNL4, cooFEWTUE SYSTEM ZONE 2, NAD 83, AS ES TARUSHED BY G.P.S.. THE DISTANCES SHOW N AS 0+0 ARE GRID DISTANCES. TO CALCULATE SURFACE MEASUREMENTS, MULTIPLY BY THE COMBINATION FACTOR OF 1.000071. SURVEYOR'S STATEMENT THIS MM CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTION IN CONFORMANCE WITH THE REOUTREMENTS OF THE PROFESSIONAL LAND SURVEYORS ACT AT THE REOUEST OF ROBERT BIRIOLOLZ-IN MAR.- 2005_ Y¢ue;s%Vr Pf �. 95 � w •e AN AI)? � 150' 2 i ❑a LOT LINE ADJUSTMENT RECORD OF SURVEY PARCELS 1, 2, 3, 8 4, BOOK 123 OF MAPS, PAGE 99, BEING A PORTION OF THE SE 1/4 OF THE NW 1/4 OF SECTION 1, T1 BN, R3E, M.D.M., LYING IN THE UNINCORPORATED AREA OF BUTTE COUNTY, CALIFORNIA. FOR ROBERT BIRKHOLZ 040]8 SHEET I OF 948 TRAPS EXP. 6/J02001' JOHN 0.C TOFF ON, P.L.S. 4208 aw COUNTY SURVEYOR'S STATEMENT THIS MM "BEE E7fAMINED IN ACCORDAN 8768 OF THE Z PROFESSIONAL IAND SURVEYoiFS ACT 7HIs YH4 DAY.200s. c PPR�75 i 146 EXP. .112. SN ANT EDELL GE 29132 DEPUTY COUN SURVEYOR STA. 1.82.19(M) RECORDER'S STATEMENT 0.1f8220( ' FILED THIS DAV OF 20D,�, AT 4: n/ A M., IN BOOK /L 41 OF MAPS, AT PAGE(S) 'YiZ . AT THE REWEST OF G.DA_ ----------- SERIAL NUMBER.? a.1S eo 3141/0 J PPRGEl1� IApp" DANDACEI BY COUNTY RECORDER OF SURE DEPUTY RECORDER 9TH OA CENTER 1/4 CORNER Y¢ue;s%Vr Pf �. 95 � w •e AN AI)? � 150' 2 i ❑a LOT LINE ADJUSTMENT RECORD OF SURVEY PARCELS 1, 2, 3, 8 4, BOOK 123 OF MAPS, PAGE 99, BEING A PORTION OF THE SE 1/4 OF THE NW 1/4 OF SECTION 1, T1 BN, R3E, M.D.M., LYING IN THE UNINCORPORATED AREA OF BUTTE COUNTY, CALIFORNIA. FOR ROBERT BIRKHOLZ 040]8 SHEET I OF Ifo t, } AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 COPY of Document Recorded 14 -Aug -2006 2006-0041617 Has not been compared with original BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Date 13 /-J'-(- State of Calif rnia County of 1.,+fC, PROPERTY OWNERS: On `Su ("1 3 k, Z o o (t, before me, Gyh� c _Ac Ory toubitc personally appeared ir- r,CAl�c�v' pemoTMally --tamwn-tv-me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/sheithey executed the same in his/aer44teir authorized capacity(ies), and that by his/herMieir signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and offi ial seal. Signatur A .cam. Seal: JAMES LAMAR KINSER yYAQ§ J COMM. #1377185 = 7 NOTARY PUBLIC - CALIFORNIA BUTTE COUNTY A.P. #�'� — y () –n%� alLgan` My Coinm. Expires Sept. 28, 2006 EXHIBIT "C" LEGAL DESCRIPTION RESULTANT PARCEL "C" LOT LINE ADJUSTMENT 05-11 ALL THAT REAL PROPERTY DESCRIBED AS A PORTION OF PARCELS 3 AND 4, ACCORDING TO THAT CERTAIN PARCELMAP FOR ANGELINA HODGSON, AS FILED FOR RECORD ON SEPTEMBER 11, 1991 IN BOOK 123, MAPS AT PAGES 99 AND 100, LYING IN THE NORTHWEST QUARTER OF SECTION 1, TOWNSHIP 18 NORTH, RANGE 3 EAST, M.D.M., BUTTE COUNTY, CALIFORNIA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: 25-34---73 COMMENCING AT THE SOUTHEAST CORNER OF SAID' PARCEL 4, SAID CORNER BEING 7 HE TRUE POINT OF BEGINNING, FOR THE HEREIN DESCRIBED PARCEL OF LAND;; THENCE S Ctr-' -W W, ALONG THE SOUTH UNE OFSAID PARCEL4, 352.04 FEET, TO A ONE-HALF INCH REBAR, TAGGED L.S. 4208; THENCE N 09°3941' E, LEAVING SAID SOUTH UNE, 406.86 FEET, TO A ONE-HALF INCH REBAR TAGGED L.S. 4208; THENCE N 86°44'58' E, 304.00 FEET, TO A POINT ON THE NORTH -SOUTH CENTERLINE OF SAID SECTION 1, ACCORDING TO SAID MAP, SAID POINT BEING MARKED BY A ONE- HALF INCH REBAR TAGGED L.S. 4208; THENCE S 02°55'11' W, ALONG SAID UNE, 398.89 FEETTO THE POINT OF BEGINNING AND CONTAINING 2.99 ACRES, MORE OR LESS. THE BASIS OF BEARING FOR THIS LEGALDESCRIPTION IS CALIFORNIA COORDINATE SYSTEM, ZONE 2, N.A.D.83, EPOC 2002.0000. DISTANCES GIVEN ARE GRID. TO CALCULATE SURFACE MEASUREMENTS, MULTIPLY BY 1.000071, END OF DESCRIPTION THE PURPOSE OF THIS LEGAL DESCRIPTION IS TO AFFECT A LOT UNE ADJUSTMENT AS APPROVED BY THE DIRECTOR OF DEVELOPMENT SERVICES ON JANUARY 12, 2005. NO ADDITIONAL LOTS OR PARCELS ARE HEREBY CREATED. THE SCOPE OF REVIEW WAS UMITEO AS SPECIFIED IN GOVERNMENT CODE SECTION 66412(4), AND APPROVAL OF IT DOES NOT CONSTITUTE ASSURANCE THAT FUTURE APPUCATIONS FOR BUILDING PERMITS OR OTHER LAND USE ENTITLEMENTS ON THE MODIFIED LOTS OR PARCELS WILL BE APPROVED BY BUTTE COUNTY. PREPARED BY: hD N D. CHRISTOFFERSON, P. �..A., ENGINEERING & SURVEYING a`� CHRIST 9� FILE<D:1MyFiles\L.EGALS104079LDC.wpd> April 29, 2005 �9 O N NO. 4208 z Exp. 06-30- Q( G�'7QG3G� �I N G ! Bcsi-sa suMn GENERAL NOTES NOTAS GENERALES Trusses are not marked In any way to Identify the frequency or location of temporary bracing. Follow the recommendations for handling, Installing and temporary bracing of trusses. Refer to BCSI 1-03 Guide to Good Practice for Handling Installing & Bracino of Metal Plate Connected Wood Trusses for more detailed Information. Truss Design Drawings may specify locations of permanent bracing on individual compression members. Refer to the BCSI-B3 Summary Sheet -Web Member Permanent Bracing/Web Reinforcement for more Information. All other permanent bracing design is the responsibility of the Building Designer. Los trusses no estbn marcados de ning6n mado que identifique la frecuencia o localizad6n de los arriostres (bracing) temporales. Use las recomendadones de manejo, instalad6n y arriostre temporal de los trusses. Vea el fQada BCSI 1-03 GLIB de Buena Pr6cica Dara el Manejp. Instalad6n y Artios[re de los Trusses ca de Madera Connectados n Ptaras de Metaloae para mayor informad6n. Los dibujos de disego de IDs trusses pueden especiflcar las Iocalizadones de los arriostres permanentes en las miembros individuales en compresl6n. Vea la hoja res6men BCSI.83 Dara los arriostres permanentes y refuerzos de IDs miembros secundados (webs) para mayor infornad6n. EI resto de ardostres permanentes son la responsabilidad del Disefiador del Edifldo. ® The consequences of Improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. EI resuttado de un manejo, instalaci6n y arriostre inadecuados, puede ser la caida de la estructura o aun peor, muertos o heddos. /� Banding and truss plates have sharp edges. Wear gloves when handling and safety glasses when !s cutting banding. Empaques y places de metal tienen bordes afilados. Use guantes y lentes protectores cuando torte IDs empaques. HANDLING - MANEJO QAllow no more No permita mas Use special care in Ublice cuidado than 3" of deflec- de 3 pulgadas de windy weather or especial en dias tion for every 10' pandeo por sada 10 near power lines ventosos o cera de of span. pies de tramo. and airports. cables electricos o de aeropuertos. to to Spreader bar for truss bundles e•max. op�po O O a a QCheck banding Revise los empaques prior to moving antes de mover IDs bundles, paquetes de trusses. © Avoid lateral bending. — Evite la Flexi6n lateral. cales de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK "'7 4 ' 'A2021-Rw .e ...c<. IA QBundles stored on the ground for one week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la tierra por una semana o mas deben ser elevados con bloques a sada 8 o 10 pies. QFor long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. 8 Para almacen-amiento por mayor tiempo, cubra los paquetes pare prevenir aumento de humedad pero permita ventilaci6n. GDo not store No almacene unbeced bundles verticalmente los upright. trusses sueltos. Do not store on No atmacene en uneven ground. tiera desigual. -GUIDE FOR HANDLING, INSTrALLING AND BRACING OF METAL PLANE CONNECTED WOOD TRUSSES HAND ERECTION — LEVANTAMIENTO A MANO I'7f Trusses 20' or ;%`; ; - -,- f7( Trusses 30' or - : LI less, support IJ less, support at t . . at peak. r quarter points, f Levante Levante de del pito los- los cuartos trusses de 20 de tramo los pies o ml trusses de 30 E Trusses up to 20' ♦ pies o menos.Trusses up to 30' Trusses haste 20 pies --lirusses haste 30 pies HOISTING — LEVANTAMIENTO QHold each truss in position with the erection equipment until temporary bracing is installed and truss Is fastened to the bearing points. Sostenga coda truss en posid6n con la gr6a haste que el arriostre temporal esti instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. No levante del pito los trusses de mas de 30 pies. Greater than 30' Mds de 30 DIES HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS Tagline Toe-in, Spreader bar 1/2 toTagline 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spre above ormid-height 60' or less ®Refer to BaI-86 5ummary Sheet - '_1_ �1� - . Gable End Frame Approx. 1/2 —� V9resumen truss length del truss 6 -Aminal del truss terminal TRUSSES UP TO 30' de un techo a dos TRUSSES HASTA 30 PIES aquas. of Set first five tr LJ process on gro Instate los tint T�- diagonales. Re ��11nD1 ` OI I � haste qua Coco n�Ovl-`e� 2) BOTTOM CHORD — CUERDA INFERIOR e6 oder bar /\ Attach stiffbadt / \ 1m x. max. BRACING FOR THREE PLANES OF ROOF ' EL ARRIOSTRE EN TRES PLANOS DE TECHO This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este mdtodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Lan ituddeTramo Es aciamiento del Arriostre Tem oral de la Cuerda Su erior Up to 30' 10'o.c. max. Haste 30 ies 10 ies maximo 30' to 45' B'o.c. max. 30 a 45 ies 8 ies m6ximo 45' to 60' 6'o.c. max. 45 a 60 ies, 6 les m6ximo 60' to 80'* 4'o.c. max. El 60 a 80 ies* 4 les maximo •Consult a Professional Engineer for trusses longer than 60'.'Consulte a un ingeniero para trusses de mas de 60 pies.See BCSI-B2 for TCTLB options. Vea el BC51-B2 para las opclonesde TCTLB. f- Spreader bar 2/3 to Tagline 3/4 truss length TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE ®Refer to BCSI-62 Summary Sheet -Truss Installs- v tion and Temooery BednD for more information. Vea el restimen B(SI-Bra - Instaladbn de Trusses y Artiostre Temporal para mayor infortnad6n. 4 i Do not walk on unbeced trusses. No Amine en trusses sueltos. 0 Locate ground braces for first truss directly In line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tiara para el primer truss directamen[e en linea con sada una de las files de arriostres laterales tempoetes de la cuerda superior. Bete first truss well �— before erect, /4<i i on of additional trusses. Top Chord Temporary Lateral Bracing (TCTLB) nin. Diagonal braces �C every 10 truss Lateral braces 2x4x12' length laS�A over two trusses. 10'-15' max. Repeat diagonal braces. Repltalosrriostres dlagonales. usses with spacer pieces, then add diagonals. Repeat ups of four trusses until all trusses are set. o pdmeros trusses con espadadores, luego los arriostres pita Este procedimiento en grupos de cuatro trusses s los trusses estdn instalados. .. a spaces (20' max.) Some chord and web members not shown for clarity.Web mefritters �is yr, Diagonal bates every 30 truss 10m'-15' max. spaces (20' max.) sae spacing as bottom chord Some chord and web members not shown for clarity. lateral 46 te Block 6" Clay Tile bating ' DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! . over two trusses. INSTALLING - INSTALACION 1-7f Tolerances for Out -of -Plane. —Toterancias para Fuera-de-Plano. LJ Max. Truss fir•— Length —►l Max. Bow Max. cove I Bow Length I �--- ........................- 3/4° 12.5' J Mex. Bow � Length Lengtn -► L 7/8° 14.6' Tolerances for D/50 D (h.) 1° 16.7' Out -of -Plumb. ? � 1/4° 1' 1-1/8' 18.8' Toterancias para 1/2° 2' 1-1/4' 20.8' Fuera-de-Plomada. o � Plumb 3/4° 3' /bob 1° 4, f 1-1/4° 5' D/SO max - 1-1/2" 6' 2" ?8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION ©Do not proceed with construction until all bracing is securely Maximum Stack Height and properly No proceda con la construttd6n haste que Cocos los arriostres estkn coloodos en forma apropiada y Segura. Do not exceed maximum stack heights. Refer to @CiI @4 5ummary Sheet -Construction Loading for more informati te Block 6" Clay Tile 34 tiles nigh in place. for Materials on Trusses on. No exceda las m3ximas altues recomendadas. Vea el resGmen BCSI-84 Cargo de Construcci6n para mayor informaci6n. Material Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concre Do not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuates. QPlace loads over as many trusses as possible. Coloque las cargos sobre lentos trusses tomo sea posible. QPosition loads over load Clearing walls. . y Coloque las cargos sobre las parades soportantes. ALTERATIONS — ALTERACIONES Refer to BCSI-85 Summary Sheet -Truss Damaue, ]obsite Modifications and Installation Errors. ® Vea el resiimen BCSI-B5 Da"nos de trusses. Modificadones an la Obe y Furores de Inslalad6n. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Dewing. No carte, al[ere o perfore ningtin miembro esWctuel de los trusses, a menos que esti especificamente permitido en el dibujo del diseno del truss. Trusses that have been overloaded during construction or altered without the Truss Manufacturer's ® prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que Se hen sobrerargado duente la canswcci6n o hen sido alteedos sin una autorizaci6n previa del Fabdpnte de Trusses, pueden reduce o eliminar la gaenti te Block 6" Clay Tile 34 tiles nigh a del Fabricante de Trusses. NOTE: The buss Manufacturer and Truss Designer must rely on the fact that the Contractor and crane operator (If applicable) are ca- pable to undertake the work they have agreed to do on a particular protect The Contractor shouts seek any required assistance regarding construction practices from a competent party. The methods and procedures outlined are Intended to encore Na[ the overall construction techniques employed will put Orae and roof trusses Into pWce SAFELY. These reoommendatlons for handling, Installing and bracing wood trusses are based upon the collective experience of leading mdmkal personnel In the wood truss Industry, but must, due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer or EredloNlnsmllatlon Contmcmr. It Is rot Intended that Nese recommendations; be Interpreted as superior to any design spetl0cetlon (provided by either an Architect, Engineer, the Building Designer, the Erection/Installation Contractor or otherwise) for handling, Installing and bracing wood busses and It doe not preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined W the truss ErtttioNlnstalWtbn Contractor. Thus, the wood Truss Council of America and the 7Nss Place Institute expressN disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and Information contained herein. WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane •Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandlra, VA 22314 606/2744649 • www.woodWss.mm 703/663-1010 • www.tpinst.org iADVE fiE N J B1WARN11x1720050501 a BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDA$ PARALELAS 3x2 Y 4x2 ®Refer t0 BCSi-87 Maximum lateral brace spacing Summary Sheet 10' o.c. for 3x2 chords - Temporary and 15' o.c. for 4x2 chords Diagonal braces Permanent cecina gyp' or 15 every 15 truss for Parallel Chord spaces (30' max.) 1pJ� for more information. Vea el restimen BCSI-87 - Arriostre � I ' YQIDI>oral v ' cermanente de The end diagonal - trusses de aerdas brace for cantilevered � pi>Cdl2lafi para mayor trusses must be placed Lateral braces informad6n. on vertical webs in line 2x4x12' length lapped with the support DE LA GUTA DE BUENA PRACTfICA PARA EL MANE)O, INSTALACION Y ARRIOSTRE DE LOS TRUSSES DE MADERA CONECTADOS CON PLACAS DE METAL Q Pick up vertical Levante de la cuerda bundles at the superior los grupos top chord. verti Z --:6483SPUej MLd up IVAONMY MildMNo I r cnine- MEN Ndd ORRMMw, Wllf-" 0 J dVcprw %zm lgxl� Hmw ;wr,# 3dr4v sizo, chrov,49 i-tw no calzvwi -i, ova '"K4 -UM .4 ts _LC71J a'W-i -A: Im I 14ib V14V a00M NN ORO 4"AIUMOH A% MOI�VlT MOO MM"fd. LIVM "A AMU ITMVIG ms"q m mv &Lvnbaav xzaaA -Z*), =VA AOUR3 MHULtA m VHWV AMS AAllMA B&O HnWA-H ima 93A 9M Law o/n AAmaA ds am SiaM = IMA AHRA 1 ON MA lWiSX1 Kollyl-Ism nvA - 9 100-u O.M.1� 'M AXLIDHO LNV'd3DTVM TWAI Til 0=zu ima IVA—� S muv3uamwr0q05A0Mj su MUV71 MH ORRMMw, Wllf-" 0 J dVcprw %zm lgxl� Hmw ;wr,# 3dr4v sizo, chrov,49 i-tw no calzvwi -i, ova '"K4 -UM .4 ts _LC71J a'W-i -A: Im I 14ib V14V -,L. ):)afojd s!ql o) Xjddv u0,jwps!lnf 341 Aq p2puawe se S ' Pj8Puujs 0!-Oj!iuj sooz PUB, mz) 1383 100Z 341 N 01 lj ... ....... .. mwzw-=� PLANNING DIV, PLANNING DIVISION - BUILDING PLAN Ar-DROVAL to - otq-- 5,ro --mjv e. Use: Use: ------ Date: "wi r 1 9 FParking: ----------- Landscaping: -a jil Other. Other. ,�Vd !!7 J -V4 Ir Sig t ur �Yiglnfaturre: !74 ORRMMw, Wllf-" 0 J dVcprw %zm lgxl� Hmw ;wr,# 3dr4v sizo, chrov,49 i-tw no calzvwi -i, ova '"K4 -UM .4 ts _LC71J a'W-i -A: Im I 14ib V14V -A: Im I 14ib V14V t- . gi� ij, 11, "'0 , , , , .- U-5 rith la N; 4�4 16 J� 45 MC C. 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LHP E R - OO M 9 JD ft $3 TO p RARS • ' AU Er #0 ro.QI BARSp p ---- SSE ASS aPREAO I •L •r• FoorIN1, S f0� .GFMT umm N011It / I f r I •. .. - - t i E � ` 1 I ^' 1I _ �_ —_ 1 !TG NERAL. f•' -'�I - + •. - f0. IRIL lM SR1CS.. LAP w NOW 1 LAP a NOM _. _ •.- r_ .. S[E TML I ^' 1I _ �_ —_ 1 !TG NERAL. f•' -'�I - + •. - f0. IRIL lM SR1CS.. LAP w NOW 1 LAP a NOM _. _ •.- r_ .. S[E TML I OTHERWISE r 6Lr•,•.-w Y - NWOONT&MaW LAI Shia- SIN(A-E MAT ROWORfING .1 '-OOTING CORNL ' RERAR Thu r: Mn;rr•.ir 10 h: RElr,r. nn ^,I•-� t - - --.- - 7777!-777:r: GN4Ir t i .s • ROOF SNEATI.ING ; .,_. TR)55c5024'O.c �.. wHrRI ocCDft5 . ewr 'U F.Uf;• . bnutNWc . _ 2x6 BLOCFJNG o 24• J.G. .. . 2E}t• 3.1 Gd BOTH[IID` E ' .... ., P. N. .� • - BRACED WAIL PANEI It Viola - - . wrr 1(• eros ' �.' - 1 h,WIrIRA: • • AI[N DRAFTING SERvrt5 { ' 1240 M*MAY 99 .' .. .. G,RIDLEY. CA 95948 - 530-846.3199 G'LIt4•, KING —._ �Pl � a .+., +. C �Y • _ • r _ .cam,..... ' D ! A' CONL xb 5M FOR GRMT ROY FAVORfM COURT °^ FM PLAN BUTT[ COUNTY. CA M COM rOI t .'acfTOM T ROY A55HOWN -_ 'k 1Y• q-7 A I k3 ts Tg� Vl� —U.0 > it 1 WO Ki. W --x MM" qv'fl�'O 41 CS 1.9 ........... q-7 A I k3 ts Tg� Vl� —U.0 > it 1 WO Ki. W --x MM" qv'fl�'O 41 VA .7"t q-7 A I k3 ts Tg� Vl� —U.0 > it 1 WO Ki. W --x MM" qv'fl�'O a 0 +qar 1. , _. k - k L I w -- - r I ~' -•�' y -- .� �. EJB �- II HIrI _ _ 't" - - � -.� • I t�; a �: � ( I ._ .—._.. � :I :�-e4".`.16 :.,. 4L T1 L—.—J r ,77 YA 56Gj1 Vent shall terminate at least two (2) feet higher than porion of the building within ten (10) feet of the vent. VT I oft I -,• Ia i I 6. ' yI e� �� - I' � I - 1$Gw6 - - '- �--- --�-- ... ' 'r'�—x+'111 uvc.a.f,•t. fL ce.../FY-" ! 4.x12 MYZWLt -.+ _.... �_ sig.° sr -v T Bcs., w, S'A S c- I:, '�• . � I f i i I - :P -I6 Dt-�':, i Frr,t�;, S�r.fF. • -.� y�cX I I j I I j j n. I I • I i {�' - _..1EtC�tl;k�t�• I i. I I I � � C. 6.M.� .C��I�K IV.O, ' . wj'�f � i! h ! I I — 2X•4 � Ib" o.;r , {Q . i CLIP r tU 1 2 21 ' 2 yW 11 4. / -:a .—l( F;tH •juin A -r'1P t-. ,JE F. gc« oJliR '� / 1 \' •� i ` 7/I��, AP/� ?.4TF�t.''�s [• W�iLE.. .Il:ji•I ji �. 6" BUTTE COUNTY ' I y�� Ir ,• r� T- ��b. E— 'L7VG cA�=1la 'a..szC. '•�?p BU W�1�/pV��]N�yI��I/w�) - - APMO�E :;IF �5 i i i 1 ti E r a