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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: 121 MEADOW LANE DR Owner: Permit N0: B08-1103 APN: 062-300-079 DECKER, HOWARD JAMES & Issued Date: 10/09/2008 By TMP Permit type: MISCELLANEOUS 405 CUMBERLAND DR Subtype: Electrical TRACY, CA 95376 Expiration Date: 10/09/2009 Description: INSTALL 7 UTILITY POLES, GFCI (209) 836-2568 Occupancy: Zoning: TMI Contractor Applicant: Square Footage: DECKER, HOWARD JAMES 1 Building Garage RemdUAddn 405 CUMBERLAND DR TRACY, CA 95376 Other Porch/Patio Total (209) 836-2568 FEE INFORMATION DBOMSC Splmntl PC 4+ Pre/Post $237.96 DBOMSC Supplemental Inspection $237.96 Total Charged: $475.92 Fees Paid: $475.92 Balance Due: $0.00 Receipt No: B7648 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 pursuant to the provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000) 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. 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 10/09/2008 the applicant to a civil penalty of not more than five hundred dollars [$500); Please check one of the following: Contractors Signature Date R11. 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 Professions 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 Contractors License Law.). Cartier. Policy Number: Exp. Date: (This section need not be completed if the permitis for one hundred dollars ($100) or less.) ❑ IAM EXEMPT under Section B. & P.C. for this reason: ❑I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California, and agree that if 1 should become subject to the workers' X 10/09/2008 compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those Owner ignature Date provisions. X 10/09/2008 I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building Signature Date construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, Butte County, its officers, agents and employees from any and all claims and liability for personal AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE injury, including death, and property damage caused by, arising out of, or in any way connected with HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. County to enter the above mentioned property for inspection purposes. I hereby certify that I am the pro rtor amAaorized to act on the property owners behalf. 10/09/2008 CONSTRUCTION LENDING AGENCY of Permittee [SIGN] Print Date I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency forme the performance of the work for which this permit is issued. (3097 civ. code) ® Owner 1:1 Contractor OR: Agent for Owner DAgent for Contractor FILE COPY Lender's Address City State Zip BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION" OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 o__``=� ' o A FEE WILL BE REQUIRED AT TIME OFAPPLICA TION C y Website: www.buttecounty.net/dds OV N§ PLEASE PRINT CLEARLY * *When filed, this application and all supporting material becomes subject to the California Public Records Act. All related to this application is subject to public inspection and will be posted on the County's website for electronic access. OWNER INFORMATION Last Name First Name AI Mailing Address Zip City C Fax StateC Zip ,26 Phon 209Z6J Fax E-mail CONTRACTOR Name Address City State Zip Phone Fax E-mail Lie. # Class APPLICANT INFORMATION ARCHITECT/ENGINEER Name City C Address Zp City Fax State Zip Phone Fax E-mail State License Number APPLICANT INFORMATION Name j-144 1 E Address vS City C State Zp Pho D Fax E-mail APPLICANT SIGNATURE X PERMIT NO. BIN # PROJECT LOCATION AP# Property Address 12 0 ,6 city dk_6 Im WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the tirhe of permit issuance. LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: L L Sf Or- 9 Z oC�e leok IV16 A4 r1f LL At<eprlf xr ,A W ov Sq FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): For office use only: Zoning Flood Zone SRA I Yes I No Occ. Type Const. IF BUTTE COUNTY Jv';, ► i 2fol08 .DEVELOPMENT SERVICES 70 Putte 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. 1. I PERSONALLY PL TO PROVIDE THE MAJOR LABOR AND MATERIALS FOR CONSTRUCTION OF THE PROPOSED PROPERTY IMPROVEMEN . ( S R NO) 2. I HAV0HAVE NOT) SIGNED AN APPLICATION FOR A BUILDING PERMIT FOR THE PROPOSED WORK. 3. I HAVE CONTRACTED WITH THE FOLLOWING PERSON (FIRM) TO PROVIDE THE PROPOSED CONSTRUCTION: NAME ADDRESS CITY PHONE CONTRACTORS LICENSE NO 4. I PLAN TO PROVIDE PORTIONS OF THE WORK, BUT I HAVE HIRED THE FOLLOWING PERSON TO COORDINATE, SUPERVISE, AND PROVIDE THE MAJOR WORK: NAME ADDRESS CITY PHONE CONTRACTORS LICENSE NO 5. I WILL PROVIDE SOME OF THE WORK BUT I HAVE CONTRACTED (HIRED) THE FOLLOWING PERSONS TO PROVIDE THE WORK INDICATED: NAME ADDRESS PHONE TYPE OF WORK Description: INSTALL 7 UTILITY POLES, GFCI RECEPTICAL Reference Number: B08-1103 Applicant Name: DECKER, HOWARD JAMES & CATHY Owner's Name: DECKER, HOWARD JAMES CATHY QAP # Signature of Property Owner: Date: �L 062-300-079 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: O Make sure your application is complete. O Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY" Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications, if the permit has not issued, but not after 180 days from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http://municiDalcodes.lexisnexis.com/codes/butteco/ "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Reference Number: B08-1103 Date: 06/12/2008 Location: 121 MEADOW LANE DR Parcel Number: 062-300-079 Owner Name: DECKER, HOWARD JAMES & CATHY Phone: (209) 836-2568 Description: INSTALL 7 UTILITY POLES, GFCI RECEPTICAL Signature of Applicant: Date: 06/12/2008 FILE f 1 1 June, 2008 In the following, I will answer some questions asked by inspection staff when my permit application was submitted. I have included a set of drawings used by P.G.& E. and based on G.O.95 Calif. requirements for line construction. 1. Depth of pole in ground. Five Feet, 4 ft 6 in required by G.O. 95 for a 25 -ft pole. 2. Clearance to ground from secondary conductors. The height above ground to the secondary conductors will be no less than sixteen feet at the lowest point. CEC Section 225.18 requires 12 feet over residential property and driveways not subject to truck traffic where the voltage is less than 300 volts to ground. 3. The size of the secondary conductors for the 50 Amp 120/240 Volt single-phase feeder will be # 4 copper, bare, and stranded. This wire size will meet the requirements of CEC Section 225.6 (a) 1 for spans over fifty feet in length. The communication conductors being # 8 solid copper will also meet this requirement. 4. The vertical separation between the secondary conductors will be four feet on all poles. This meets the CEC Section 800-10 (a) (1), (2), (3), and (4). BUMNU COUNTY JUN 12 2008 DEVELopmENlr SERVICES Y.7 9 October, 2008 In the following, I will answer some questions asked by inspection staff when my permit application was submitted. I have included a set of drawings used by P.G.& E. and based on G.O.95 Calif. requirements for line construction. 1. Depth of pole in ground. Five Feet, 4 ft 6 in required by G.O.95 for a 25 -ft pole. 2. Clearance to ground from secondary conductors. The height above ground to the secondary conductors will be no less than sixteen feet at the lowest point. CEC Section 225.18 requires 12 feet over residential property and driveways not subject to truck traffic where the voltage is less than 300 volts to ground. 3. The size of the two ungrounded secondary conductors for the 50 Amp 120/240 Volt single-phase feeder will be #1 THW copper, the neutral conductor running on the poles will be #2 bare copper, and stranded. These wire sizes will meet the requirements of CEC Section 225.6 (a) 1 for spans over fifty feet in length, CEC Section 225-4. Exception, Section 250-184 (a) Exception No. 2. The feeder drop conductors from the pole to the residence will be #4 THW copper. The communication conductors will be # 8 solid copper, also meet the requirement of CEC Section 225.5 (a) 1. 4. The vertical separation between the secondary conductors will be four feet on all poles. This meets the CEC Section 800-10 (a) (1), (2), (3), and (4). BUTTE Sincerely, COUNTY OCT 0 9 2009 DEVELOPMENT SERVICES .3 X. W N 497MV W (A4 793Y P Pi 4 PT Ageffole 4P S 4WOBW E (Rj SO -W n S 49MSW E(FQ TD:W S 49°06' E@4 90.95 OG S 49UW E (I) SOW �0000,00S*10000,1 N 4WOBW W IWW Ll 2 r.-AIJ r C I z w zit 1, L't L j rVFE LA Lor 78s� PG P7 0 o - Im P -s P8 (pjrJP-E, - .mrIC FC 6_E,WA 3k ----- u-) i9�o� -e M } Pz o ,i S49VSWER312 0 3 E 7tkW S E0430.� oo 84 EN L, .SCALE I zO N 4r2rW W M 7SM N 0 P3 0 N49WWWO4100 Pi o 9 October, 2008 In the following, I will answer some questions asked by inspection staff when my permit application was submitted. I have included a set of drawings used by P.G.& E. and based on G.O.95 Calif. requirements for line construction. 1. Depth of pole in ground. Five Feet, 4 ft 6 in required by G.O.95 for a 25 -ft pole.' 2. Clearance to ground from secondary conductors. The height above ground to the secondary conductors will be no less than sixteen feet at the lowest point. CEC Section 225.18 requires 12 feet over residential property and driveways not subject to truck traffic where the voltage is less than 300 volts to ground. 3. The size of the two ungrounded secondary conductors for the 50 Amp 120/240 Volt single-phase feeder will be #1 THW copper, the neutral conductor running on the poles will be #2 bare copper, and stranded. These wire sizes will meet the requirements of CEC Section 225.6 (a) 1 for spans over fifty feet in length, CEC Section 225-4. Exception, Section 250-184 (a) Exception No. 2. The feeder drop conductors from the pole to the residence will be #4 THW copper. The communication conductors will be # 8 solid copper, also meet the requirement of CEC Section 225.5 (a) 1. 4. The vertical separation between the secondary conductors will be four feet on all poles. This meets the CEC Section 800-10 (a) (1), (2), (3), and (4). Sincerely, BUTTE COUNTY OCT 9 9 2008 BUILDIV 140!NT ZAP 4 0400 0 V-0 (77 26 0 N WMV W 79.M s P-3 PT + S 49WW E SOW 8 49WW E 04 30.95 @ pf 8 49WW E tRj 7MW S49WWEMOM 1449VMWMIMW N4rOgWWgQlO= BASIS OF BEANIM 9 I—lolo F3 k$E d- Hs Pots L f96 to ?OUT - 2 w $A /1 A 9 w Lt LfNF- Lit 1-a r PG o t SCALE I : zD U N P3 P -s o 0 0 P8 (Fjrj2E) .A WR _. ���PTrC } T S ANMR07 E fia 9MM - --- - -- — -- N 4sOso W M IOD 9 z t Joint Pole Top Joint Anchor Tag Dating Nail —Mfr's. Pole Brand inspectionNail will be located below I near Brand Mfr'& Pole Brand � c t G ~ C O C m m o - - C C t0 •_ m m m O O O t w � w O N Curb gl n 0 0 0 0 r ,'moi ` .., ♦T� , 1 M M 1 1 O O 1 1 . 1 1 O I 1 - 1 1 1 1 I 1 1 1 Wood Pole, Eng. Std. Spec. No. 57 FIG. 32 WOOD POLE IDENTIFICATION 87 21/2' POLE 'DATING NAIL' (Code 19-7146) ,L 1�=>, POLE 'INSPECTION NAIL' (Code 19-71681 ALL POLES: Place a 'DATING NAIL' (showing the year in which Pole is setl on the curb or roadway side of each pole (Code 19-71461 When resettirg used poles leave original dating nail in pole and also install current dating nail. JOINT POLES: Attach a 'JOINT POLE' tag, and if required, a 'JOINT ANCHOR' tag on the curb or roadway side at each joint pole. Joint pole and joint anchor tags are furnished (without nails) by the JOINT POLE ASSOCIATION to member cwvanies. Attach these tags with II/4' X .113' diameter oluminue nails. (Code 19-7054). Do noT use brass, copper or coDPerreld nails. 1200,2101022166.E99 04-07-69 RES SUN.N. GRAF DSGN A.V. PODOINITS DWN R.E. SUMERA CHKO 4.V. PODOINITS OK DATE SCALE 6 :7-89 — IDENTIFICATION OF WOOD POLES on • ENGINEERING STANDARD SUPERSEDES MARK I NG, S I GN I NG i GUARDING, NUMBERING SUPERSEDED BY AND IDENTIFICATION OF LINE STRUCTURES SHEET MO. 17 OF 17 SHEETS ELECTRIC OPERATIONS DRAPING NUMBER _ EV PACIFIC GAS AND ELECTRIC COMPANY 022 168 SAN FRANCISCO, CALIFORNIA M _ IMI CROF I LM --- ISI rq.!° L 1 111:,(L° GENERAL NOTES TMs drawing provides data fon: t' (o) Detemrning the rrrnimum class pole that will meet strength requirements fornew installation. `< (bJ Determining whether an exis&q pole hos adequate strength foroddifiona/ conductor or equipment loads. When heavy cornd�ctara equipment foods require that maximum strength ofexisting poles be utilized to avoid reWoc&*nt, it maybe necessory to measure circumference at Iowa, fhru bout ond/orground line. (See Note,?, Sheet land Notes Ead F, Sheet 5) �% Minimum top circumference rH�rEmenls of 60.95 for altco dVOIS except CM&O W Co'►.structiort m the l�Ovy LG�dirrg pslrict moy be met by using either Class 5 poles or Class 6 poles with Class 5 tops Class 6 poles am Lis a75flyand wit/prDVKle adevu�' shl°rtgth fU' ;rronY conductor a7d equipment /Cods for Grade !J'ConshructO7 in Urbon Sart Satin Conslructrn (See Exanf7f° oo Sheet 2)ad tar 6mdes� and t ;> CCS 0wlan in Light Loading Rural Districts. Goss 6p0le5 with C/ass5 tops are being pwrwa3ed eo 35tt,40N.,ord 45f &Vft and shw/d . be used where 4aphcrnb/e leaver pods will be requ6red u*ffe unusually long noon heavy conductor loads orteay equipment are irn�o/ved :POLE C'RENu rH t es inaadilian to meetinggroartd 1 All poles sholl meet mnimun strmgth re%hement at Me ground tineas shown on Sheet 2. Equips Pa' , line strength requirement, must also meet strength requirement of the lower thru-bdf or heel arm as slaws on Sheets 4ad5 '3. The Allowable Bending Axvnenfsin Table2, Shee13, are average va(Lm&atl$ecies ofpo/es. 77je/gcves shown ore net vatues, hound been Corrected for wmdp assure on Mepole itself. A/lowa* Bending Manenfs are based on poles ofminimum dimensions for each class, and mal' be 11 increased slight/y fat poles that have /age, Man minimum ground lnv diameters. 4. The Allowable Ovartwrvng Moments m Toble 4, SV&3, MWy to alJc/asses and lengths ofpo/es, as me res/stanre to 0*yt rming spirnarily 0 luncticn a/ depth of sethtq and typeofsoil, These values ore also net, having been corrected far Me Wind Load on Mepae. /nasnwah as the sal res�sfonce is exbeme/y vwiot* thesefigums s&wldral be token os defuvte fixed units, but ratheir as o guide, to bemodifi�d a5experiEYKL° and asludgement regarding me closs ofsovl ina3'mte. Post experience indicates Mat the values given in the table are conservative forordinoy firm soils 5. The Average$Can 'S'usedinMe farmu/o may betaken as the average spar ofinesection afline involved, except wfW'e flyspm *W&d by the pole 01? the sum of the adjacent 4wns)rsmare than I P3times the average spun oraossmgs where Grade "A or B cansfiuEAan is required. /a mese cases, use theoctual length ofspon supported by the pale cowered. .6. Poles and stubs wAwled by down guys sta/I meet minimum s/rerq/h rewif8trovs OS shoawn an Sheets 6 and 8: Poles and slobs supported by sndewo/k 9v7s stall meet menimum slrength requirements listed on Sheet 9. btim�, nArn ru nuaTF STRFNGTM R£OUIREMENTS_: 7. Tables 2, f2 and f3 list allowable bending moment or loading QOr uutio/ lnstat/ali0ns. Fav subsequent changes u► con0 in 1&rs the ullimote loading of poles in Grade A a Grade B construction may be increased by 50 percent above me values shown in Ihese tables provided /he ground /We crrcorn1&.Vre has not bew reduced by decoy. For Grade C construction, the ultimate loading should not be Increased over the ,nitro/ athwoble /ooding shown in the tables e, ober Ihot a minimum. safety fetor of 2 be maintained. 44-t f5kV. L/NES a use Drawing 032550. for Transverse Looding L imitations and Pole Setffng Requirements. ✓O/NT OWNERSH/P OF NEW POLE 9. Refer to the Joint Pole Manual, Pori 4, PdrOMPh B, under Division of Ownership; for detetrnninmq the wind loading of/ocolions for eoch uiiiity and the required class for o new joint pole. REFERENCES - Single Tronsfomer Installotions,Po/e Batted______-Dw9- 015229 Three aase Transformer instollaliom Pole Balled-___-Dwq 015240 Three phase Transformer instollotions, hhnger Arm_ _ - _Dwo, 0/ 5230 ASA, Standard Wood Poles Dimensia-W DOJO _ _ _ —Owg 022156 Single and Three Phase Tionsfarmer Installation - Alley Arm Construction } Owg 015143 in;n� Pnl� Ainnum-mwthern Calif. Joint Pole Assoc. --• - - - - -- � OMEYRII'g a GENERAL NOTES 1 7 3a Added Sheet f . Changed Sheet mos. 9 - - Add t 9 6 %13 Added Sheet 9 ,ltiti a --2f.761 Added Note S. 4F .rwia ora ora aso�eo, sup e8 br •PPM OK O►R- ,o„ APPROVE ar SZ ENeIYtEplN SfAf10WD STRENGTH REQUIREMENTS. sine g m or SIM Ne. I 10 SDEEttC.»�o. a &FOR WOOD POLES DWARTMENT OF 001"DAPACIFIC CAS AND EL EC7RICICOMPANY' O 15 2 a A K T- 9-46 None SM FRUSCIM CAL ' (OiWYIKQ 35 MIM NEG i. -: d T ...._... PDLES NOT SUPPOR7/N6 EQUIPMENT.- A• l o70 4oute tnebend/' oroverfurn, " s ng ag �menl "M"due to wi»d fgoding hem the k&muJo, M=NxHxSxP, whEre: N=Nwhberote»nobetora. H=NeigMofcanduclarobave gnamd 3=Average spore /englh (Seg hbh? 5, Sheet l). P=Wind bod perlinea/ fop( of wire(Tob/e 1,57�eef 3,1 B. Where conduclors ofd/ffe+ent size and/or of different neigh! ore involved, avn Je the size, adoa�i theresu/Js tagelher to ahh�in the 1olo/moment. mam f seParote/y foreoch cond ctor level and, C FM7? &'e2,,c-h.3,de1em a #C Cass of polehovaq adequate S11' gay of aye ground /i/se le wilttsland dlts moment EOUIPMENT POLES (Pole Bolted or Ann Mounted! Q To 17/10w for wind loading On /he equipment wd beldiry due /o eaeA/r/c W& fu d the occ rding to Able .Asha// be increased as follows: g equipme»f� Jhedavdi»g mramenJ calculated Equipment m'Il%irrd Aosi/an - lntrecse cbkxiloled beading man&# due /o wind on wires by wind lard of 8/bs. per sq. A x /oto/ projected area o/ erpment (in sq. ft) x distance /rom grouna /oJap of equipment (in ft. Equipment in Buck posilion - /n"eose sum of colculoled bending moment due /o wind W wires uod lauding mamelV due t0 wind ai p'o/ecied area of equipment by moment of equipment itself from Curve 4..,, y, ,;, I ;/;, , ; - For three Poe balled 11VAVivmeis m SWV'e poles, Growing 015240, ossaane each polesupports pre ayimr of /fkt wvd,(aad on /he wiles SO/L COND/T/ONS: E U /he poles are to be set in rock, use lee setting depths ham /he /asla*md We.jgQ These styling deptes shaold be adequate la derdop /he tut/ strength of the pole. (When proles are set in rock, o slid cd/ar of rock should be left around the pole of /he surface Of the gnrnndl. F. `/f tree pales are to be set m tine sax; use Me seftfaq dWf/n ham aye 1:'1 a Mot ftb454W less tae camaaled 1WmW1 exceeds dao allowable moment for out dig 71h os om07 ave,15A-i kr►+h+0 me anme tae se/dng depth suff/apndy so lhal /he o/%wob/e moment exceed computed moment: Poles are to be setinsoft gnzwad, sha, spm and/or increased sdfrrg depths bf Wal be used to ovoid omwtwmnq afie /p wad /oodmg. Under such conditions. unalu/y short spans of deep settings may often be avoided by rocking-in or keying of poles (Dwq. 0230581 or by use of mud sills (Dwg. 030109). H. EXAMPLE:-G%VBW LV& Laad/rg D1S1fW, Groap A'Consfivcfiar, Firm Sav/, 45f1. po/e,AK"q-+ Span 1501, Ptmary C01021cfas-2-No.4 Bare A.C.SR. N=2 H-39ft. S• 150fI. P= 0.167 (lbs pq�/// pa/ 1. nom Tob/e!, Sheet 3) pb ret.dPnmoryCadilchvs-Mp-2x39x150x0.167-1960lb. fl. Seraxtiry Canduchxs-3-Yo Bare A/fA/uminum N=3 H=31 ft S=150(1- p-0 (lbs paw/ineb/ f1, ham Tobe /, Sl�e> 3J Moment af-5er=bFy Conductors= Ms = 3x3/x150x 0.246= 3,430 /b. ff Te/ephane Codurlas—/.OirCh0ia Cob/e(5116 `A(W) N=1 H-23f1. S-150ft. P=0.876 (lbs perlineal fl. from Table 1, Sheet 3) Mamcwnl of Te/ep4aae Cattcl&s =M1:1x23x15OxO876 = 3,020/b./1. TaalMane# of CvMvd[i1e -* tMs tM1,1,960 t3,430t 3,020 =8, 410 /bft. (f) AlLE/✓OT SrJPRp4T/ , M /PMENT : From )h* 2, Sheet 3,& ode QCorestruc>ion 45ft 0 mamenf) lsmdncol. Use C&s 6 pole wi>A C 5 (/9"J top h7 meet Note /b1,3/ 13. P� a C/oxs 6' 19,800/b. h o//aroNe; From Towle 3, Sheht 3, the narmo/ sellirn� depth in firm sot/ hra 45A pole is 6N- From Tole 4, Sheet 3,.thea//ow overfuming nownt witno Eft sethrq deoM is[�%(W 1h N. This is oniole to develop the oibwnwe banding nDment in thexye. (2) TRA/V,SMWER Pa-r. 8Za/ormw1;7 Ab7ll l'Wili0n—(1-50KVA Transformer) Ca/cu/0%d Moment due /o wind on wires = 8,4J0/b. A. Total projected area-lOOsq, A,' Heigh/ above ground =3311 Total Atirmt-8,410t(8,10x33)=//,050/b./i IL From TO&e 2, Sheet 3, G/ode 4 ""Conshuc/ion; 45/I. pole, o Class 5 pole (13,200 I&A allbimb'e moment) is repaired. From Table 3,51W 3, selling dep1h=611. Transformer in Buck " post/ion — (1- 50KVA Trans/ormer) {*igh/ =10001bs. (From Curve A, Sheet 4, Moment =1300 /b. ft.) Toto/ Moment=11,050 t /300-12, 350/b. fi. m From Tab/e 2, Sheet 3, Geode 4"Cons /ruction, 45 fl. pole, o From Tobe 3, Sheet J. seI/in9 depth = 6f/. C/oss5 pro%(13rZ00/b./I. allowable mamenl)is required. T/0N: Equipment 02Y?s selected by/he method shown an/his Orowing mllmeel Ihpminimum slreng/h requirements a11feground /ane OW will usually mert 1hestrength regiaremenls of /he bw /hru-bolt Strength rept irements et the /owes•• (Mtrbol orat 'le eel am ofequipment poles must a/woys be 6ii6046d separote/y as Shaw on Sheets 4and 5o this Drowirng Ut LMe AT GROUND Ll NE 2 l2 G+mgedTinb,Tivns/eiedltbtsa/oSAxn/4 /1•/1•F4 RewsedAbtesOand N/�l 5 / c'9 B9 Revised aJ/owable moment in Notes m(/) j o 3 II-/6-59 Revised Example- Pordaroph N. as o�w ooa�now wa a .wwo on era w'*Rovr+o Gy+3roc- my S. P EM"MNe STAN0~° 013238 miLA. L a mL STRENGTH REQUIREMENTS, rwT. A. B. FOR WOOD- POLES SIEET No. 2 sere DAa xus PACIFIC GAS AND ELECTRIC COMPANY 0-15 2 O 7 :S 7-9-46 N o n e SM�r.X,� TABLE 2. ALLO30BLE BENDING MOMENT /N POLE • ' ALLOWABLE MOMENT -Lb. -Fl. Feel I Class 1 I Class 2 1 Class 3 1 Class 4 1 Class 5 1 TABLE /. WINO LOAD A1/ WIRES CONaIVOR WIND LOAD:! POLE SETT/NG DEPTI�S Lbs off Lineal Foot Type Size L ' Heavy 40000 AWGpr� Loadinq I Loodk 29000 6 .108 0.581 3 4 ,155 .616 54700 2 .195 .646 BA)- //0 .245 .684 COPPER 210 .276 .707 75600 3/0 .309 ,732 29804 410 .351 ,764 1.43 50000 .383 ,787 104400 6 0193 .645 40 00 4 .229 .672 r.708 WFArHc 2 • ,277 �WXF ? .364 773 COPPER 210 .373 .780 4/0 3/0 427 1 .820 410 ,457 .843 1 80400 25000 .493 .870 4xYVIM1AVlCATA7/KS 4 0.167 10 625 75 131800 /05900 A. C. S. R 0 .335 ,751 410 .375 .782 //0 2246 - BARE 3/0 .309 - ALL, 4/0 _ ALIIII[II1336400 / .39 •.444 795500 .483 6 9 O .987 PROOF 2 :157 - TABLE 2. ALLO30BLE BENDING MOMENT /N POLE • ' ALLOWABLE MOMENT -Lb. -Fl. Feel I Class 1 I Class 2 1 Class 3 1 Class 4 1 Class 5 1 CABLES Loading Loading I/O 4;0 327 ;43/ 0,844 POLE SETT/NG DEPTI�S ® 45 75�V0 v 9 49600 40000 30300vv 23201 ALS/NUA1 29000 l.0'D Carb1e(4rsA J 0.876 1.16. i jo 5;2 3 50 85300 6 ,QOO 54700 44500 33900 26304 ex Arnad 3r2 C%2 1. J.. 5"D. Cable (7�i5Msg, J r. 96 1.97 50 55 93000 75600 60500 49500 j8/00 29804 Cable 4/0 1.23 1.43 5 60 104400 82600 5r/2 52 OD 40 00 3170 uod/ulo/ex 1/0 1._. 7. I • 65 113200 900 4 __CL6jQC 7 7900 45100 4awl 4/0 1.63 1.73 70 /22100 97660 1 80400 6f 000 47x00 - 4xYVIM1AVlCATA7/KS GLight O/lerny 75 131800 /05900 83500 67000 - - CABLES Loading Loading TABLE 3. MIN/MUM Allavad/e Moment B"Steel (0.109 OJ 0.073 0555 POLE SETT/NG DEPTI�S 412 Length of Setting Depfh(Feet) 05"0.Cable(4'ftgx)0.500 0.875 5Y2 In 5011 /n Rock 0.7571. CaWeVJ-141sgr0.667 1.00 P01e#zW) 29000 l.0'D Carb1e(4rsA J 0.876 1.16. i jo 5;2 3 B -; c D. Ca (-V*%►fW..) 1.21 1.41 ss 5 3 f1 SHEET NO. 3 SHEETS i. '9"D. Cable(4irAftr.) 1.52 t.64 ' 40 3r2 C%2 , 3r2 4 scA« None 5"D. Cable (7�i5Msg, J r. 96 1.97 50 2.8D. Coble 0ArMfar 14 2,J79 55-607 4%2 e Values in Tob/eirrttde w►ndlood ovr nre55eirge% 65 -70 7%2 5 75 8 5r/2 TABLE 4.4LLGWABLE OVERTURN/NG Avmw (ram Soi/) ' Setting Depth Allavad/e Moment Feet Lb -FI. 412 7200 urban 19' ~ 5Y2 1 000 urban 23" 2 29000 7 39000 7� 54000 B 72000 NOTES: (o) The tables above are for use in determining /he required doss o1pole andpole setting depth /o xilhsJmd Me /rontsverse (wind) loads specified by G 0-95 without the use of side guys. sr (b) Re949d/ess' of Bendrrq Anneal, aflpWes sho// f meet minimum top clrumference requirements K kr aplrxapriate Loading a5frict and Grade of - CwstruClion os shown in Table 5. - Table 6 is Ar use in reloling minimum /yo orcumJerences shown m Table 5 to ASA pale class. r OCbss 6poles in lengths of 35ft,40ftond 45N, s,::. ore purCY&Md wdh puss 5 (19 Mry lops and y should be used 47 inept #V requirements of A aiderlined figures are usedin Examp/e- ' ` Table 5 when opplicn hho (Nal H Sh t 21 &ECMMXrO CAC FOR VXW PCCES 1`45ASONDARD) rABLE 5.M/N. REO xw POLE TOP GRC - (r. a 951 Laa&NG cisrmcr G?AX CFCW'SrRLCr/ON A Band' LigAr Rural . l6' 0� U�6 OY MR CfO110q urban 19' ~ Hilral 22• /9' 21' urban s,::. ore purCY&Md wdh puss 5 (19 Mry lops and y should be used 47 inept #V requirements of A aiderlined figures are usedin Examp/e- ' ` Table 5 when opplicn hho (Nal H Sh t 21 &ECMMXrO CAC FOR VXW PCCES 1`45ASONDARD) Pae Coss W rM circ 7 15- OILI M7[ OO�IO/ 0� U�6 OY MR CfO110q 5 /9 4 21' 3 23" 2 25" / 27' ECIYE UM No.4 c) Vo/ues in Tobe 2 /troy be inowsed kr subseque�rt • ,r `•� • charges in construction. See Able 7 on Sheet 1. MISCELLANEOUS TABLES 6-1-m91�+ &n."fftiamCob(eLmdinninrave/. /•1 GF AVP ,�„ B t12aa91 ev.Be�d/r xanentof 84Sxbi�s67 .fl 3 o•/a 75Aaf dAenel Cgnkbrj4* 1. 7 a,-afjj Revised Tables / and 10 Kgij., OILI M7[ OO�IO/ 0� U�6 OY MR CfO110q �� �R . By S P. EigtNEEAu�e STRIENGTH REQUIREMENTS FOR WOOD- POLES DiPARTMENT OF ENG049OMO PACIFIC GAS AND ELECTRIC COMPANY SAN vllANCUSM CAL. suno G as A.B. coo.D.CK SHEET NO. 3 SHEETS 0. IL Zztd 015203 Q QATs 12-3-541 scA« None 106 sti 44Ed g FOR SHORT SPAN URBAN -TYPE CONSTRUCTION ONLY: (Sa Tension Dw . 015221, Sh. 12 & 13) Length CONDUCTOR SIZES AW Minimum of Li ht Loadinq Crossarm Bare for Deadend rassarm Construction opper .R. Aluminum 6 to 2 4 to 1/0 1 0 to 4;39 Single Light 0 266.-8t o 7.5 Double Li ht6 to 2 4 to 1/0 1/0 & 3/Ingle Light1/0 — 4/0 to 3.5 Sin le Heav O 8' - 0" ,�„ — ➢ouble Light oil -2/0-: 2/0 to 250 — 8' - 0" 6 2 4 & .2 015202 Oto 30 — 4/0 & 250 — 9' - On 6 1/0 to 3/0 — 40&250 Lo' --b 6 4 4 2&, 2 — i in r_ 7/n I— 1/0 Sin le Li ht to 366.4 Sin le Heav O 97.5 Double Li ht 15.5 Double Heav Sin le Li ht & 3/0 Sin le Heav O & 266.8 Double Li ht 4 & 397.5 Double Heavy '15.5 Triple Heavy Single Light 8 3/0 Sinale Heavy O He a cutout is to be. installed on a heavy deadend crossarm, drill a 7/16" hole in arm and mount cutout t with (2)- 3/8"x6"machine bolts, Code 19-2270. See framing for triple heavy crossarm on sheet 2. For notes see sheets land 2. APPROVED BY VGSy VGIYV WE�J I vv. SHEET N0. 3 OF SHEETS 6 1013,62 New Sheet. Former SC7'C7'heet 3 mode Sheef 015202 yyN HKD S D RrV DATE IE . FIJf.IN FF GINC, STAND RD SIIPERSEDES SUPY K.L_.G. STRENGTH REQUIREMENTS DSGN A.W.F DMAI A. W. F. FOR WOOD CROSSARMS CHKO N.N.G. DEPARTMENT OF ENGINEERING OXPACIFIC GAS AND ELECTRIC COMPANY AT DE SAN FRANCISCO, CALIFORNIA 5-12-55 1 .— SUPERSEDED BY SHEET N0. 3 OF SHEETS DRAWING NUMBER REV 015202 6 I MICROFILM (o NOTES is drawing covers the application of crossarms and pins to provide adequate strength for vertical. igitudinal, and transverse loading in tangent, deadend and angle construction. It is applicable only to Douglas Crossarns. the application of this drawing, use shall be made of the least costly construction specified. igitudinal and transverse strength requirements are based upon the conductor tensions specified in Dwg. 015221.', :ept as otherwise specified in this drawing, single light crossarms with flat braces and wood pins have equate strength to meet all requirements for 2, 3, and 4 wire construction. ible crossarms and double pins shall be used at all crossings in Grade "A" or Grade "B" construction where line iductors are supported on pin type insulators except, where max.tension per conductor is 700 lbs. or less, igle arms may be used in tangent construction. ]ht crossarms are specified for tangent angle and deadend construction in accordance with Tables 1,2,3,4,5,6. and 8. ivy crossarms are specified only for deadend construction in accordance with Tables 2,3, and 7. ITATIONS: (Based upon Vertical and Transverse Loading on crossarms) ale 1 specifies the maximum average span length (average of two adjacent spans) for single light crossarm istruction. Use actual span lengths where the end supports are at. the same elevation. Use virtual span lengths sed upon minimum sag curves (251-8lb., wind for Light Loading, 01-61b. wind for Heavy Loading) where supports e at different elevations. See Drawing No. 022889 for explanation of virtual spans. Double light crossarm istruction has sufficient strength to support average spans up to twice those specified in Table 1. For longer !rage spans use double light crossarm construction with angle braces. These span lengths are based upon )ssarm strengths only. Span lengths may be limited further by factors covered in other Eng. Std. Dwgs. MAXIMUM SPAN LENGTHS FOR SINGLE CROSSARM CONSTRUCTION: CONDUCTOR YPE Size AWG or kcmil SPAN LENGTH Light Loading Meavy Loading 2 WireJ3 & 4 Wire 2 Wire 3 & 4 Wire Bare 1/0 ♦ 3000+ 500•3 2500- 3/0 0 ♦ 3000* 1590 4/9 2530 1260 — — ♦ 0 — 336.4 ♦ 1580 790 397.5 1340 670 680 360 715.5 740 380 545 290 Bare 4 3000+ 3000+ 1070 570 2 3000+ 2730 890 460 ---- 1/0 ♦ 3000+ 1710 840 430 440 — — 775 410 6 300D+ 300D+ 3160 620 Bare 4 3000+ 1 1930 1060 560 2 2440 1220 910 470 ----- 1/0 1530 760 870 440 0 ♦ 1210 600 810 3/0 960 48050 0 ♦ ,760 380 696 360 250 650 320 640 340 NOTES AND STRENGTH REQUIREMENTS ' F FOR WOOD CROSSARMS I.G. DEPARTWNT OF ENGINEERING AL PACIFIC GAS AND ELECTRIC COMPANY SAN FRANCISCO, CALIFORNIA e o. UPS b p 4t O iy d IKD S VU suPERSEDEs SUPERSEDED BY SHEETNO. I OF 7 SHEETS DRAWING NUMBER REV 015202 6 A Salvable Substitute Conductor 3000 + indicates span length not limited by crossarm strength. ES: s------------ ---- ----- ----- ----- ---------Dwg. 022466 ulator Pins ------------------------------------ ---- - - Dwg. 06521 sulator Pins _ - - - _ _ -------------------------------- _ _ - - - _ Dwg. 022473 Conductor Sizes- ----- ---- ----- - - - - - - - - - _ - - - - - Dwg, 023101 Tension ------------------------------------- - - - - - - - - - - Dwg. 015221 f Lines (Virtual Span) .-------------------------------- _ _ _ _ _ Dwg. 022889 ents For Pole Line Guys___________________________________Dwg, - -- 022178 s for Tangent Construction ------------------------- _ _ - - Dwg. 015200 Reinforcement Plate ------------------------------ _ - - - Dwg. 058778 Conductor Data - - - - - - - _ _ - - _ Dwg. 028850 Tension Spans __________________Dwg. ----- ----- _ _ - - ------ - - - - -- 030621 NOTES AND STRENGTH REQUIREMENTS ' F FOR WOOD CROSSARMS I.G. DEPARTWNT OF ENGINEERING AL PACIFIC GAS AND ELECTRIC COMPANY SAN FRANCISCO, CALIFORNIA e o. UPS b p 4t O iy d IKD S VU suPERSEDEs SUPERSEDED BY SHEETNO. I OF 7 SHEETS DRAWING NUMBER REV 015202 6 DEADEND CONSTRUCTION: 9. Minimum strength crossarms for deadend construction are shown in Tables 2 and 3. 10. In the case of three wire construction as indicated by Tables 2 and 3, either the middle wire is deadended on thru bolt or the unbalanced strain is held by arm guys. 11. As indicated by Tables 2 and 3 a triple heavy arm is not always adequate to deadend the full line tension of heavy conductors. Where a triple heavy arm is inadequate, arm guys should be used, or the last span should be strung at half tension to distribute the deadend strain over two poles. ABLE 2. (Saq & Tension Own. 015221. Sh. 14 thru 50) Number Length CONDUCTOR SIZES AVG or kcmil) M Inimum of of Light Loading Intermediate & Heavy Loading Crossarm.:; ' Wires Crossarm Bare Bare for Deadend" Copper A.C.S.P,. Aluminum Copper A.C.S.R. Aluminum ConstructiaW 2 or 3 5' - 4" 8 to 4 4 Single Li hiA 2 to 1/0 2 & 1/0 3/0 to 266.8 2 to 4/0 2 & 1/0 Double Light 8 & 6 Single Li ht 4 & 2 4 & 2 3/0 2 Single Hen `•i0' 2 or 3 8' - 0" 1 1/0 4/0 1 & 1/0 2 Double Li qhfR, 1/0 to 3/0 266.8 to 715.5 2/0 to 250 1/0 & 4/0 4/0 0.397.5 & 715.5 Double Heav":a 4/0 to 250 Triple Heav`-1' 8 & 6 Sin le Li a ht.V 4 4 & 2 Single Heav 4,' 2 1/0 3/0 Double L4nhf 3 9' - 0" 1 to 2/0 4/0 to 715.5 1 to 250 2 & 1/0 4/00 & 715.5AL Double Heave 3/0 to 250 4/0 1 397.5 & 715.519 Triple Heav 8 Single Li ht's 6 & 4 4 Single Heav !V- 4 8' - 0" 2 to 1/0 2 & 1/0 3/0 to 266.8 2 to 3/0 2 P. 1/0 4/00 Double Heav :xa 2/0 & 3/0 336.4 & 397.5 4/0 & 250 397.504 715.5♦ Triple Heav`;' 8 Single Li ght%a 6 Single Heav":2' 4 9' - 0" 4 4 Double L " a h fll 2& 1 2 R 1/0 3/0 & 4/0 2 to 210 2 Double H e 1/0 & 2/0 266.8 to 397.5 3/0 to 250 1/0 4/0 O & 715.5 A Triple H eav A Sin :ii 4L2:�- 3/0 2to10 Double Hea 4 10' -6"4&2 to 1 170 4/0 F. 266.8 0& 3/0 2& 1/0 4/0 O Triple Heav'": Q Where a cutout is to be installed on a heavy deadend crossarm. drill a 7/16" hole. in arm and mount cutout bracket with (2) - 3/8" x 6"machine bolts. Code 19-2270. i 0 Intermediate Loading District only. A 300'. Ruling span only. '. §9400' or 600' Ruling span only. TRIPLE HEAVY CROSSARM zti (Frame same as for double crossarm construction except use three crossarms as shown. Install doubled up arm on side of pole opposite climping space.) �..- w DEADEND CONSTRUCTION APPROVED BY 1 " `�" LM I 9 d 8 Io H 02 Rev B e and d I Sneers. A wire Ann Rev ACSR Hv . Lda TqP1 LT yrfm RTE OWN CHKD -SW APVD ENGINEERING STANDARD STRENGTH REQUIREMENTS FOR WOOD CROSSARMS DEPARTMENT OF ENGINEERING PACIFIC GAS AND ELECTRIC COMPANY SUPERSEDES SUPV K. L. G SUPERSEDED BY p OSCN A-W.F. OWN A.W. F SHEETNO. 2 OF SNEER CHKD N.N.G. DRAWING NUMBER O' S Z 0 2 N s 8 O.IL DATE SCALE 6-6.-46 SAN FRANCISCO, CALIFORNIA `_- \I•TOf] T[�(Dvw{ qST IOW •[v 1°•11 MICROFILM 1 Q , I IGClimbing Spoe4 i 30 "x 30' 'j I I (See Note 2) , NI A�.�[.11Lu�ll 1 N H SINGLE ARM Description Un'ts Woo ins 2 -Wire C-721 3 -Wire . C-723 4- ire C-7 x DESCR/PT/ON r/ 5 +=+7,Y,. TT i n I g $voce,, 30 "x 30' d rr/ (See Note 2) 4 , I 11111_11 L U � H P IN IH DOUBLE ARM Description Units Woo ins 2 -Wire C-722 3 -Wile C-724 4- ire C-7 Number 2199 NOTES: /. Do not use 5-4"crossarm where one amore of the following conditions ex'st: (a) Spon lengths exceeding 2W teet. (b) Where steel pin. ccnstruchoo /s requirEd. 2. Attach conductors to a4side of insulafors os illustrated to maintain climbing space. 3. If the pole has no prft-iif win for crossorm attectment, use plastic gam specified g Ab. 059033• SHED %5Q1`11.Y .1g SH�o0S�R�ON aE OR SSANOARb E ,.1 AS • u•� �wu w w• .mow i. xc Rrvsra nine 'fa/ 1 hj 3 1= Added Note 3 and b ,47 wte ora eas ose�w�en Im I om woo ICU&I oar I IFFY ENWNEERNG m►NDAND . aurmeHon aL.EL nL SECONDARY CROSSARM ASSEMBLIES u RH.M. TANGENT LINE ARM ,A,.olumm e„ BEET Ni. 2 O. K DU4RTMENT Or ENGINEEMNY oAa ecus PACIFIC GAS AND.EIEEC'iRIC COMPANY 15 11, 10-2-56 SM ►RANcaroo• ex V . . 35 MM. NEG YF imbing Sloace 30"x 30" I (See Note 3/ , 1 yi ,N ,N AAsition Of guy where ieq(AW I �TL --i . S/NGLE ARM Description Wo d Pins UnU-759 2 -Wire C-75/ 3 -Wire C-753 4 -Wire C-755 �C/imbing Space '' I - I ✓ 30"X X" (See Nate 3/ / 122222/—iJJ� I //I N H w �i POSit%Gi'7 of guy/ 6 " where required �a DOUBL E ARM. Description Units Wood Pins 2 -Wire C-752 3 -Wire C-754 Ounnfit Aar Unit ITEM h DESCRIPTION DRAY/NG CODES Number Port J / 2 - - sgim� ' h15 __4" Kttod Pin — 022466 5LW'J4-6002% h�5=4- S1 / Pin 022466 5t s 14-6.002 2 4 2 4 2 2- -Brae 28 Fbl S/eei 022,60 2 - _j __,r— ---- --- -- ---- - 1 l5 -v'70 2 2 B.oc>° 32 F/ol 5tee/ _ L 2_ iB_C0 2 4 3 6 4 2 3 4 )nsu/okxiPm Trpeyossgecified - --022088' - - - - -- -- -- ..— - 4 2 4 3 6 4 _ - - -Pin &ng lofor Wood J !Mead 0- - ,C 2 3 4 Pm I/zsuoJo/ Ste_ /_J' lhre d pS sp�ifi __ T - -..Q-----..-- 0222'3 1 _ 5 / Bo✓1 Machine , "Aa. /en�Jh os reiouiied ----- — -- — 6---- / 1 Bof Aff.,oTter-Ms reyl_ d 012199 7 2 4 2 4 2 _.- 2, m, a n r� x4_ 19 2268, !0 - - woshei rfowxf 1-U.p„_YB_B9_/t5Z -- _ � A -I -t9- 27� 2 2 Washer Routs Ayr0. LZ %2"Bo/i Sire 06532 4-211-9-527.' f / - -ftft R nal 1-'8" 0 Q t I'W/&r a A-2 !g- 27_ 1 1 R NOTES: /-3' ' " I A-3 19-527 - - - - - 2 3 4 Washer 4" / i (Code 16-8155 or f8-6276/ K-/�K-,v N 1 Do not use 5=4"crossorm wlreie one or rnt al Ue /o/(owing coMitions exist: fol Lire angles greoter thou 30 degiaes. (b/ Spon lengths exceeding 200 &0 (c) Double orm construclo? with steel pens, W Double arm construction with 4- wires. 2 For use o/ these mai pin assemblies in ong/e mns/n c1b7 refer to Dog. 015202, Ste&/ 3. (Where ong/e exceeds 30 degrees ar aitudde arm steel pin conslrucli;nn is required use 8' 0 " L ire Arm Assembly.) 3. Instal/ crossorm square with one of the directions of the ong/e fine as illustroled to moinfoin c/imbing SA7 O arm construction e,stofl crossorm on opposite side of pole from climbing space. FOR 4. I/ the pale hos no /Irecu/ gam for crossorm o/Jnchmenl, licA e F4oclir go n GE[ IS LY specified on Dwg. Mo. 058033. -. - ZHIS RENCE ON 7875 REFER -TO OOft ARDNGONSTROC�ION 5'-4" LINE ARM ASSEMBLI S FOR 5 3 9-67IRemwdWl C-756. Added Note I W. S Z Z W lktm Adwdsivo arm skWpA7 oss . Redrawn 4 1-9-3-69Note 4 oid bo.4, note ora Gainosarror f �r ea �rwa CH Dca osoc�rnor� n cr unia mr F. E Y. ENGINEERING STANDARD 'W M.ws. TX SECONDARY CROSSARM ASSEMBLIES �, ,m aL RAM. ANGLE LINE ARM SHEET NO. 2 2 SHEET! O. K DEPARTMENT OF ENGINEERING RAV97M°� awno[ DATR ,WAAA PACIFIC GAS AND ELECTRIC COMPANY 01518 1 5 10-2-581 u►+ FKAMMM6 cu 35 MIM NEG SLACK SPAN DAG 03062l� i�---------moi 7 i l CtimDing I J Soivice _ jl 1i II .1+ 30's 30 lvfseeNote 1) /2Y2" o H Gu+tl+ng Sl000e I 1 3d�r 30" B 10 /See Not 11 i )CD 15"Min SINGLE ARM DESCrIPA017 thVfs 2 -Wire Cl 3- Wire C 82 4 -Wire C- 3 2 Ty a\N �NS�Rv �0 OOPRO E� DESCRIPTION Chmbv space i 30", 30" Min, DOUBLE ARM Desolplion Unds 2- Wire C-784 3 -Wire SLACK SPAN I�DWG.030621 4 -Wire C-786 9 - - / - - I Lo Screw, "x 5" 6 /9-6039, I i 1 Dimbing I 1 A I 19-5272 'I Sane A2 19-52731 NOTES: 2 �+ 307.30- ♦ 1. Where single ono assembly is rota/led on opposite side of pole, substitute o 3 "molleable iron curved wosher, Dwg. 06532, ,k�j, Al's I x I 9 '"N � 2. Where the span leng>h exceeds 200/f. in 4 -wipe construction, use 8=0"Deodend Arm Assembly. = I 3. Where the middle conductor of o 3 -wire secaldory crcuif is cenferlIne deodended on o fronsformer pole, rhe I transformer sho/I bre instolled on the deodend side of the pole. See DWg. 015231 fa opplicotion. I 4. Do not info/l braces at rear of double orm. 5. If the pole hos no pec J1 vain 4w oft:cn tier/ us, plosAc gain specifier" on powing Aro. 058033. ' * ftim I I I Chmbv space i 30", 30" Min, DOUBLE ARM Desolplion Unds 2- Wire C-784 3 -Wire C-785 4 -Wire C-786 DRAWING Nun b lz lz llq - I - Iz t 1wwocmne -le x 012199 2 2 - 2 2 - 11Moahine, "x 4X1" 19-226 8. 119-2286. 7 - - 2 - 2 8014mochlize. /2 x 5 1 B- 1 - 2 3 2 Boll Space, 4b"Dia len fh as required 012200 1 I - / / - Lo Screw, /2'x 4" 1220/ 2 19-6031: 9 - - / - - I Lo Screw, "x 5" 6 /9-6039, O 4 4 6 88 8 10 Wost>er,2!/4"S ore, "Bolt Size B-/ 9-5286' 2 2 - 2 2 - osher Round /"0. D. Sib" Bo/f ize 6532 A I 19-5272 / I - - 2 - - 2 IJsher,ROuod / B "QD., V2" Bo/f Size A2 19-52731 NOTES: <# ♦ 1. Where single ono assembly is rota/led on opposite side of pole, substitute o 3 "molleable iron curved wosher, Dwg. 06532, D-1, Code 19-5297, for Nem /0 o1 pole and substitute o 4 "squore steel wosher, Pbrf B-2, Code /9-5288, for Item /0 of crossorm. to mointoin SuN%Cient bearing strength Opole offochment. 2. Where the span leng>h exceeds 200/f. in 4 -wipe construction, use 8=0"Deodend Arm Assembly. = I 3. Where the middle conductor of o 3 -wire secaldory crcuif is cenferlIne deodended on o fronsformer pole, rhe oQ�F'0�ar transformer sho/I bre instolled on the deodend side of the pole. See DWg. 015231 fa opplicotion. 4. Do not info/l braces at rear of double orm. 5. If the pole hos no pec J1 vain 4w oft:cn tier/ us, plosAc gain specifier" on powing Aro. 058033. ' * ftim 5'-4' DE4DEND ARM ASSEMBLIES �rEow�o - 2 3-6 Revised Unit Asseml Numbers 4 1-16-78 Revised reference Doy. AW K.L. 1 /2 Revised Note 1 J24, 3 9-3- Adtied Note 5 and bor-in no* wn DATE n DL I ""M CM I "M E: iN. Amu x.niovm Q.bl++i- !vim ;!� , [nl. •, F F Y. EPM EO MG STANDARD SECONDARY CROSSARM ASSEMBLIES DEADEND CONSTRUCTION DEPARTYDiT Of ENGINEERING PACIFIC GAS AND ELECTRIC COMPANY surnumss l SUPMUDW 1w R.H.M. SHEET No. 2 2 SHEEI C 015 I 4 �"j '£.10=22-59 srw FUMICUeo. CAL V urrt A Ill rrA SLIZZO GENERAL NOTES 1. Vhere more than one guy is shuwn on the following sketches each guy illustrates a separate condition. There is no implication that any one pole would be guyed by more than any one of the guys shown, although that is a possibility. 2. A guy is in "proximity" if any portion of the guy is both within a vertical distance of less than 8 feet from the level of the supply conductors and a radial distance of less than 6. feet from the surface of a wood pole or structure. 3. A guy is "exposed" if any portion of the guy is less than 8 feet horizontally from the vertical plane of any supply conductor of more than 250 volts. 4. Any two anchor or overhead guys attached to the sane wood pole which are approximately parallel to each other, and which act in the same direction, shall be separated at the points of attachment to the pole by at least 12" if either of the guys is sectionalized. The purpose of this separation is to maintain a minimum separation of 3" between the surface of a strain insulator in one guy and the surface of the other guy. If this minimum separation of 3" is not obtained by the 12" separation at pole, other means, such as greater separation than 1211, or attachment to separate anchors shall be employed. This rule does not prohibit the contact of the two guys to the same strain plate, nor does it prohibit the attachment of guys not acting in the same direction to the same through bolt. See Fig. 4, Sheet 6 for another method of obtaining the 3" separation. Also, see Sheet 14 for combination primary and secondary guy. 5. Guys may be grounded by connection to a metallic anchor rod, a securely grounded steel pole, a ground rod, or another grounded guy. 6. Overhead guys less than 17' long with neither end grounded, shall be sectionalized by the installation of one insulator approximately midway between points of attachment, in place of two insulators between 6 and 9 feet Cn >J from each end. 7. Sectionalizing insulators in anchor guys should always be placed as high as permissible giving due consideration to the future installation of additional supply circuits. This is necessary to prevent the grounding of the rt upper end of such guys by the future installation of grounded telephone cables, etc. v 8. The requirements for grounding or sectionalizing of sidewalk and truss guys and the conditions under which they may be grounded are the same as for anchor guys. Braces for these guys which fall within cylinders of proximity, i.e. braces which are less than 8' below supply conductors of 0-35500 Volts, must not be grounded. 9. Those portions of guys which are more than 6" from the surface of wood poles or crossarns, (measured fron the point of attachment along the guy) shall clear transformer cases and hangers by not less than 4". Those portions which are less than 6" from the surface of wood poles or crossarns shall clear transformer rases and hangers by not less than 1-1/2". I 10. Overhead guys, which are approximately parallel to conductors supported on the same poles the guys are attached to, shall clear such conductors by the following radial distances: Communication conductors (Note 14) 3" 0 to 750 Volt conductors 12" 750 to 20000 Volt conductors 18" For illustrations see Figs.11 and 12, Sheet 13. 20000 to 35000 Volt conductors 30" 11. For selection of the proper sizes of guy wires, anchor rods, anchors, guy insulators, and guy grips or clamps, in order to effect compliance with G.O. 95, see Sheet 5. 12. Portions of guys "in proximity to" supply conductors of 0-35500 Volts and their attachments, must clear netal riser conduits for supply cables by 1-1/2 inches minimum. If wrap-around guys are used the 1-1/2 inch separation requires the use of 1-1/2 inch thick moulding or an equivalent thickness of wood between riser and guy wire. 13. Guys and guy attachments must clear ground wires by 1-1/2 inch nininun. 14. "Communication Conductors" includes all P.G.&E. private telephone conductors as well as all communication conductors owned by others. APPROVED BY AW Kf'- i ✓� l3 •J3,92 Ret ed. Rew'sed No ies 0, 3.8 /0 /2. A de d Shee f /6 AEV DATE M E OWN HKD ENGINEERING STANDARD REQUIREMENTS FOR POLE LINE GUYS DEPARTMENT OF ENGINEERING : PACIFIC GAS AND ELECTRIC COMPANY SAN FRANCISCO, CALIFORNIA APVD SUPERSEDESOGE SUPERSEDED BY SHEET NO. I DRAWING NUMBI 022 1 SUPV S. 0. SANDINCONSTRUCTION GRAF DSGN N. N. GRAF OWN C. TSE CHKD D. L. HOCKETT D.K. DATE 9-20-43 SCALE a1.102 EELEDIIE- I I,,, oEv 101M MICROFILM 7F 9 BLIZZD Zone i? which insulalors may be installed in anchor guys. 150 - 22500 V. B This portion o/ each guy exposed to conductors of 250 to not more Communication TD- 25�-i than 2250011. r rT r_,wA ...- -.-- C Aninsu.olor may be j _ m in' here but I is not required. — CASE 11 AI/guys are exposed to conductors o' more than 250 but not more than 22500 V. Guy A is in proximily to suoply conductors OP 0-9550011 Info// two insulalors /n overhead guy and one /n anchor guy. Guy B is not %n proximily to supply conductors OP 0-35500V., and is not grounded. Install Iwo insulators. 11'# were not Por the exposure oP lhls guy 10 conductors oP 250 -22500 Y, i. e. /P the pole o/ the iel'/ did not support conduc - tors o?' more /hon 250 Y., /he insulalors could be omitted, as i/ is not /n proximity to the supply conduclors. COndi/iOnS Por guy C are same as Por guy B, except /hal grounded. It need not be secliono%/red. Over 22500 Y" ' Communication QSee Note (a) 1 6' 6" I Sheet 3 ��� r i i ?4 mn. i 9 rein. Not less CASE /3 A//guys are exposed /o conduclors or more thor/ 12500 V. Guy A is not %nprox%mily to conductors oP 0-35500Y, .5170//nofbe secfionaAred and must be grounded - Guy B /s %nprox%m%ty /o conduclors oP 0-35500 Y" las/a// Iwo insulators. /Pguy /s grouno'ed om%1 lower Insulator: I PLAN ' ___Gy -------- Rodin/ clearance. See note /0 of 'Genera/ Nofes ELEY "'` CASE 15. for requ/red radio/ cleoronce see Jobe, /op o/ Sheet 2 10721-4 Chy'd. Note Case /5 3-!6-83 1&v" Lose 13 /o refer to Note (a) p_ Zone %n which insulalors may ,.....- CASE /2 Guys A & B ore in proximi/y to conductors o/' 0-35500// on wood a1 riahl and are grounded by attachment to secure/y grounded Slee/ poi. Install one insp/alar m each guy, one one %n anchor guy. Guys C& D are not /n proxim/ty to suop/y conduclors on woodpole and need not be secliono/%zed. A steel pole set in a concrete Poundolion !s not securely grounded unless /t %s connected to a ground rod or on adequate length o/' ground wire buried in the ground. A steel pole set directly /n The earth is securely grounded. To guy pole CASE /4 —Clio,bing Space. Bridle guys wh/ch ore attached al Iwo or more posi/ions to 117e some crossarm and which are required /o be sect%ono/%zed sh hove insulalors in each branch or in the main guy and o// branches except one so that no Iwo branches o/ guy constilule o con?/nuous me%/tic pa/h between sepoiofe points of ofla, ment /o crossarm. Bridle and arm guys, attached to bolts contacting dead end hardware, must not be installed in climbing space. 0-35500 a CA5E /6 (See Note 7) Guy A posses thru brant e5 adjacent to free of o point other than point ofaf/ochment Guy B is odjdcent to tree only at point of oltachmenf Increased S5, 500 y Dmcnir oN APPROV[ BY D. COn70m1c ENGINEERING STANDARD su.[R[[Dn 06626; 06684; 06685 DR. '17 C. TR. CONSTRUCTION REQUIREMENTS suP[R[[D[D By CN. FOR POLE LINE GUYS sN[R N0. 4 BN[[T[ D'K' DRAWR/O NUMB[R [NANO[ DEPARTMENT OF ENGINEERING °"" °OA`[ PACIFIC GAS AND ELECTRIC COMPANY 0 18 5 9 PO -43 Non[C None. BAN FRANC,O• CAL •--L MAX. STRESS CLASS L bs. OF ( See Note b SOIL GOL.1 COL.2 anchors (too hnrd, One 5M3 A 2500 3500 B G OnelOM A 6000 7500 B - C i A 7500 10000 B C A 10000 12500 8 `t G A 15000 115000 L B NO. 8 SIZE OF GUY ; ANCHORS IJCHOR RODS- STEEL 7 Strand ;excel os 1 ee Note o) GALV. STEEL _ rnnr cVTPA M11714 STRFNGTH 5/B "x 6'- 0" 18-5050 One X32 - 3 Wire See Note 9 5/ix 8'-0" 18-5051 5,000/b.Mox. One 51t6 See Note 9 Oiler 0001b One 3/8 3/a"x 9'-0° 18-5065 One 3/8 rwvu CLASS OF SOIL: ?d) UfdOWELD A= Not suitable for insloll- ee Note h) otion of expanding anchors (too hnrd, One 5M3 rocky, sandy, etc.). B= Suiloble for installation of expanding anchors. OnelOM C= Under water or too soft One 161M for ouger. D= Solid rock. One 16M Vvy REFERENCES: "" One 20M Anchors -------- 022221 3/4 x 9' 0"' 18-5065 One �i5 See Note 9 Anchor Rods ----- 022222 Guylnsulo/ors-_-_ 022490 /"" x /O' -O" 18-5067 TWO 3�8 Two 16M Guy Grips B Clomps- _ 06537 Guy Hooks _ _ _ - -- _ 023569 0 Q 4 Gross f3a - 5094 7/ " Two 20M Guy Guards- _ _ _ - _ 06542 20000 20000 8 12 Ex . 18-5015 11/4" x 10 0° 18-5999 Two l6 Anchor Logs____ -022221 C Lo 14-3006 25000 25000 A 4 Gross Plole 18-5094 /l/� x l0'-0" 18-5999 Three 7yi6 Three 20M Q -B -C Log 14-3006 2500to 350010 3/4".x30" 18-5081 Not Required See Above /0000..12500 D � "X 72 "" 18-5115 (See Note e) 8 Goly. BB Iron Wire .700 950 Arm Gu s ON O Anchors listed on this sheet shall not exceed o combined working load of 18,000 lbs. if jointly owned unless it is improclicob/e for each party to furnish its own onchoroge• Pwnr SSEMBLfG�uy GUy STRAND (See No1eh1 Gu(seeNoted� TUitUse , 7MS9Bl0 Guy eod Down HeodGoIV.EHSSJeeI F>elormedGoly. c Alamoweldr, ae"' ZSOV.10 l7kV SH.7 - Wireire Guy GuyGuyuy r� ize Size Code Size Code Size Code Size Code i7Kn """ " None 5/8" 7/3 6007 16 00 0� 5M3 6 uu 1b-WVC 3w 101041 7/32" 18 6149 5M3 /0-1043 5M3 18-6170 3J 500 5/8 /8 606 m 5/16 16 00 l6-006 �`¢ 1OM 6-00 16�O14i 5/16 " 10.1014 5/16 18-6118 !OM JO 1044 /OM 18-6171 31.5006 3/8 16-005316-006 Q s /6M E0a8 ffi-0OBE 3/8 JO 1015 3/8 18-6119 16M 10 /045 /6M !B 6172 31500 3/4" 186063 3/4"" 7/16 16-00 16-0068 20M 6 0065 16 008-` 7/16" 10-1016 7A6 186122 20M 10-l04 20M 18-6173 1/4 Jo -1031 1/4 18-6117 • Guy assemblies come wish 50' of wire. For head guy assemblies, order wire length o' ® See Note k ♦ See Note j required. All assemblies include required 011ochmenl horwore and guy insulators. NOTES.' a. Power installed screw anchors (PISA) specified inOwg 02222/ or preferred for construction. Use.onchors listed on this sheety on in ,bcolions where it 1's not practicable to ins10/l PISA anchors. b. The stress Where i Ao. I construction Ss for all lCirC 1 obovel)25000V. The in urbon stress values in2) in 1he Col. 2aOre t o beJused(only for rura"GroPo%s, (4) in the Light Loading District where Joint Poles.are not involved and where "Grode A construction on circuits of less than 25000V. construction is not required. c. Grade A construction is required: o. In Supply line spans of more than 5000 Vo1Js which cross over or ore supported on joint poles with Major Communication circuits (more than 4 conductors, open paired or in cable). A Ir. all supply line spans crossing over Mojor Railways. Major Rodwoys ore:(/) main lines, (2) branch lines on which regulon service /s moinloined, (3)Spurs of more than two !rocks, (4)Spurs more than 2000f1. Jong. lndustrio; mining, logging, and similar lines ore not Mojor Roilwoys. d. The voltages noted for guy insulolors .refer 10 the voltage of the circuit nearest the point of guy attachment on the pole. These insulotors rneel the minimum flashover and strength requirements of GO 95• e. Rock anchors Code 18-5081, and 18-5115 are expanding anchors for straight pull and require o 2"did. drilled hole, 12" deep. use Galvanized Guy Strand os per columns J and 2. f. Whene No. 8 Golvonized 88 Iron Wire is not adequate for aim guys, g. See Dwg. 022221, Sheet 1, Note 5 for rod extension dolo for Code 18-5109 and 18-5110 swamp anchors. h. Use Alumaweld guy strand only for inslollafions in the SevereObocorrosion Area. install wg mowe911 for guy strandSevere Corrosion rro i hg Area bou rods es. Copperweld guy strand formerly was specified for lhis opp with Copperweld guy strand./ on 7132'�vd 5M3 guy I . Continue !o use Code 31-5004nd%Muss o ged el 0! 750 voltacircuits toin oll art eas o d 75OV.-151 1 circuits •t strand, / Class A*eos (Dw9.054040). and 31-5038 (brown) on 6 0 guy k . andCA 31-50 Guy grips for o 6"cndam a /d guy sfrond ore not interchangeable with guy grips for steel guy strands. L H APPROVED 14 530.7.5 AddedCou/ion Nofe. Rewsed /Joie B. K"G. , (Fa ... •v .. - G:.,�% Revised Co% 1 2. Added nevi Afore D[!SCRIPfIDN CNG. DAT! SY. ENGINEERING STANDARD UPERV. BY F. F. CONSTRUCTION REQUIREMENTS DR. °'L•N• FOR POLE LINE GUYS CN. 0. V_ I DEPARTMENT OF ENGINEERING S PACIFIC GAS AND ELECTRIC COMPANY DATE SAN FRANCISCO. CALIFORNIA 20- 43 V-7, 1 SUPERSEDES 015413 SUPERSEDED BY SHEET NO.5 SHEE. DRAWING NUMD[R I CHANT 1022178117 SLIzzO O7 or C See Note a Oor Se a Note c 1 O Oor Lead Hei ht -Less than 1.75 FIG. / 9 GUY STRAIN - 7500 Lbs OR LESS; ANGLE OF GUY LESS THAN 60° (Typical for anchor guys) I Borrel of Proximity —moi See Note h 'ee Note g / or O See Notes a { Lead Height -More Mon 175 FIG. 2 GUY 57RAIN-750OLbs OR LESS; ANGLE OF GUY MORE THAN 600 (Typical for overhead and soon guys) ATTACHMENT OF GUY TO POLE 5/8° 5ooce boll M double orm or 5Mochine 60/t in single orm. Add a 4"square woshe� Port B-2 Code /9-5288, where j/e "or .7//b° H.S. guy strondis required. FIG. 3 GUY 5TRA/N: 7501-10,000Lbs -Col / Sheel 5 7501-12,500Lbs - Col 2 Sheet 5 (ALL GUY ANGLES) When "shorting out ° /nsulotor as required in /5 Cose / Sheet 2, /n5t0/l guy wire in one continuous piece os shown doffed. FIG. 5 ATTACHMENT OF ARM FIG 4 BR/DLE GUYS . ATTACHMENT Of TWO OR MORE GUYS TO THE SAME ANCHOR ROD See Sheet 7 for Moterial FIG. 6 ASSEMBLY OF 5TRA/N INSULATOR NOTES: a . Where 5/8" thru-bolt is specified (see Sheet 5) use corresponding fittings, Items 1 and 7 as applicable. For 3/4" thru-bolt use corresponding fittings, Items 2 and 8 as applicable. b. Where the total resultant guy tension.is in excess of 10,000 lbs. (Col. 1 Sheet 5) and 12,500 lbs. (Col. 2 Sheet 5) it will be necessary to install multiple guys. C. For 44kV and above construction only, install TECO Shear Plate, Item 11, on the load end of 3/4" size bolt(S) as shown in Figs. 1, 3, 8 and 9 construction. d. Guy thru-bolts shall not project more than 1" beyond nut. e. The required clearance between guys and ground wires or risers can be obtained by locating ground wires and risers in the proper quadrants in poles. f. Salvaged 5/8" and 3/4" eye nuts (Codes 19-5309 and 19-5311) may be substituted for 5/8" and 3/4" bolt eyes, Items 1 and 2. g. Two or more guys attached to the same anchor rod shall be clamped together as shown in,Fig. 4 unless the angle between them is too large to permit such construction. On joint anchor installations, the last party on the job shall clamp the guys together and attach the guard in accordance with Dwg. 06542. h. Install salvaged 3 -bolt clamp, Dwg. 06537, where required to maintain 3" separation between guy insulator and guy, as illustrated in Fig. 4. N 9-20-431 •C Cont to 7500I61 MMx. DESCRIPTION ENGINEERING STANDARD CONSTRUCTION REQUIREMENTS FOR POLE LINE GUYS DEPRTMENT OF ENGINEERING PACIFIC GAS AAND ELECTRIC COMPANY SAN FRANCISCO. CALIFORNIA ;p Ew, ssra CHKD. APUD. \�a�°O�� SUPERSEDES 06627, 06686 SUPERSEDED BY SHEET N0.6 OF SHEETS DRAWING NUMBER RF — 022 1 78 112 MICROFILM /4 4 When "shorting out ° /nsulotor as required in /5 Cose / Sheet 2, /n5t0/l guy wire in one continuous piece os shown doffed. FIG. 5 ATTACHMENT OF ARM FIG 4 BR/DLE GUYS . ATTACHMENT Of TWO OR MORE GUYS TO THE SAME ANCHOR ROD See Sheet 7 for Moterial FIG. 6 ASSEMBLY OF 5TRA/N INSULATOR NOTES: a . Where 5/8" thru-bolt is specified (see Sheet 5) use corresponding fittings, Items 1 and 7 as applicable. For 3/4" thru-bolt use corresponding fittings, Items 2 and 8 as applicable. b. Where the total resultant guy tension.is in excess of 10,000 lbs. (Col. 1 Sheet 5) and 12,500 lbs. (Col. 2 Sheet 5) it will be necessary to install multiple guys. C. For 44kV and above construction only, install TECO Shear Plate, Item 11, on the load end of 3/4" size bolt(S) as shown in Figs. 1, 3, 8 and 9 construction. d. Guy thru-bolts shall not project more than 1" beyond nut. e. The required clearance between guys and ground wires or risers can be obtained by locating ground wires and risers in the proper quadrants in poles. f. Salvaged 5/8" and 3/4" eye nuts (Codes 19-5309 and 19-5311) may be substituted for 5/8" and 3/4" bolt eyes, Items 1 and 2. g. Two or more guys attached to the same anchor rod shall be clamped together as shown in,Fig. 4 unless the angle between them is too large to permit such construction. On joint anchor installations, the last party on the job shall clamp the guys together and attach the guard in accordance with Dwg. 06542. h. Install salvaged 3 -bolt clamp, Dwg. 06537, where required to maintain 3" separation between guy insulator and guy, as illustrated in Fig. 4. N 9-20-431 •C Cont to 7500I61 MMx. DESCRIPTION ENGINEERING STANDARD CONSTRUCTION REQUIREMENTS FOR POLE LINE GUYS DEPRTMENT OF ENGINEERING PACIFIC GAS AAND ELECTRIC COMPANY SAN FRANCISCO. CALIFORNIA ;p Ew, ssra CHKD. APUD. \�a�°O�� SUPERSEDES 06627, 06686 SUPERSEDED BY SHEET N0.6 OF SHEETS DRAWING NUMBER RF — 022 1 78 112 MICROFILM 9�rzzo T_ Tom. 7-_ W Iv T Guy z _1 VL L 8'Min. no Omewoy —L • .� L L �l6' Minve or Driveway LEVEL GROUND UP HILL GUY DOWNHILL GUY STORM GUY, W/ND ONLY OVERHEAD GUY, NO DOWN GUY Tension, in guy equa/s T times guy factor 5ee Note C LIGHT CIRCUIT DEADEIVD T - Resu.11ant Horizontal Tension for all conductors, (Shown on Charts 1, ?, ond3) T=1,000 lb MAX. 8' ATTACHMENT T _ ._ _ , T- _ T ' 500 lb. MAX. 16 ATTACHMENT W/ND LOAD/NG W (LBS. PER BARE CONDUCTOR ONLY) I CONDUCTOR S/ZE (AWG or kcmil) SPAN #6 to #2-cl l0 4/0 25010 397.5 50010 715.5 LENGTH LOADING O/STRIC T -•--- _ Feet Intmd. Inlmd. Intmd, Intmd. L L Li ht N Li h1 HeavyLi ht H Li ht Heavy OVERHEAD AND DOWN GUY SIDE WALK GUY 300 60 200 _105 235 145 260 195 295 Tension in guy from pole to slob Tension on anchor and guy below 400 80 265 140 315 19 5 345 260 3_95_ equals T times 1.2 Tension in strut equals T times guy factor with 600 120 400 210_W7_,0___2_9,0_-_32_0 _390 595 down guy equals T times 1.2 guy figured in position shown dotted. 800 155 530 280 625 3195 690 520 790 times guy factor. Tension on guy above strut equals 1000 19 665 350 7195 485 1965 650 990 1.5 times tension on anchor. 1200 235 79-5 Q2n Oen Fun in�c tea., (Above values of W moy be used for guying purposes. For precise NOTES: conductor wind loading, see Table /I Dwg. No. 015203). a. The data on sheets 9 and toare based upon the guy being o//ached 21 inches below /he level of the conductorsbeing guyed and should a/so be used for guys aliached directly below the conductor level. Where an additional crossarm is used above the guy, add /O % to the calculated guy tension - b. Where angle of line is known, Pull" need not to be measured. Read Length of Pu%l from Scale. C. Where storm guys are required, the conduclor WIND LOADIN6 W given in .Me table should be used in the same manner as R is used in the example be/ow. Tension in guy equals value of W from table times number Of conductors times guy factor. d. The resu/font tension T (see Charts 1, 2,,ond3) is conduclor tension plus wind l000lln9 , The dote relative_ to Storm Guys shown in the table above applies on/y_ to poles in tangent construction. e. For o deoo'end guy, the resu//on/ tension T/s the rrla rin-�um conductor tension t/rues the rlamf�r of conductors. MOrimum Conductor tensions ore /istedinOwy. No. 015221 0/ 25°F, B/k wiro'/0oding forthe Light Loodhg Dis/�icf; at O°F. %4"Ice, 6 /6. wind /oodinq for the Intermedia% Loading District and a/0°F., %z"Ice, 6 /b. wind loading for the Heavy Loodi�7g District. For convenience, maximum Conductor /e/75/0/75 for standordsizes are o/so listed in the /able below. i Ang/r in line MAX/MUM DEADENO TENS/ON-Ow .0/5221 (See Note CONDUCTOR LBS. PER. WIRE ORCABL 7Y�` 5%ZE L 16HT LOAD/NG D/STRICT h'OR75PAN URBAN RURAL 46// 282 708 Line Angle (Degrees) h D laR 20° 30° 40° 50°.. 60" / I Q V0 /1 570 1455 475 — t�• i �1• e 4/0 8> l 1520 I 0 5 to /lp�s 20 23. 30 35 40 45 0 97.5 1335 2640 ' 715.5 2195 2700 Pull (FG) 6 275 405 SCALE FOR CHANGING L/NEAA/GLE5 /N DEGREES TO "PULL" 4, /420 635 2 625 940 T/0 950 1430 EXAMPLE \� \ M17h100SOfDElER1W11y1N6PULL s/0 1460 2230 FORGUYONSPLITOFANGLE (Light LoadingDistricl) 'CTS\ 2 50 2150 3300 Given: Ne__V)3 ♦ 3 Copper conductors (bare)____._ .. Size e2/0 C* � /O 6000 6000 • 1 2 Telephone conductors (bare)_ _ _ _. _ _. -.. _ Siz a e8 TYPE SIZE IN TWD. D15 RI cT HEAVY PULL (FN (determined in field)_._- _____ _ _ 22 ft, HEIGHT (Ground to 2(i 1540 015rR/C6 guy fastening)- _ _ _ _ _ _ 47 ft, 1690 LEAD (Pole to anchor rod)- _ _ _ _ _ -33 Ft. ACSR //O(4%.1 1875 2000 FROM CHART t Sheet 9 (See /ine marked Example) 3500 R = 870 Chs., for /- * 2/0, therefore 3-12/0 = 26/0 Lbs. BARE 4/0 1875 — R = 200 Lbs., for 8, therefore 2-''8 =400 Lbs. Al. 397.53150 3440 T = (Total Resullant Horizontal Tension)_ _ _ _ _ 3010 Lbs. AfRIA( FROM CHART4 Sheet 10 (See line markedExamp/e) CAB) 1/0,410 6000 6000 When Height = 47 Ft., Lead 33 ft., 6uy factor = 4 8 - Tension in guy = 1.8x30/0______=S420Lbs. ♦ Use 3600!6. max. conductor tens/on for oeiia/cob/e when mldspan services in any span do not exceed fourond conductor is strungatrea'viced tension, per Dwg, 057877. 6 1-14-78 'Revised Mox.Qe0aendTensiogTab/e andA(Ve 5. TK.L D.N G24, 4 10-9-621 Revised Wind e 5 12-1.9-;2, •Revised No% 5..AddedMorimum DendendTension noble. C'„ 7 81762 Added off Gu CMG. I PATE 1 OEDCR N BY I CN. I APPRO. I CNG. DAR APPROVED (./ / %� �/1/2L(/ 11104 YW BY QC,J ENGINEERING STANDARD CONSTRUCTION REQUIREMENTS ,/ DR.ry.W. TR. FOR PO4 E LINE GUYS qYr7 �}• 0. K. O. K. WYE . DEPARTMENT or ENGINEERING PACIFIC GAS AND ELECTRIC COMPANY DATE SCALE 12�i.S 4� r✓O he .,• SAN FRANCISCO, CAL A1101,51101esultant nto/ relwon•T ight Lead Line oodinq Table, Notes 15 No. Down Guy Fig. DESCRIPTION 105 N/Al pLrC "i CKKD. I SUPY. I "PRO. • o�ss�bAm BY ORAV/ING NUMBER CHANGE 02 2178 7 1 :5 .::M NEG 1 9 113 60 55 50 45 40 y 35 J 30 J L 25 15 10 5 6( 5: 51 4 4 3 J 3 L l CHART 1 RE'SC/LTANT TENSION 'R ° LIGHT LOADING (sag and Tension Dwg. 015221, Sheets 101^-r— r-4�� [�r INE PN,CCE OF ' See Examplettttiutio Sheet 870 400 600 800 j1000 1200 1400 1LJ; E" 9Gnn RESULTANT HORIZONr4 TENSION 'P" (For one wire (lbs) in direction of guying position). CHART 2 RESULTANT TENSION R LIGHT LOADING nnu vrc,,,, „n.1 Town Dwo. 015221.Sheels 38ond 39) 0 200 400 6uu avv ,u,— -one 5. RESUL TANT HORIZONTAL TENSION R'(For dc lono gu CH/IRT �'A RESULTANT TENSION R FOR L 16HT OR HEAVY LOADING — — SECONDARY AERIAL C48L E ONL Y-DW6. 057 L 60 -1 60°- 50 ►� odr lex) — — –50° 1 30 d /,jeesio� or°4�OAeriol Gable 11x'30 lexor OJ — 40° j nl Cable — — 20° 20 Ae,ITees I (,f006 Ipe9 10 — 10 ° An,11e 4000 5000 6000 7000 O 1000 2000 3000 g g r CLIME E. BAUGH RESULTANT HORIZONTAL TENSION %7`•(For cable rn direction of uyln position L s. ♦ Use reduced tension curve when triplex or quodiuplex oeriol cable is strung o1 reduced tension for shod urbon g No. 4 s Spon in Light LOoding District when the number Of mid -5,0017 services is 4 or less. `s frttra���a F 511PPI 8 /or A lic0.t ion 'ind Ex71nide. REFER NCE: See .. PP Added hOrt ria t 1678 Choc, edAw4,AefaAdded Tr%plea, odvplex 1nTobleZA. Gf •fl ` 8 %�B B! A7-6 d",d.4educ%d�ension ioluln- to GCho� �2. 6�ir'. 11Q+ 1 1-277 Added Chnrl' 2A. _.— D[BCR]TON 1 BY I CN 15UPV. I AMRD. ENGINEERING STANDARD ar DC. CONSTRUCTION REQUIREMENTS Raw. A.L.B. FOR POLE LINE GUYS CN.1(S.K. DEPARTMENT OF ENGINEERING O. K. �w(1j - oAtE scALe PACIFIC GAS AND ELECTRIC COMPANY A4 lone SAN FRANCISCO. CAL. L L Y 106 YIY WL 9 SHEET N0.,9 snttla DRONO NUUSE RI � � CNANO[ 22 Il ..;N NEG J/ CM0. DATA O6DCplpnom AMR0. SUPERSEDES SUPERSEDED BY SHEET N0. /O SHEETS DATE scm.E /Z-/2 44 None 9tiZ Zo This Table is based on guy ratings shown in Col. 1, Sheet 5 which are as follows: 7/32"EHSor5M3 AW= 2500 lbs. Max, Stress 5/16"EHS or10M AW - 5000 lbs. Max. Stress 3/t" EHS or16MAW = 7500 lbs. Max, Stress 7/i6"EHSor20MAW- 10000 lbs. Max, Stress (4See Sheet 8 for method of determining "Pull". AW-Alumoweld Size 30 Ft USE THIS DATA FOR THE FOLLOWING. A— LINES UP TO 25,000 VOLTS IN I -URBAN AREAS 2 -RURAL AREAS IN THE HEAVY LOADING DISTRICT ONLY 3- JOINT POLE CONSTRUCTION 4 -GRADE A CONSTRUCTION B—ALL LINES OVER 25,000 VOLTS r EHS or • Pole 35 Ft. Pole 40 Ft. Pole Of Equiv.AW 10 20 30 40 SO 60 101 20 1 30 40 50160 10 10 3- 40 50*60— #6 Cond'r. 9 17 26 35 42 50 9 17 26 35 42 •50 9 17 26 35 42 Cu. 7/32 5 6 8 9 12 6 7 9 11 114 7 8 10 13 16 C LL 5/16 4 5 5 .6 —il-7 04 Cu. 7/32 4 7 10 13 14 20 5' 8 5 6 6 _ 11 15 19 24 6 9 13 17 22 26 (LL) 5/16 4 5 6 7 10 5 6 7 9 11 --- 5 7 8 10 13 3/8 4 5 6 5 6 7 6 7 8 7/32_ 5 10 14 21 6 11 17 25 7 13 19 28 #2 Cu. 5/16 _ 5 7 _9 11 13 6 8 10 13 15 7 9 12 15 17 C LL) 3/8 - .5 _6' 9 -..5 ' 8 10 - -- 6 8 9 11 7 6 5 5 6 5 -6" 7' - - 6/1 7/32 5 7 11 15 20 5 9 13 17 23 29 6 10 15 20 26 33 A.C.S..C.R. 5/16 41 5 7 8 10 4 6 B— ( LL 3/8 4 5 6 7 10 12 51 7 9 11 14 4 6 7 8 5 6 8 9 #4- 7/1 7/32 10 17 12 20 14 23 A.C.S.R. 5/16 5 7 10 13 17 20 6 10 12 17 20 23 7 12 14 19 23 27 //2 Cu. 3/8 5 7 9 10 13 6 8 10 12 15 7 9 11 14 17 ( HL 7/16 4 5 6 7 9 5 6 8 9 10 5 7 9 10 12 #2- 6/1 7/32 6 10 1.6 7 12 _19 29 8 14 22 33 _ A.C.B.R. 5/16 _ 5_ _ _7 10 1.3_ 14 6 9 .11 -15 16 7 10 13 17 19 (LL) 3/8 4 5 6 8 9 - 4 6 8 9 11 5 7 9 11 12 7/16 _— -4 ....5 6 7 - 4 6 7 8 5 7 8 9 �2- 7/1 7/32 14 17 A.C.S.R. 5 6 7 10 15 22 31 19 ( HL) 3/8 5 7 9 13 15 21 51 l8 11 15 18 24 6 6 9 19 12 17 20 27 7/16 5 7 9 11 13 6 8 11 12 15 7 9 12 14 17 #6 Cu. 7732 4 7 9 12 15 19 5' 8 ��l2 6 9 13 16 20 25 LL 5 16 4 5 6 7 1 8 159 5 7 8 9 #4 Cu. 7/32 6' 11 16----. 7 12 18 26 - 11 ( LL) 5/16 5 7 9 I 12 14 8 14 ' 21 30 6 8 11 14 16 7 9 13 16 18 3/8 4 5 6 7 9 5 6 7 9 10 5 7 8 10 12 7/32 8 15 9 17 _ 10 20 #2 Cu. 5/16 4 7 10 14 18 23 5 8 12 17 21 27 LL3/8 6 10 14 19 24 _ ( ) 5 7 9 11 13 6 8 11 13 15_ 7 9 13 15 17 7/16 4 5 7 8 10 5 6 8 9 11 5 7 9 10 13 p4- 6/1 7/32 7 11 19 8 13 21 34 _ _-9 15 25 LL A.C.S.R. S 6 4 6 8 11 13 16 4 7 9 112 _15 19 5 8 11 14 17. 21 ( ) 3/8 4 5 7 8 10 5 6 8 10 11— 5 7 9 11 13 7 16 4 5 6 7 5 6 7 8 -- - 6 - #4- 7/1 7/32 16 8 10 A.C.S.R. 5/16 7 11 16 24j - - 19 "- 28 22 _ 9 •-13 19 -- - -_-- 10 17 22 32 - �i2 Cu. 3/8 5 7 10 13 16 20 6 9 12 i 15• 19 I 23 7 10 14 17 22 27 ( HL _Y16 4 6 7 10 i 11 15 5' 7 8 : 11 13 17 5 8 10 13 17 20 //2- 6/] 7 32 10 18 11 20 _ 13 23 _ A.C.S.R. 5 6 5 8 12 X16 22 _ 6 9 14 19 26 +32 7 10 16 21 30 _ -} — - (LL) 3/8 5 7 10 12 14 __6 9 11 14 17 7 10 13 16 19 7 6 4 6 7 9 10 5 7' 8 11 12 6 8 10 12 15 2- 7/1 5 6 10 17 12 20 114 23 A.C.S.R. 3/8 7 10 15 22 _ 8 12 18 25 - - - ( HL) 7/16 5 7 11 14 18 22 6 y 9 13 20 29 See Sheet 11 for Notes e 1 1 to thls able, 14 17 23 26 7 l0 16 19 26 30 PP Y nB LL = Light Loading District. HL = Heavy Loading District. MINIMUM LEAD IN FEET FOR ANCHOR GUYS. RURAL CONSTRUCTION 3 112-2-571 C d Sh. Aa For nes/y Sb. /3 1 112-1544-1 Added sheets 9 to /3 41-29-69 Chon ed % to %2 Gu CNG. DAT[ CR X /^� A►'IID. CNG. IQ-DATI 091CR= APPROVE (/�'�, BY ENGINEERING STANDARD St CH. V J. W. TR. CONSTRUCTION REQUIREMENTS SL `N J K FOR PO 2- wire Circuit 3- wire Circuit ►► ARD. o. r- 1� LE LINE GUYS SHEET N0./,2 SHEETS DEPARTMENT OFfj.IGINEERING DRAWING NUNlCR DXANa� DATE SCALE PACIFlC GAS AND ELECTRIC COMPANY 022178 SAN FRaNC19Co, CAL 4 Ids Mg NM 9 35� MENEM EMEEF` F20MMI. N■■■ HH■ HH■ ►.�� SRH �� Yil�■�Hi ��■ HH■ ■aa.. Has. H.H mwm_"�Sheet 14 Sheets H 015221 ■■■■H■■■■■H■■■■H■■t■■■■■H ■■■■■HH ■H■■ ■■■■■ ■■■■■HH■ SEMEN ■■■■■■■■■■■■■■■0=■■■H DRA .�.H N.s..H...�.H HH■ 12 12 3 rl, 0 SAC CURVES FOR NO. 8 COPPERWELD (40% Cond.)—,! LIGHT LOAD; lN,'G AREA FOR ALL SPANS Based on 400 Ft. Ruling Span j. f. 4- f ._ ' _:_ 1- �.7- T * 1 {. ,.-i . . 1_ _F, , 4 I i_ i-{ i - i+ _.I. 14. �t_� +.,- _ _ DESIGN II II'CONDITION-4 CONSTANT K TErvl— PLATLEI 30• ,600 4; 1300F, 04 Wind, Final 70,00 70,000 4 25*F 0' ce I 8# .Wind ..i 4 44-- . -44- +4 1 T:+ - F I . i f 4 T r _-Trt* -4-h+ -4 - t4 -H, H r t + - L... T E M P. TENSION 1000F 800F 1 60°'F 210 235 2( 50 4_4 40°F 285 25°F 310 4 -4- 4-4- -r4 71 + + .4- T i _L 4 - 7 _44 A I I i 250E 0 ice 84 Wind i-4 Li _L I l-, 390 h tl t 7 i r 7 ±i±h T .0 t,t t + 11-T - .- .— - + + .. + 4 V -! 1- _ ._.; J. L TR t - 7 1--�44 :j. T -.1 Lt F . . . . . . . . . . . . _; F-, 4 (9-g-75 3,66:.et /7 P G & E:. DRAWING 4- T. 1-1-4 H 1 Revised 015221-] 71-T T- Ir 77 7r7 _.. Sheers. 1 fuv cvu duo -I100 .500 600 S PA N (Fc- c t). DEC c,0 0 o �V Y ��o BUTTE COUNTY PERMIT � % c DEPARBUILD NG PERMITDEVELO PM CAT ONENT RVICES J(ft O 6,�oos NO. O - AND SUBMITTAL REQUIREMENTS O ""dam_ - O 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 Bp6615- 0 O OFFICE M (530) 538-7541 (y� Cl' A FEE WILL BE REQUIRED AT TIME OFAPPLICATION_ \ BW # �lui IWebsite: www.buttecounty.net/dds J� / � , "PLEASE PRINT CLEARLY" -2 o62-300- Wt - OWNER INFORMATION Last_, , me irst ane Address C� Cid State Zip Phone Fax E-mail APPLICANT INFORMATION CONTRACTOR Name City Address Zip City Fax City State Zip Phone Page Phoned E-mail Fax Lj j I L E-mail Lic.1� Class 40:1 APPLICANT INFORMATION ARCHITECT/ENGINEER Name City Address Zip City Fax State Zip Phone Page Fax E-mail Date Approved: State License Number APPLICANT INFORMATION Name Address City State Zip Phone Fax E-mail MAW -APPLICANT SIGNATURE For office use only: Zoning Property Address hhe j12-:2 IFloodzone I SRA Yes No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS K:IFORMSIBUILDING FORMS161dgApp1SubRgmts.doc PROJECT LOCATION AP# Ao*���� Property Address hhe j12-:2 City Cross Street SMIP 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- Livi �l O � arage X Open ov ❑ Structute Built witholit Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. _-r Received by: Amount: M-7 Bldg GD SRA Receipt M i t� Sheriff � t 7 SMIP Page 1 of 3 Other Date:.—m of /n 2— Total REV 8-12-05 A California Department of Forestry and Fire Protection Butte County Fire Department Fire Safe Requirements Permit# (06 - / T? 01 Under authority of Public Resources Code Section 4290, the following checked items are required by CDFButte County Fire Department and made part of this permit These requirements are minimums and may be superseded by Butte County local regulations, which equals or exceeds these standards. Butte County Building Inspectors will make compliance inspections. 1272.00 Maintenance of Defensible Space Measures [X] To ensure continued maintenance of properties in conformance with these standards and measures and to assure continued availability, access, and utilization of the defensible space provided for these standards during a wildfire, provisions for annual maintenance shall be included in the development plans and/or shall be provided as a condition of the permit, parcel or map approval. Public Resources Code 4291 information will be provided. 1273.10 Driveways [X] (a) All new driveway construction or an extension of an existing driveway shall comply with Public Resources Code 4290 roadway requirements. [X] (b) All driveways shall provide a minimum 10 foot traffic lane and unobstructed vertical clearance of 15 feet along its entire length. [X] (c) Driveways exceeding 150 feet in length, but less than 800 feet in length, shall provide a turnout near the midpoint of the driveway. Where the driveway exceeds 800 feet, turnouts shall be provided no more than 400 feet apart [X] (d) A turnaround shall be provided to all building sites on driveways over 300 feet in length, and shall be within 50 feet of the building. 1273.02 Roadway Surface [X] The surface shall provide unobstructed access to conventional drive vehicles, including sedans and fire engines. Surfaces should be established in conformance with local ordinances, and be capable of supporting a 40,000 pound load. 4" of class 2 aggregate base shall be required for all driveways, turnouts, and turnarounds. 1273.03 Roadway Grades [X] The grade for all driveways shall not exceed 15 percent. Grades above 15% shall have 4" of class 2 aggregate base and 2" of asphalt concrete. No driveways allowed in excess of 20%. 1273.04 Roadway Radius [X] (a) No roadway shall have a horizontal inside radius of curvature of less than 50 feet and additional surface width of 4 feet shall be added to curves of 50-100 feet radius; 2 feet to those from 100-200 feet. [X] � (b) The length of vertical curves in roadways, exclusive of gutters, ditches, and drainage structures designed to hold or divert water, shall be not less than 100 feet. 1273.05 Roadway Tumarounds [X] Turnarounds are required on driveways and dead-end roads as specified in this article. The minimum turning radius for a turnaround shall be 40 feet from the center line of the road. If a hammerhead -T is used, the top of the `17' shall be a minimum of 60 feet in length. 1273.06 Roadway Turnouts [X] Turnouts shall be a minimum of 10 feet wide and 30 feet long with a minimum 25 foot taper on each end. Revised 02/28/06 C 101 It Is E Q U I R E M E N T S ;w 1273.07 Roadway Structures [X] (a) All driveway, road, street, and private lane roadway structures (Bridges, culverts, and other appurtenant structures which supplement the roadway bed or shoulders) shall be constructed to cavy at least the maximum load and provide the minimum vertical clearance as required by Vehicle Code Sections 35550, 35750 and 35250. [X] (b) Appropriate signing, including but not limited to weight or vertical clearance limitations, one-way road or single lane conditions, shall reflect the capability of each bridge. [X] (c) A bridge with only one traffic lane may be authorized by the local jurisdiction; however, it shall provide for unobstructed visibility from one end to the other and turnouts at both ends. 1273.11 Gate Entrance [X] (a) Gate entrances shall be at least two feet wider on both ends then the width of the traffic lane(s) serving that gate. [3I (b) All gates providing access from a road to a driveway shall be located at least 30 feet from the roadway and shall open to allow a vehicle to stop without obstructing traffic on that road. [X] (c) Where a one-way road with a single traffic lane provides access to a gated entrance, a 40 foot turning radius shall be used. 1274.08 Addresses for Buildings [X] All buildings shall be issued an address by the local jurisdiction which conforms to that jurisdiction's overall address system. Accessory buildings will not be required to have a separate address; however, each dwelling unit within a building shall be separately identified. 1274.09 Size of Letters. Numbers and Symbols for Addresses [X] Size of letters, numbers and symbols for addresses shall be a minimum 3" letter height, 3/8" stroke, reflectorized, contrasting with the background color of the sign. 1274.10 Installation. Location and Visibility of Addresses [X] (a) All buildings shall have a permanently posted address, which shall be placed at each driveway entrance and visible from both directions of travel along the road. In all cases, the address shall be posted at the beginning of construction and shall be maintained thereafter, and the address shall be visible and legible from the road on which the address is located. [X] (b) Address signs along one-way roads shall be visible from both the intended direction of travel and the opposite direction. [X] (c) Where multiple addresses are required at a single driveway, they shall be mounted on a single post. [X] (d) Where a roadway provides access solely to a single commercial or industrial business, the address sign shall be placed at the nearest road intersection providing access to that site. 1276.01 Setback for Structure Defensible Space [ ] (a) All parcels 1 acre and larger shall provide a minimum 30 foot setback for buildings and accessory buildings from all property lines and/or the center of the road Your parcel is larger then 1 acre but your minimum setback for buildings and accessory buildings is less then 30 feet from all property lines and/or the center of the road. You are required to meet the same practical effects requirements listed on page three. (b) For parcels less than 1 acre, the local jurisdiction shall provide for the same practical effect. See page three for same practical effect requirements. Revised 02/28/06 Same Practical Effect for Buildin s less then 30 feet from Property line: If the Building Setback is less then 30 Feet from all property lines and/or the center of the road, the following shall be required; • Class A roof • Fully enclosed eaves on entire structure • Fire rated metal doors on side toward property line with insufficient setback • Siding on entire structure from the following list: (a) Stucco -3 coat (b) Non combustible Hardi-Board, Plank or similar siding (c) Masonry (d) Metal (e) Other Butte County Fire Department approved materials 1276.02 Disposal of Flammable Vegetation and Fuels [X] Disposal, including chipping, burning or removal to a landfill site approved by the local jurisdiction, of flammable vegetation and fuels caused by site development and construction, road and driveway construction, and fuel modification shall be completed prior to completion of road construction or final inspection of a building permit Other Requirements- Installation of Residential Fire Sprinklers [X] If your property was part of a parcel split after January 1, 1991, you are required to install residential fire sprinklers. It is your responsibility to inspect the official parcel map to confirm if sprinklers are required. JUL 0.62006 Date Revised 02/28/06 Darren Read Fire Protection Planning esign sistance Monte Call - 193 Camellia (510) 8114172 Office Truss Take -off Design & Sales Dr- = Paradise, CA 95969 (530) 811.4732 FAX TRUSS ENGINEERING Decker Residence BUTTE COUNTY BUILDING DIVISION APPROVE SHOP DRAWING REVIEW FaENGINEER'SREVIEW RESPONSE REQUIRED OF CONTRACTOR firm C3 Cmnis 3 Resubmit pAf whed 0 Engineer% revlew .Is for general conformance with the design . not beetconstrcuedtras reollev neggnthe Contrlectorrtr.m compliance with the protect plane and speclfIcatlons, nor departures therefrom. The Contractor remains responsible for details and accuracy. for confirming and correlating all quantitles and dimensions for selecting fabrication processes, for techniques of assembly, and for perl rm h s work in a safe manner. O� SIEGFP. f NEERING, INC. s . ....... Dab-...... ........... r Truswal Systems (800) 322-4045 Job Name: DECKER05 SRO a -LOC REACT SIZE RHQ'D TC 2x6 DFL #2 1.50• BC 2x4 DFL #1 1 1- 8-12 4- 0-12 716 5.50• 476 5.50• 1.50• DG SLIDER 2x6 DFL #2 2 1 NDARD GBL BLK 2x4 DFL STANDARD 4 13-3- 4 742 5.50• 1.50• shove are based ONi10Stall interior support(s) before erection. SRO REQUIREMENTS at each beariEeable verticals are 2x 4 web material spaced on the truss material at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load TC FORCE AxL END CSI at 37 psf live load and 11 psf dead load. - Or. -RS 53 0.01 0.06 0.06 Additional design considerations may be 1-2 398 0.05 0.24 0.3o required N sheathing Is attached. 2 -3 134 0.00 0.24 0.24 ♦ Indicates the requirement for lateral J) 3-4 -301 0.00 0.11 0.11 bracing (designed by others) perpendicular 4-5 -301 0.00 0.11 0.12 to the plane of the member at 63"Intervals. 5-6 148 0.00 0.27 0.27 Bracing Is a result of wind load applied 6-7 479 0.07 0.27 0.34 to member. Combination axial plus bending). RS -OR 109 0.02 0.17 0.19 This truss requires adequate sheathing, as designed by others, applied to the truss BC FORCE AEL END CSX face providing lateral support for webs In 8-9 -357 0.00 0.17 0.17 the truss plane and creating shear wall 9-10 -351 0.00 0.17 0.17 action to resist diaphragm loads. 10-11 -146 0.00 0.09 0.09 Attach secondary top chord (if shown) with 11-12 -152 0.00 0.09 0.09 rotated tie plates,in addition to the 12-13 -434 0.00 0.19 0.19 heel plating. shown. P Q 13-14 -440 0.00 0.19 0.19 _ NEB FORCE CSI WEB FORCE CSX 2-9 -559 0.07 5-11 234 0.10 2-10 333 0.15 5-12 -467 0.06 3-10 -459 0.06 6-11 402 0.18 3-11 215 0.09 6-13 -576 0.07 4-11 -157 0.06 . . . . ' Truss ID: Al Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BCLL Mark all Interior bearing locations. Permanent bracing Is required (by others) to prevent rotationitoppling. See BCSI 1-03 and ANSVTPI 1. PLATING BASED ON GREEN LUMBER VALUES. _80_0 gl� 8.00 HORIZONTAL REACTION(S): support 1 253 lb support 4 253 lb This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.00 Truss Location = End Zone Hurricane/Ocean Line - No, Exp Category = B Bldg Length - 80.00 it, Bldg Width - 15.00 H Mean roof height = 10.79 It, mph = 80 UBC Standard Occupancy, Dead Load = 21.0 psf ' DAD CASE #1 DESIGN LOADS Dir LPIf LLoc R.Plf R.Loe LL/TL TC Vert 96.00 -1-0- 0 96.00 0- 0- 0 0.77 TC Vert 96.00 0-0-0 96.00 15-0-0 0.77 TC Vert 96.00 15- 0-0 96.00 16- 0- 0 0.77 BC Vert 20.00 0-0-0 20.00 15-0-0 0.00 ...Type... lbs X.Loc LIJTL TC Vert 100.0 0- 0-12 0.64 TC Vert 100.0 15-11-12 0.64 6-2-10 SHIP I0-644 11 -0-0 i 15-0-0 TYPICAL PLATE; 1.5-3 8 9 10 11 12 1314 OVER 4 SUPPORTS - All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. ARCD This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacture and done in accordance with the wren versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr. KJD are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DESIGN ulilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 37.00 psf is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 11.00 psf ASSISTANCE noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf end brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, BC Dead 10.00 psf 'ANSVTPI 11,'1VT'CA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL 793 Camellia Dr„ Paradise CA 95969 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 1 19th Street, NW, Ste 800, Washington, INC 20036, TOTAL 58.00 psf MAX DEFLECTION (span) : L1999 IN MEM 11-12 (LIVE) L= 0.00" D- 0.00" T= 0.00" MAX DEFLECTION (cant) : L/999 IN MEM 13-14 (LIVE) L= -0.01" D= -0.01" T- -0.02" - Joint Locations 1 0-0-0 8 0-0-0 2 1-7-12 9 1-7-12 3 4-0-12 10 4-0-12 4 7-6-0 11 7-6-0 5 10-11-4 12 1041-4 6 13-4-4 13 13-4-4 7 15-0-0 14 15-0-0 P. �V0, c\ .- � inolos / * sCCIOIe�- OF CALit�� 8/4/2006 Scale: 9132" =1' WO: DECKER05 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.4.24 - 0 Job Name" DECKER05 Truss ID: 131 Qty: BEG xyouc • RRACR slza RBQ' a TC 2x6 DFL #1 TC ® Web bracing required at each location shown See standard details(TX01087001-001 revl). 1 1- a-12 1780 5.50• 1.52• 5.50• 2.20• 2x4 DFL #1 DG SLIDER 2x6 DFL #1 Plating spec : ANSI/TPI -1895 2 zI 3- 4 2411 SEG REQUIREKn"S shorn are based OMIXEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. on the at each bearir truss material $BL BLK 2x4 DFL STANDARD Lumber shear allowables are per NDS. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Permanent bracing is required (by others) to Loaded for 10 PSF non -concurrent BCLL. TC FORCE AxL atm CSI prevent rotationitoppling. See BCSI 1-03 P Gable verticals are 2x 4 web material spaced ESL 0 0.00 N at 16.0 " o.c. unless noted otherwise. 1-z 0.38 0.40 229 0.03 0.38 0.4o BASEItTpI . LATIand PLATING BASED ON GREEN (UMBER VALUES. Top chord supports 24.0 " of uniform load 2-3 -1997 0.02 0.38 0.39 ++++++++++++++++++++++ at 37 psf live load and 11 psf dead load. 3-4 -2210 0.02 0.58 0.60 Designed for 5.0 K lbs drag load applied Additional design considerations may be 4-5 679 0.08 0.58 0.66 evenly along the top chord to the bottom required if sheathing Is attached. RS -OR 53 0.01 0.05 0.06 chord along partial continuous bearing(s) 1+1 Indicates the requirement for lateral Indicated, concurrently with dead loads bracing (designed by others) perpendicular ec FORCE J1RL atm esi and 0 % live load. Duration=1.33. Partial to the plane of the member at 63"intervals. 6_7 640 0.00 0.36 0.36 continuous bearing reaction - 625 Plf Max. Bracing Is a result of wind load applied 7-e 2305 0.26 0.36 0.62 Connection (by others) must transfer equal to en nation sheath 8-9 2937 0.42 0.13 0.55 load to each ply (or add-on) shown. nlus This truss requires adequate as q g' 9-10 10-11 2937 0.42 0.11 0.53 1851 0.29 0.57 0.86 ++++++++++++++++++++++ the truss designed by others, a support face providing lateral support for webs In 11-12 -695 0.00 0.57 0.58 ++++++++++++++++++++++ OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.1 the truss plane and creating shear wall WEB FORCE CSI WEB FORCE esI Overhang Soffit loading = 0.0 psf action to resist diaphragm loads. Attach secondary top chord (if shown) with 2-7 -2179 0.58 3-10 1221 0.69 ++++++++++++++++++++++ rotated tie plates in addition to the 2-8 -966 0.32 4-10 -1058 0.32 heel plating shown. The secondary top 3-8 1140 0.79 4-11 -2756 0.75 chord may be notched for outlookers, 1.5" Jeep max. DO NOT NOTCH WITHIN THE PLATED 11 6 () HEEL AREA OR IN ANY ARE*1b4%L8KED BY (-)I I 1 2 3 4 5 8-2-14 =D-6 Lk UPLIFT REACTION(S) : Support 1 -283 lb Support 2 -66 lb HORIZONTAL REACTION(S) support 1 354 lb support 2 -354 lb This truss Is designed using the UBC -97 Code. Bldg Enclosed= Yes, Importance'Factor =1.00 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = B Bldg Length = 80.00 ft, Bldg Width = 23.00 It Mean roof height = 12.12 ft, mph = 80 UBC Standard Occupancy, Dead Load = 21.0 psf LOAD CASE #1 DESIGN LOADS Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 96.00 0-0-0 96.00 7.6- 0 0.77 TC Vert 178.00 7-6-0 191.00 11-6.0 0.71 TC Vert 191.00 11- 6- 0 191.00 15- 0- 0 0.70 TC Vert 191.00 15- 0- 0 178.00 23- 0- 0 0.70 TC Vert 96.00 23-0-0 96.00 24- 0.0 0.77 BC Vert 20.00 0-0-0 20.00 23- 0- 0 0.00 8-10-10 SHIP =0-6-14 MAX DEFLECTION (span) : L1999 IN MEM 9-10 (LIVE) L=-0.10" D= -0.05" T-0.15" MAX DEFLECTION (cant) : L/485 IN MEM 11-12 (LIVE) L= -0.04" D= -0.02" T= -0.07" -_= Joint Locations G= 1 0.0.0 7 1-8-12 2 6-4-6 8 8-0-15 3 11.6-0 9 10-0-0 4 16.7-10 10 14-11-1 5 23-0-0 11 21-3-4 6 0-0-0 12 23-0-0 P. 0 .c " .6!30108 CIO/1L �� 4! OF CR-1 8/4/2006 Scale: 3MV = 1' WO: DECKER05 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.4.24 - 0 1-0-0 1i -0-0i ~i 23-" 67 8 9 10 1112 TYPICAL PLATE: 1.5-3 Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. All plates are 20 gauge WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Chk: ABCD Dsgnr' KJD and are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord ' TC Live 37.00 psf DESIGN utilized is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 11.00 psf - ASSISTANCE noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any install environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, BC Live 0.00 psf and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from,Truswal software', America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf 793 Camellia Dr., Paradise CA 95969 'ANSlrrPI 1','WTCA 1' - Wood Truss Council of PLATE CONNECTED WOOD TRUSSES'- (11113-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onof io Drive, is located 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 58.00 psf - Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) at MAX DEFLECTION (span) : L1999 IN MEM 9-10 (LIVE) L=-0.10" D= -0.05" T-0.15" MAX DEFLECTION (cant) : L/485 IN MEM 11-12 (LIVE) L= -0.04" D= -0.02" T= -0.07" -_= Joint Locations G= 1 0.0.0 7 1-8-12 2 6-4-6 8 8-0-15 3 11.6-0 9 10-0-0 4 16.7-10 10 14-11-1 5 23-0-0 11 21-3-4 6 0-0-0 12 23-0-0 P. 0 .c " .6!30108 CIO/1L �� 4! OF CR-1 8/4/2006 Scale: 3MV = 1' WO: DECKER05 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.4.24 - 0 Job Name: DECKER05 Truss ID: 132 Qt.y: 5 Drw : BRG X -LOC REACT SIZE REQ' D TC 2x6 DFL #1 Plating Spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF HORIZONTAL REACTION(S) : support 1 -361 Ib 1 1- 8-12 13aa 5.50• 1.50• BC 2x4 DFL #1 2- 21- 3- 4 1344 5.50• 1. so 1. WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. support 2 361 Ib This truss Is designed using the, BRG REQIIIRB!ffiNTS shown are based otn�roaded for 10 PSF non -concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. UBC - Code. on the truea material at each bearing Bldg Enclosed =Yes, Importance Factor = 1.00 E Truss Location = End Zone TC FORCE ARL END CSI Hurricane/Ocean Line = No, Exp Category = B 1-2 -169 0.00 0.17 0.17 Bldg Length Bldg Width = 23.00 K 2-3 -308 0.01 0.17 0.17 12 , mph = 80 Mean roof height ht = = 12.2. ft 3-4 -1208 0.01 0.20 0.21 UBC Standard Occupancy, Dead Load = 21.0 psi 4-5 -1208 0.01 0.20 0.21 5-6 -308 0.01 0.17 0.17 6-7 -169 0.00 0.17 0.17 BC FORCE ARL END CSI 8-9 167 0.01 0.12 0.13 9-10 ' 961 0.07 0.29 0.36 10-11 715 0.05 0.29 0.34 11-12 715 0.05 0.29 0.34 12-13 961 0.07 0.29 0.36 13-14 167 0.01 0.12 0.13 MAX DEFLECTION (span) WEB FORCE CSI NEB FORCE CSI U999 IN MEM 11-12 (LIVE) L=-0.07" D=-0.04" T=-0.11" 2-9 -389 0.05 4-12 375 0.16 MAX DEFLECTION (cant) : 3-9 -1211 0.68 5-12 -215 0.07 U999 IN MEM 8.9 (LIVE) 3-10 -215 0.07 5-13 -1211 0.68 L= 0.00" D= 0.00" T= 0.00" 4-10 375 0.16 6-13 -389 0.05 Joint Locations 1 2 3 4 5 6 7 1 0-0-0 8 0-0-0 2 1-8-12 9 1-8-12 3 5-11- 7 10 7-9-10 $8 00� 4 11-6-0 11 10-0- 0 8� 5 17-0-9 12 15-2-6 6 21-3-4 13 21-3-4 5-6 7 23-0-0 14 23-0-0 3.5-6 8-2-14 7-8-4 8-2-14 SHIP Z2-4 SSIO 2-4 F yc2 4-4 44 / =0-6-14 IO -6-14 �Q 3.4 S=3.5-4 3-4 3. 11 3.511 9 � 1 6-0 1-6-0 . 6130108 �C P of CA`�� 23.0-0 8 9 10 11 12 1314 8/ 4/2006 All plates are 20 gauge Truswal Connectors by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' 1unnlle�sssTprreTceded WAR V [ v G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng- Job:.E.I. WO: DECKER05 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' ABCD ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' KJD ' are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DESIGN utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord directly TC Live 37.00 psf DurFacs L=11.15 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material attached, unless otherwise TC Dead 11.00 psf Rep Mbr Bnd 1.15 ASSISTANCE noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any _ environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live. 0.00 psf O.C.Spae(ng 2-0-0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Dead 10.00 psf Design Spec UBC -97 'ANSVTPI I','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL 793 Camellia Dr., Paradise CA 95969 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPf) is located at D'Onofrio Drive, Washington, DC 20036. TOTAL 58.00 Seqn T6.4.24 - 0 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, psf Job Name: DECKER05 Truss ID: B3 Qty: 1 Drwg: BRG x -LOC REACT SIZE REQ 'D TC 2x6 DFL #1 1 1- 8-12 1162 5.50• 1. so" BC 2x4 DFL #1 2 21- 3- 4 1343 5.50• 1.50• WEB 2x4 DFL STANDARD BRG REQDIRH!ffiNTs shown are based ONM!baded for 10 PSF non -concurrent BCLL on the trues material at each bearirrgnd verticals designed for axial loads only. Extensions above or below the truss profile TC FORCE ABL BND CSI (H any) require additional consideration 1-2 140 0.02 0.20 0.21 (by others) for horiz loads on the bldg. 2-3 -1211 0.01 0.20 0.20 3-4 -1205 0.01 0.21 0.21 4-5 -309 0.00 0.17 0.17 5-6 -170 0.00 0.17 0.17 BC FORCE ARL BND CSI 7-8 959 0.07 0.31 0.39 8-9 713 0.05 0.31 0.37 9-10 713 0.05 0.28 0.34 10-11 959 0.07 0.28 0.35 11-12 167 0.01 0.13 0.13 WEB FORCE CSI WEB FORCE CSI 1-7 -175 0.02 3-10 370 0.16 2-7 -1340 0.76 4-10 -214 0.07 2-6 -205 0.07 4-11 -1207 0.68 3-8 377 0.17 5-11 -389 11.05 Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607 PLATING BASED ON GREEN LUMBER VALUES. 10-" I 11-6-0 1 2 3 4 5 6 B00 -8.00 HORIZONTAL REACTION(S): support 1 -342 lb support 2 -342 lb This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.00 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = B Bldg Length = 80.00 It, Bldg Width = 23.00 ft Mean roof height = 12.12 ft, mph = 80 UBC Standard Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span) : U999 IN MEM 9-10 (LIVE) L= -0.07" D= -0.04" T= -0.11" MAX DEFLECTION (cant) : 1-1999 IN MEM 11-12 (LIVE) L- 0.00" D= 0.00" T= 0.00" Joint Locations = -_ 1 0.0-0 7 0-0-0 2 4-5-7 8 6-3-10 3 10.0-0 9 8-6-0 4 15-6-9 10 13-8-6 5 19-9-4 11 19-9-4 6 21.6-0 12 21-6-0 3.5-0 3.5-6 8-2-14 8-2-14 7-8 d SHIP � 2.4 T 2-4�ES$it 413 p I ,-6-14 10 -6 -14 1 3-4 S=3.5-4 3.4 -- i kin, 3x 3.5-4 3.5x4 g .. 65 COV1\• e� OF CAL\�� 1-" 21-0-0 STUB 7 8 9 10 1112 8/4/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: Mi. WO: DECKER05 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: ABCD ® and done in accordance with the current versions OCTPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' KJD ' ato be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads rc DESIGN utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 37.00 psf DurFaes L=1.15 P=1.15 ASSISTANCEnoted. is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 11.00 psf Rep Mbr Bind 1.15 - ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Dead 10.00 Design Spec UBC -97 'ANSI/CPI 1','TCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL W psf 793 Camellia Dr., Paradise CA 95969 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and 'HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 58.00 psf Seqn T6.4.24 - 0 lJob Name: DECKER05 Truss ID: 134 Qtv: 1 Drwa: BEG R -LOC REACT SIZERBQ'D TC 2x6 DFL #1 1 1- 7-12 1244 3.50" 1.50• BC 2x4 DFL 01 2 22- 9- 4 1250 5.50- 1.50• WEB 2x4 DFL STANDARD BEG REQUIREMENTS shown are based ONIbbaded for 10 PSF non -concurrent BCLL. on the trues material at each bearimEnd verticals designed for axial loads only. BEG HANGER/CLIP NOTE Extensions above or below the truss profile 1 Hanger TBE- (if any) require additional consideration *RANGER (S) TO BE ENGINEERED (by others) for hertz. loads on the bldg. Support Connection(s)/Hanger(s) are not designed for horizontal loads. TC FORCE AEL HND CST 1-2 142 0.02 0.20 0.21 2-3 -1346 0.01 0.20 0.21 3-4 -1485 0.01 0.21 0.22 4-5 -1711 0.01 0.21 0.22 BC FORCE AEL BIND CSI 6-7 1069 0.08 0.31 0.39 7-8 828 0.06 0.31 0.37 8-9 828 0.06 0.31 0.37 9-10 1305 0.21 0.20 0.41 WEB FORCE CSI WEB FORCE CSI 1-6 -171 0.02 3-7 366 0.16 2-6 -1479 0.84 3-9 628 0.26 2-7 -196 0.07 4-9 -466 0.16 Plating spec : ANSIrtPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 PLATING BASED ON GREEN LUMBER VALUES. 10-" 11-6-0 1 2 3 4 5 8r 00 -8.00 4-4 1-" 21 6-0 STUB 6 7 8 9 10 HORIZONTAL REACTION(S): support 1 3421b support 2 -342 lb This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.00 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = B Bldg Length = 80.00 ft, Bldg Width = 23.00 ft Mean roof height = 12.12 ft, mph = 80 UBC Standard Occupancy, Dead Load = 21.0 psf 8-2-14 SHIP 4-4 10-6-14-- All plates are 20 gauge Tru swaI Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Tru swaI software, unless noted. MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.07" D= -0.04" T= -0.11" == Joint Locations 1 0-0-0 6 0-0-0 2 4-5-7 7 6-3-10 3 10-0-08 8-6-0 4 15- 6- 9 9 13-8-6 5 21-6-0 10 21-6-0 P 6! a mac\ 06 iJ*30 CM:. OF CAL��� 8/4/2006 Scale: 3116" = 1' WO: DECKER05 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.4.24 - 0 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: ABCD ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: KJD DESIGN ASSISTANCE utilized on this desit d thldiid bth design meet or exceed loading imposed e meal buildingdd the particular application.Thdi the top cuar e esgn ussumes thathchord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Live 37.00 psf TC Dead 11.00 psf '® environment that will cause the moisture content of the wood to exceed 190/6 and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Tmswal software, 'ANSVIPI 1%'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Live 0.00 psf BC Dead 10.00 psf 793 Camellia Dr., Paradise CA 95969 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'OnoGio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 58.00 psf MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.07" D= -0.04" T= -0.11" == Joint Locations 1 0-0-0 6 0-0-0 2 4-5-7 7 6-3-10 3 10-0-08 8-6-0 4 15- 6- 9 9 13-8-6 5 21-6-0 10 21-6-0 P 6! a mac\ 06 iJ*30 CM:. OF CAL��� 8/4/2006 Scale: 3116" = 1' WO: DECKER05 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.4.24 - 0 lJob Name: DECKER05 Truss ID: C1 Qtv: 2 Drwa: I BRG X -IAC REACT SIZE RBQ'D TC 2X6 DFL #1 1 1- B-12 4671 5.50 . 2.12• 2x8 LVL 1.65ETSLSL3-6 2 31- 3- 4 3946 5.50• 1-73" BC 2x6 DFL #1 BEG REQUIREMENTS shown are based ONU21LL CHO 2x6 DFL #2 on the truss material at each bearirWEB 2x4 DFL STANDARD 793 Camellia Dr., Paradise CA 95969 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, 'ANSUI'PI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, BC Live 0.00 psf BC Dead 10.00 psf GBL BLK 2x6 DFL #2 TC FORCE AXL BND CSI Drainage must be provided to avoid ponding. 1-2 -398 0.00 0.16 0.18 Permanent bracing Is required (by others) to 2-3 -5732 0.03 0.18 0.21 prevent rotation/toppling. See BCSI 1.03 3-4 -8026 0.02 0.13 0.15 and ANSIITPI 1. 4-5 -7396 0.02 0.11 0.13 2x 4 web material vertical supports at 24" 5-6 -7396 0.02 0.12 0.14 o.c. (by others and typical). Attach with 6-7 -4758 0.02 0.17 0.191.5-3 min. plates at top and bottom. 7-8 -381 0.00 0.17 0.17 PLATING BASED ON GREEN LUMBER VALUES. 2-PLYI Nail w/10d BOX, staggered (per NDS) BC FORCE AXI. BND CSI in: TC- 3 BC- 2 WEBS- 2 "PER FOOTI" 9-10 398 0.02 0.11 0.13 10-11 705 0.04 0.17 0.21 11-12 4628 0.28 0.42 0.70 12-13 8107 0.49 0.20 0.69 13-14 8107 0.49 0.08 0.57 14-15 3784 0.23 0.09 0.32 15-16 637 0.03 0.10 0.14 16-17 381 0.01 0.10 0.12 WEB FORCE CSI WEB FORCE CSI 2-10 -4477 0.27 5-14 -1795 0.13 2-11 4122 0.91 6-14 4302 0.95 3-11 93 0.02 6-15 -704 0.05 3-12 4073 0.90 7-15 3354 0.74 4-12 -1335 0.09 7-16 -3751 0.22 4-14 -880 0.12 TYPICAL PLATE: 1.5-3 Plating spec : ANSI/TPI -1995 THIS'DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607, Loaded for 10 PSF non -concurrent BCLL. ++++*+++.++.++r+++4+r+ Nail pattern shown Is for PLF loads only. Concentrated loads MUST be distributed to each ply equally. On multi -ply with hangers, use 3" nails min. Into the carrying member. For more than 2 ply, use additional fasten- ers as Indicated from the back plys, or use any other approved detail (by others). +++♦+r+++t♦++++.♦+++♦* Flat top chord has not been designed for drifting snow unless noted otherwise. 9-10-2 { 15-8-11 I 7-5-3 1 2 -FLYS 1 2 3 4 5 6 7 8 REQUIRED800 $0 This design based on chord bracing applied per the following schedule: max O.C. from to TC 24.00- 9-11-10 23-0-6 TC 24.00" 6-7-4 9-10-2 TC 24.00" 23-0-6 26-4-12 HORIZONTAL REACTION(S): support 1 219 lb support 2 -219 lb This truss Is designed using the UBC -97 Code.' Bldg Enclosed = Yes, Importance Factor =1.00 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = B Bldg Length = 90.00 ft, Bldg Width = 40.00 ft Mean roof height = 25.79 it, mph = 80 UBC Standard Occupancy, Dead Load = 15.6 psf -LOAD CASE #1 DESIGN LOADS Dir L.Pif L.Loc R.Plf R.Loc LUTL TC Vert 96.00 0-0-0 96.00 6- 6.0 0.77 TC Vert 221.00 6- 6- 0 296.00 16- 6- 0 0.70 TC Vert 296.00 16= 6- 0 221.00 26- 6- 0 0.68 TC Vert 96.00 26-6-0 96.00 33-0-0 0.77 BC Vert 20.00 0-0-0 20.00 1- 6- 0 0.00 BC Vert 35.00 1-6-0 35.00 11-6-0 0.27 BC Vert 20.00 11-6-0 20.00 33- 0- 0 0.00 Type... Itis X.Loc LL/TL BC Vert 500.0 6- 6- 0 0.64 BC Vert 875.0 11-6-0 0.64 500# 875# 9 10 11 12 13 14 15 16 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. MAX DEFLECTION (span) : U999 IN MEM 11-12 (LIVE) L= -0.14" D= -0.08" T= -0.22" MAX DEFLECTION (cant) : L1999 IN MEM 16-17 (LIVE) L= 0.01" D= 0.00" T= 0.01" =Joint Locations 1 0-0-0 10 1-8-12 2 1-8-12 11 6-7-4 3 6-7-4 12 13-3-4 4 13-3-4 13 18-0-0 5 19-8-12 14 19-8-12 6 26-4-12 15 26-4-12 7 31-3-4 16 31-3-4 8 33-0-0 17 33-0-0 9 0-„o-2: Fy �- Wow CE' " S';Z 8/ 4/2006 Scale: 1/8" = 1' WAR I Y G Read all notes on this sheet and givea'copy of it to the Erecting Contractor. Eng. Job: EJ. WO: DECKER05 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' ABCD ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DS nr' KJD g DESIGN ASSISTANCE utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Live 37.00 psf TC Dead 11.00 psf DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.00 793 Camellia Dr., Paradise CA 95969 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, 'ANSUI'PI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, BC Live 0.00 psf BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Design Spec UBC -97 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 58.00 psf Seqn T6.4.24 - 0 Job Name: DECKER05 ' Truss ID: C2 Qty: 6 Drwq: BRG x -LOC REACT SIZE REQ'D TC 2x6 DFL #2 1 1- 8-12 1287 5.50 . 1. So• BC 2x4 DFL #1 2 31- 3- 4 1275 5.50 . 1. so• 2x6 DFL #2 14-15 BRO REQUIRM4ENTS shoo are based ONLY 2x6 DFL #1 15-18 on the truas material at each bearirWEB 2x4 DFL STANDARD TC FORCE AxL BND CSI 1-2 -175 0.00 0.16 0.16 2-3 -3286 0.05 0.16 0.21 3-4 -5193 0.17 0.26 0.43 4-5 -5104 0.17 0.26 0.42 5-6 -6005 0.21 0.32 0.53 6-7 -3014 0.05 0.21 0.25 7-8 -2869 0.04 0.21 0.25 8-9 -3800 0.08 0.25 0.33 9-10 -1187 0.01 0.13 0.13 10-11 -1275 0.01 0.14 0.15 11-12 -1277 0.01 0.14 0.15 12-13 99 0.01 0.08 0.09 BC FORCE AIL BND CSI 14-15 173 0.02 0.08 0.10 15-16 -414 0.01 0.09 0.10 16-17 3166 0.37 0.16 0.54 17-18 5240 0.62 0.16 0.78 18-19 4254 0.69 0.24 0.93 19-20 3083 0.50 0.12 0.62 20-21 39 0.00 0.08 0.09 21-22 5 0.00 0.12 0.12 22-23 1036 0.17 0.06 0.22 23-24 354 0.00 0.09 0.09 24-25 70 0.00 0.06 0.06 WEB FORCE CSI WEB FORCE CSI 20-8 1862 0.40 7-19 2850 0.46 2-15 -1174 0.14 8-19 -1440 0.24 2-16 2668 0.44 9-20 2050'0.90 3-16 -820 0.10 20-22 2102 0.92 3-17 1689 0.74 9-22 -1723 0.98 5-17 -641 0.08 11-22 -120 0.09 5-18 638 0.25 11-23 -283 0.08 6-18 3024 0.49 12-23 978 0.43 6-19 -2215 0.38 12-24 -1215 0.15 2x4 DFL #1 2-16,18-6 19-7 ++t+♦+tar++t.++tt+t++♦ Unrestrained horiz. LL deflection = 0.61 r+++++tea++♦++a+++++++ ®Web bracing required at each location shown. See standard details (TX01087001-001 revl). Plating Spec: ANSI/TPI -1995 NOTEWAXIMIMUM TRUSS SPACING IS 16.0 " O.C. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BCLL PLATING BASED ON GREEN LUMBER VALUES. 16.6-0 16-" 1 2 3 4 5 6 7 8 9 10 11 121 8� 116-0 800 12-M 15-0-0 33-" 14 15 16 17 18 19 201 22 23 225 HORIZONTAL REACTION(S): support1 347lb support 2 348 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.00 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = B Bldg Length = 80.00 ft, Bldg Width = 33.00 ft Mean roof height = 13.79 ft, mph = 80 UBC Standard Occupancy, Dead Load = 21.0 psf 11.6-14 SHIP 14 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. MAX DEFLECTION (span) : L/742 IN MEM 18-19 (LIVE) L= -0.48" D= -0.27" T= -0.75" MAX DEFLECTION (cant) : 1-1270 IN MEM 14-15 (LIVE) L= 0.08" D= 0.05' T= 0.13" Joint Locations = 1 0-0-0 14 0-0-0 2 1-8-6 15 1-11-8 3 5-9-7 16 5-9-7 4 8-5-3 17 9-10.7 5 9-10-7 18 13-11-8 6 13-11-8 19 16-6-0 7 16-6-0 20 17-7-12 8 17-7-12 21 17.7-12 921-10-6 22 21-10-6. 10 24- 6-13 23 27-2-12 11 27-2-12 24 31-3-4 12 31-3-4 25 33-0-0 13 33-0-0 nz 6/3010 CMS- �� 8/10/2006 Scale: 118" =1' YYAR I v G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: DECKER05 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The. building designer must ascertain that the loads Chk' ABCD Dsgnr: KJD DESIGN ' -ASSISTANCE ® utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Troswal software', 'ANSI/IPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL TC Live 37.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 10.00 psf DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 1-4-0 Design Spec UBC -97 793 Camellia Dr., Paradise CA 95969 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, ' - Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800, Washington, DC 20036. TOTAL 58.00 psf Seqn T6.4.24 - 0 Job Name: DECKER05 Truss ID: C3 Qty: 3 Drwg: I ERG x -LOC REACT SIZE REQ'D TC 2x6 DFL #2 1 1- 8-12 1160 S.50 . 1.50• BC 2x4 DFL #1 2 31- 3- 4 1279 5.50• 1.50" 2x6 DFL #1 13-16 ERG REQUIREMENTS Shown are based ONIWEB 2x4 DFL STANDARD ume on the tres atrial at each bearing 2x4 DFL #1 1-14,16-5 TC FORCE AIL END CSI 1-2 -3389 0.07 0.16 0.22 2-3 -5265 0.18 0.25 0.43 3-4 -5176 0.18 0.25 0.43 4-5 -6053 0.22 0.33 0.54 5-6 -3034 0.05 0.21 0.25. 6-7 -2887 0.04 0.21 0.25 7-8 -3823 0.08 0.25 0.33 8-9 -1193 0.01 0.13 0.13 9-10 -1281 0.01 0.14 0.15 10-11 -1281 0.01 0.14 0.15 11-12 99 0.01 0.08 0.09 BC FORCE ABI. END CSI 13-14 -413 0.00 0.09 0.09 14-15 3285 0.39 0.17 0.56 15-16 5304 0.63 0.17 0.80 16-17 4288 0.70 0.24 0.94 17-18 3102 0.51 0.12 0.63 18-19 39 0.00 0.08 0.09 19-20 5 0.00 0.12 0.12 20-21 1039 0.17 0.06 0.23 21-22 341 0.00 0.09 0.09 22-23 70 0.00 0.06'0.06 WEB FORCE CSI WEB FORCE CSI 18-7 1871 0.40 6-17 2870 0.47 1-13 -1106 0.13 7-17 -1446 0.24 1-14 2895 0.47 8-18 2064 0.91 2-14 -848 0.10 18-20 2112 0.93 2-15 1621 0.71 8-20 -1733 0.96 4-15 -618 0.08 10-20 -119 0.09 4-16 612 0.24 10-21 -285 0.08 5-16 3054 0.50 11-21 982 0.43 5-17 -2237 0.39 11-22 -1219 0.15 17-0 Loaded for 10 PSF non -concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz loads on the bldg. Web bracing required at each location shown. ® See standard details (TX01087001-001 revl). Plating spec : ANSI/TPI -1995 NOTE:MAXIMIMUM TRUSS SPACING IS 16.0 " O.C. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 t+++++++++++t++tt+at++ Unrestrained hertz LL deflection = 0.63 " t+++++t++r♦++++++++++r 15-" 16-" 1 2 3 4 5 6 7 8 9 10 111Y 8� R6-6 8.00 , HORIZONTAL REACTION(S) : support 1 336 lb support 2 -337 lb This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.00 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = B Bldg Length = 80.00 ft, Bldg Width = 33.00 ft Mean roof height = 13.79 ft, mph = 80 UBC Standard Occupancy, Dead Load = 21.0 psf 0-W 3-0-8 1-0-0 31-6-0 STUB 13 14 15 16 17139 20 21 2M All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• ABCD and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: KJD DESIGNutilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 37.00 psf ASSISTANCE is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 11.00 psf ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf 793 Camellia Dr., Paradise CA 95969 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HiB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 58.00 psf MAX DEFLECTION (span) : L/728 IN MEM 16-17 (LIVE) L= -0.49" D= -0.28" T= -0.76" MAX DEFLECTION (cant) : 1_/404 IN MEM 22-23 (LIVE) L= 0.05" D= 0.03" T= 0.08" = Joint Locations 1 0-0-0 13 0-0-0 2 4-3-7 14 4-3-7 3 6-11-3 15 8-4-7 4 8-4-7 16 12-5-8 5 12-5-8 17 15-0-0 6 15-0-0 18 16-1-12 7 16-1-12 19 16-1-12 8 20-4-6 20 20-4-6 923-0-13 21 25-8-12 10 25-8-12 22 29-9-4 11 29-9-4 23 31-6-0 12 31-6-0 P. 0 -� . 6/30108 CN. �Q OF CA1-���� 8/10/2006 Scale: 1/8" =,' WO:DECKER05 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 1- 4- 0 Design Spec UBC -97 Seqn T6.4.24 - 0 . Job Name: DECKER05 Truss ID: C4 Qty: 3 Drwg: BAG X -LOC REACT SIZE REQ'D TC 2x6 DFL 02 1 1- 8-12 1921 5. so • 1.67• 2x6 DFL 01 14,6.9 2 31- 3- 4 1921 5.50• 1.67• BC 2x4 DFL #1 SAG REQUIREMENTS shows are based ON=EB 2x4 DFL STANDARD on the trues material at each bearidal-ATING BASED ON GREEN LUMBER VALUES. TC FORCE AXL BND CSI 1-2 -197 0.00 0.22 0.22 2-3 -2038 0.01 0.47 0.48 3-4 -1804 0.01 0.47 0.49 4-5 -1721 0.02 0.45 0.48 5-6 -1721 0.02 0.45 0.48 6-7 -1804 0.01 0.47 0.49 7-8 -2038 0.01 0.47 0.48 8-9 -197 0.00 0.22 0.22 BC FORCE AXL BND CSI 10-11 204 0.01 0.11 0.12 11-12 555 0.01 0.19 0.20 12-13 1629 0.26 0.14 0.40 13-14 1155 0.09 0.26 0.35 14-15 1155 0.09 0.26 0.35 15-16 1629 0.26 0.14 0.40 16-17 555 0.01 0.19 0.20 17-18 204 0.01 0.11 0.12 Plating spec: ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BCLL. WEB FORCE CSI WEB FORCE CSI 2-11 -1822 0.22 5-15 538 0.23 2-12 1385 0.61 7-15 -501 0.50 3-12 -258 0.16 7-16 -258 0.16 I 16-0-0 I 16-6-0 I 3-13 -501 0.50 8-16 1385 0.61 1 2 3 4 5 6 7 8 9 5-13 538 0.23 8-17 -1822 0.22 8.00 -8.00 5-6 33-" 10 11 12 13 14 15 16 198 HORIZONTAL REACTION(S) : support 1 491 Ib support 2 491 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.00 Truss Location = End Zone Hurricane/Ocean Line - No, Exp Category = B Bldg Length = 80.00 ft, Bldg Width = 33.00 ft Mean roof height = 13.79 ft, mph = 80 UBC Standard Occupancy, Dead Load = 21.0 psf 11-6-14 SHIP 14 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. MAX DEFLECTION (span) : L/999 IN MEM 14-15 (LIVE) L= -0.07" D= -0.04" T= -0.10" MAX DEFLECTION (cant) : L/999 IN MEM 10-11 (LIVE) L= 0.01" D= 0.00" T= 0.01" _ Joint Locations 1 0- 0- 0 10 0- 0- 0 2 1- 8-12 11 1-8-12 3 8-5-7 12 6-10-2 4 10-1-3 13 13-3-6 5 16-6-0 14 16-0-0 6 22-10-13 15 19-8-10 7 24-6-9 16 26-1-14 8 31-3-4 17 31-3-4 9 33-0-0 18 33-0-0 W0108 +�C CMS- OF CAL���� 8/4/2006 Scale: 1/8" = 1' WO: DECKER05 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.4.24 - 0 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. ® DESIGN ASSISTANCE This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads tili utilized this diexceed loading i on s esgn meet or exceethe oang mposed by the local building code and the particular application. The design assumes that the top chord is laterally brutes by the roof or floor sheathing and the bottom chord is laterally bmced.by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Chit: ABCD Dsgnr: KJD TC Live 37.00 psf TC Dead 11.00 psf ® environment that wil I cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal softwae, BC Live 0.00 psf 793 Camellia Dr., Paradise CA 95969 'ANSVI'PI I','WTCA V- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, BC Dead 10.00 psf Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 191h Street, NW, Ste 800, Washington, DC 20036. TOTAL 58.00 psf MAX DEFLECTION (span) : L/999 IN MEM 14-15 (LIVE) L= -0.07" D= -0.04" T= -0.10" MAX DEFLECTION (cant) : L/999 IN MEM 10-11 (LIVE) L= 0.01" D= 0.00" T= 0.01" _ Joint Locations 1 0- 0- 0 10 0- 0- 0 2 1- 8-12 11 1-8-12 3 8-5-7 12 6-10-2 4 10-1-3 13 13-3-6 5 16-6-0 14 16-0-0 6 22-10-13 15 19-8-10 7 24-6-9 16 26-1-14 8 31-3-4 17 31-3-4 9 33-0-0 18 33-0-0 W0108 +�C CMS- OF CAL���� 8/4/2006 Scale: 1/8" = 1' WO: DECKER05 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.4.24 - 0 lJob Name: DECKER05 Truss ID: C5 Qtv: 2 oDFwa: BRG X -LOC REACT SIZEREQ'D TC 2x6 DFL #1 1 1- 8-12 4233 5.50 . 1.88• 2x8 LVL 1.65ETSLSL 3-5,5-7 231- 3- 4 4233 5.50• 1.88" BC 2x6 DFL #1 BRG. REQUIREMENTS shown are based ONIMLL CHO 2x6 DFL #2 on the trues material at each bearirWEB 2x4 DFL STANDARD TC FORCE AXL HND CSI 1-2 -342 0.00 0.13 0.13 2-3 -4739 0.02 0.13 0.16 3-4 -8209 0.03 0.15 0.18 4-5 -8327 0.02 0.14 0.16 5-6 -8327 0.02 0.13 0.15 6-7 -8327 0.03 0.14 0.17 7-8 '-4741 0.02 0.14 0.16 8-9 -341 0.00 0.14 0.14 BC FORCE AXL HND CSI 10-11 329 0.01 0.11 0.12 11-12 585 0.03 0.11 0.14 12-13 3849 0.23 0.08 0.31 13-14 8388 0.50 0.11 0.61 14-15 8388 0.50 0.05 0.56 15-16 5839 0.30 0.05 0.35 16-17 1271 0.03 0.10 0.13 17-18 329 0.01 0.10 0.12 WEB FORCE CSI NEB FORCE CSI 2-11 -4022 0.24 6-15 -1959 0.13 2-12 3477 0.77 7-15 5005 0.41 3-12 -988 0.07 7-16 -980 0.07 3-13 4895 0.40 8-16 3476 0.77 4-13 -2000 0.13 8-17 -4028 0.24 4-15 -1305 0.24 TYPICAL PLATE: 1.5-3 2x4 DFL #1 3-13,15.7 Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSVTPI 1. 2x 4 web material vertical supports at 24" o.c. (by others and typical). Attach with 1.53 min. plates at top and bottom. PLATING BASED ON GREEN LUMBER VALUES. 2-PLYI Nall w/10d BOX, staggered (per NDS) In: TC- 3 BC- 2 WEBS- 2 **PER FOOTI" HORIZONTAL REACTION(S): support 1 184 lb support 2 184 lb Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. ++++++++++++++++++++++ Nail pattern shown is for PLF loads only. Concentrated loads MUST be distributed to each ply equally. On multi -ply with hangers, use 3" nails min. into the carrying member. For more than 2 ply, use additional fasten- ers as indicated from the back plys, or use any other approved detail (by others). ++++++++++++++++++++++ Flat lop chord has not been designed for drifting snow unless noted otherwise. This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = B Bldg Length = 90.00 ft, Bldg Width = 40.00 ft Mean roof height = 25.79 ft, mph = 80 UBC Standard Occupancy, Dead Load = 15.6 psf I 9-10-2 I 16-8-11 I 6-5-3 2 -PLY'S 1 2 3 4 5 6 7 8 9 r REQUIRED 8� 375# 11-6-14 10-10 3-8 3 4-4 =A-6-14 -800 8 8-0 375# + +++++++++ Designed for 5.5 K Ib drag load applied evenly along the top ord to the bottom chord °along partial c ntinuous bearing(s) Indicateil;.concurre ly with the loads and 0 I live Iiia` .Durat!on =1.33. Partial continuous bearing reaction 611 Plf Max. Connection (by others) must transfer equal load to each ply (or add-on) shown. ++++++++++++++++++++++ This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 9-11-10 23-0-6 TC 24.00" 5-7-4 9-10-2 TC 24.00" 23-0-6 27-4-12 -LOAD CASE #1 DESIGN LOADS Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 96.00 0-0-0 96.00 5- 6- 0 0.77 TC Vert 221.00 5- 6- 0 296.00 16- 6- 0 0.70 TC Vert 296.00 16- 6- 0 221.00 27- 6- 0 0.68 TC Vert 96.00 27-6-0 96.00 33-0-0 0.77 BC Vert 20.00 0-0-0 20.00 1- 6- 0 0.00 BC Vert 30.00 1-6-0 30.00 31-6-0 0.21 BC Vert 20.00 31-6-0 20.00 33- 0- 0 0.00 Type... Ibs X.Loc LL/TL TC Vert 375.0 5- 6- 0 0.64 TC Vert 375.0 27- 6-0 0.64 11-0-14 SHIP 4-4 1 TO -6-14 P 3-10 3-10 S=6-6 3-10 rl 33-" 1011 12 13 1415 16 148 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. P" MAX DEFLECTION (span) : L/999 IN MEM 13-14 (LIVE) L= -0.17" D= -0.10" T= -0.26" MAX DEFLECTION (cant) : L/999 IN MEM 10-11 (LIVE) L= 0.01" D= 0.01" T= 0.02" _=- Joint Locations 1 0-0-0 10 0-0-0 2 1- 8-12 11 1- 8-12 3 5-7-4 12 5-7-4 4 12-11-4 13 12-11-4 5 18-11-9 14 19-0.0 620-0-12 15 20-0-12 7 27-4-12 16 27-4-12 8 31-3-4 17 31-3-4 9 33-0-0 18 33-0-0 P. 6/30108 / * �Mty ��P � OF CO.%-��� 8/4/2006 Scale: 1/8" = 1' YY 11MI Y G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: DECKER05 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' ABCD ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: KJD TC Live 37.00 psf TC Dead 11.00 psf DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.00 DESIGN ASSISTANCE utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roofer door sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Live 0.00 psf BC Dead 10.00 psf O.C.Spacing 2-0-0 Design Spec UBC -97 793 Camellia Dr., Paradise CA 95969 PLATE CONNECTED' WOOD TRUSSES'- (1-1113-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 58.00 psf Seqn T6.4.24 - 0 Job Name: DECKER05 Truss ID: G1 Qty: 1 Drwq: BRG X -LOC REACT SIZE REQ'D TC 2X6 DFL #2 1 1- 7-12 641 3.50 . 1.50° BC 2x6 DFL SS 2 6- 4- 4 873 3.50• 1.50• WEB 2x4 DFL STANDARD BRG REQUIREMENTS shown are based oNUMmber shear allowables are per NDS. on the trues material at each bearir@ennanent bracing Is required (by others) to BRG BANGER/CLIP NOTE prevent rotation/toppling. See BCSI 1-03 2 HUS26 and ANSUTPI 1. Support Connection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES TC FORCE AXL BND CSI 1-2 95 0.00 0.19 0.19 BC FORCE AXL BND CSI 3-4 88 0.00 0.79 0.79 WEB FORCE CSI WEB FORCE CSI 1-3 -160 0.02 2-4 -175 0.05 1-4 -91 0.04 4-10-14 3.5-1 T 1-6-14 1 1 Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 8� 2 1-6.0 1 5-" STUB 3 4� 4 Required bearing widths and bearing areas apply when truss not supported in a hanger. This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = B Bldg Length = 80.00 ft, Bldg Width = 5.00 ft Mean roof height= 10.18 ft, mph = 80 UBC Standard Occupancy, Dead Load = 26.0 psf -LOAD CASE #1 DESIGN LOADS Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 64.00 1-6.0 64.00 6-6-0 0.50 BC Vert 20.00 1-6-0 20.00 6-6-0 0.00 Type... Itis X.Loc LL/TL BC Vert 1094.0 4-6.0 0.38 MAX DEFLECTION (span) : L/999 IN MEM 3.4 (LIVE) L= -0.04" D= -0.06" T= -0.10" = Joint Locations --_= 1 0.0-0 3 0-0-0 2 5-0-0 4 5-0-0 CM�,613'"ll - OCP+t��/ 8/4/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1' WARNING Read al/ notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: DECKER05 This design is for an individual building component not truss iystem. It has been based on specifications provided by the component manufacturer Chit: ABCD ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads ' Dsgnr: KJD D ASSISTANCE 793 Camellia Dr., Paradise CA 95969 tilized on this desit d thldii utilized meet or exceed loading mry s_M byhlocal buildingddh cuar appcatuu. e design assumes the lop chord the ocacode anthe particular liiThdithathd is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will rause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal softwae, 'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLiNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Thus Plate Institute (TPI) is located at D'Onofrio Drive, TC Live 16.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 10.00 psf DurFacs L=125 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11 t 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 42.00 psf Seqn T6.4.24 - 0 Job Name: DECKER05 Truss ID: M1 Qty: 4 Drwg: BEG x -LOC REACT SIZE RSQ ' D TC 2x4 DFL #1 Plating Spec : ANSI/TPI -1995 UPLIFT REACTION(S): 1 0- 1-1287 3.50• 1.50• BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -11 Ib 2 1- 4- 4 66 3.50• 1.50• PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. This truss is designed using the 3 1- 4- 4 21 3.50• 1.50• Install Interior support(s) before erection. Mark all Interior bearing locations. UBC -97 Code. BRG REQUIREMENTS ahown are based ONUTLATING BASED ON GREEN LUMBER VALUES. Shim bearings (if needed) for req. support. Bldg Enclosed = Yes, Importance Factor = 1.00 on the trues material at each bearing 0-4-T7 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = B TC FORCE AXL BND CSI Bldg Length = 80.00 ft, Bldg Width = 1.50 ft 1-2 29 0.00 0.03 0.03 1 Mean roof height = 10.51 ft, mph = 80 2-0 -8 0.00 0.00 0.00 UBC Standard Occupancy, Dead Load = 21.0 psf BC FORCE AXL HND CSI 3-4 -23 0.00 0.02 0.02 4-0 0 0.00 0.00 0.00 F8--0— .0 2 MAX DEFLECTION (span) : L/999 IN MEM 3-4 (LIVE) L= 0.00" D= 0.00" T= 0.00" -= Joint Locations = _ 1 0- 0- 0 3 0- 0- 0 2 1-6-0 4 1-6-0 1.4-7 11-4-7 3-4 10 %SSP. -4 0-4-T7 1 0 6130108 C►\/!L `P sr' OF CRS\�Q� 1-6-0 3 4 8/4/2006 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 0132" = V WA) I G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: DECKER05 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' ABCD ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. Thbuilding designer must ascertain that the loads Dnr- KJD Se g D tilid thididh utilized on s design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 37.00 psf DurFacs L=1.15 P=1.15 ASSISTANCE is laterally braced by the roof or Door sheathing and the bottom chord is laterally braced by a rigid sheathing materiel directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 11.00 psf Rep Mbr Bnd 1.15 ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Tmswal software', °ANSI/TPI I','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 793 Camellia Dr., Paradise CA 95969 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 58.00 psf Seqn T6.4.24 - 0 Job Name: DECKER05 Truss ID: M2 Qtv: 3 Drwa: BRO X -LOC REACT SIZEREQ'D TC 2x4 DFL #1 1 0- 7-12 148 3.50" 1.50• BC 2x4 DFL #1 2 1- 4- 4 49 3.50• 1.50• WEDGE 2x4 DFL #1 3 1- 4- 4 16 3.50• 1.50• Mark all interior bearing locations. BRG REQUIREMENTS shoo a are based ONLShim bearings (if needed) for req. support on the trum es aterial at each bearing TC FORCE AXL BND CSI 1-2 -23 0.00 0.02 0.02 2-0 -8 0.00 0.00 0.00 BC FORCE AXL HND CSI 3-4 -24 0.00 0.02 0.02 4-0 0 0.00 0.00 0.00 Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Install interior support(s) before erection. PLATING BASED ON GREEN LUMBER VALUES. F-8.00 2 UPLIFT REACTION(S) : Support 2 -17 Ib Support 3 -5 lb This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = B Bldg Length = 80.00 ft, Bldg Width = 1.50 ft Mean roof height = 8.51 ft, mph = 80 UBC Standard Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span) : L/999 IN MEM 3-4 (LIVE) L= 0.00" D= 0.00" T= 0.00" _=- Joint Locations 1 0- 0- 0 3 0- 0- 0 2 1-6-0 4 1-6-0 1 4-7 1-4-7 3-4 T t ss/o 0-4-7 �o P. FO FyC2 vl� O (c� 0 0-" tbl30c 1 OF CA`\c�Q� 3 4� 8/4/2006 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 0/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: DECKER05 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• ABCD ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: KJD DESIGN are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 37.00 psf DurFacs L=1.15 P=1.15 ASSISTANCE is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 11.00 psf Rep Mbr Bnd 1.15 ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/rPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 793 Camellia Dr., Paradise CA 95969 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 58.00 psf Seqn T6.4.24 - 0 Job Name: DECKER05 Truss ID: M3 Qty: 2. Drw : ERG R -LOC REACT SIZE REQ'D TC 2x6 DFL #2 Plating spec : ANSUTPI -1995 UPLIFT REACTION(S): 1 1- 7-12 497 3.50• 1.50• BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -54 lb 2 6- 4- 4 240 3.50• 1.50• WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. HORIZONTAL REACTION(S) : 3 6- 4- 4 76 3.50 • 1.50 • Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. support 1 111 Ib BRG REQUIREMENTS shown are based OWLDstall Interior support(s) before erection. Mark all Interior bearing locations. support 3 -111 Ib on the trues material at each bearin?jLATING BASED ON GREEN LUMBER VALUES. Shim bearings (if needed) for req. support. This truss Is designed using the ASSISTANCE is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise UBC -97 Code. TC FORCE AXL BND CSI Bldg Enclosed = Yes, Importance Factor =1.00 1-2 122 0.01 0.14 0.15 Rep Mbr Bnd 1.15 Truss Location = End Zone 2-3 -141 0.00 0.24 0.24 BC Live 0.00 psf Hurricane/Ocean Line = No, Exp Category = B 3-0 -a 0.00 0.00 0.00 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Bldg Length = 80.00 ft, Bldg Width = 6.41 ft Mean roof height = 10.18 ft, mph = 80 BC FORCE AxL BND CSI Design Spec UBC -97 UBC Standard Occupancy, Dead Load = 21.0 psf 4-5 -112 0.01 0.11 0.12 5-6 -112 0.01 0.11 0.12 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 58.00 psf 6-0 0 0.00 0.00 0.00 WEB FORCE CSI WEB FORCE CSI 2-5 -414 0.05 1 2 3 8� MAX DEFLECTION (span) : U999 IN MEM 5-0 (LIVE) L= -0.02" D= -0.01" T= -0.03" MAX DEFLECTION (cant) : 1-1835 IN MEM 4-5 (LIVE) L= 0.02" D= 0.01" T- 0.04" - Joint Locations 1 0-0-0 4 0-0-0 2 1-7-12 5 1-7.12 3 6- 6- 0 6 6- 6- 0 Cmt OF CAS-�c�� 6.6-D 4 5 6 8/4/2006 - OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: DECKER05 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: ABCD ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DS nr• KJD g DESIGN utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assuoics that the top chord TC Live 37.00 psf DurFaes L=1.15 P=1.15 ASSISTANCE is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead noted. Bracing shown is for lateral support orcomponents members only to reduce buckling length. This component shall not be placed in any 11.00 psf Rep Mbr Bnd 1.15 ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', ANSI/TPI 1%`WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 793 Camellia Dr., Paradise CA 95969 PLATE CONNECTED WOOD TRUSSES' - (1-1I13-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, ' Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 58.00 psf Seqn T6.4.24 - 0 Job Name: DECKER05 Truss ID:.M4 Qty: 1 Drw : BRO x -Loc REACT SIZE REQ'D TC 2x6 DFL #2 Plating spec : ANSI/TPI -1995 UPLIFT REACTION(S) : 1 1- 7-12 290 3.50• 1.50• BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 401b 2 ' 6- 4- 4 240 3.50• 1.50• WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. This truss is designed using the 3 6- 4- 4 e7 3.50• 1.50• Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. UBC -97 Code. BEG REQUIREMENTS ahova are based ONltlastall Interior support(s) before erection. Mark all interior bearing locations. Bldg Enclosed = Yes, Importance Factor =1.00. on the trues material at each bearirRjLATING BASED ON GREEN LUMBER VALUES. Shim bearings (if needed) for req. support. Truss Location = End Zone End verticals designed for axial loads only. Hurricane/Ocean Line = No, Exp Category - B TC FORCE Axl. END CSI Extensions above or below the truss profile Bldg Length = 80.00 ft, Bldg Width = 6.41 it 1-2 -125 0.00 0.27 0.27 (if any) require additional consideration Mean roof height= 10.18 it, mph = 80 2-0 -8 0.00 0.00 0.00 (by others) for hertz loads on the bldg. UBC Standard Occupancy, Dead Load = 21.0 psf BC FORCE AXL END CSI 1 6-0 I 5-" I 3-4 88 0.01 0.17 0.18 L 8� 4/2006 4-5 -88 0.00 0.17 0.17 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1' 5-0 0 0.00 0.00 0.00 WO: DECKER05 WEB FORCE CSI WEB FORCE CSI 1-3 -240 0.03 1-4 -113 0.04 800 - MAX DEFLECTION (span) : U999 IN MEM 4.5 (LIVE) L= -0.03" D= -0.62" T= -0.05" -� = Joint Locations =_ 1 0-0-0 4 1-6-0 2 5-0-0 5 5-0-0 3 0-0-0 4-10-14 4-10-14 3.5-4 T sS,a 1-0-14 Pto 1IU DO 1.5-4 0!0 CMS S OF WAS 1 6-0 I 5-" I STUB 3 4 5 L 8� 4/2006 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.E.I. WO: DECKER05 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: ABCD ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds 9 nr: KJD DESIGNutilized on this design meet or exceed the loading imposed by the IwAl building code and the particular application. The design assumes that the top chord TC Live 37.00 psf DurFacs L=1.15 P=1.15 ASSISTANCE is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 11.00 psf Rep Mbr Bnd 1.15 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output fiom Truswal software', 'ANSVTPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 ' 793 Camellia Dr., Paradise CA 95969 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Thus Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 58.00 psf Seqn T6.4.24 - 0 lJob Name: DECKER05 Truss ID: M6 Qtv: 6 Drwa: ERG X -LOC REACT SIZE REQ'D TC 2X6 DFL #2 1 1- 7-12 448 3.50 . 1.50• BC 2x4 DFL #1 2 5- 4- 4 194 3.50• 1.50• WEB 2z4 DFL STANDARD 3 5- 4- 4 55 3.50• 1.50• Loaded for 10 PSF non -concurrent BCLL BRG REQUIREMENTS shout[ are based otntDstall Interior support(s) before erection. on the truss material at each bearirfjLATING BASED ON GREEN LUMBER VALUES. TC FORCE AXL END CSI 1-2 107 0.01 0.13 0.14 2-3 -117 0.00 0.15 0.15 3-0 -8 0.00 0.00 0.00 BC ' FORCE AXL BND CSI 4-5 -95 0.00 0.10 0.10 5-6 -95 0.00 0.10 0.10 6-0 0 0.00 0.00 0.00 WEB FORCE CSI WEE FORCE CSI 2-5 -366 0.04 4-2-14 T 4-4 10.6-14 Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Mark all Interior bearing locations. Shim bearings (if needed) for req. support. 2 3 8r 00 UPLIFT REACTION(S) Support 2 -51 Ib This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line - No, Exp Category = B Bldg Length = 80.00 it, Bldg Width = 5.50 it Mean roof height = 9.84 ft, mph = 80 UBC Standard Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span) : L/999 IN MEM 5.6 (LIVE) L= -0.01" Do 0.00" T= -0.01" MAX DEFLECTION (cant) : L/999 IN MEM 4.5 (LIVE) L= 0.01" D= 0.01" T= 0.02" _= Joint Locations 1 0- 0- 0 4 0- 0- 0 2 1-7-12 5 1-7-12 3 5.6- 0 6 5- 6- 0 i% OF CAL\t_5 14 5 61 8/4/2006 OVER -3 SUPPORTS All plates are 20 gauge Truswal Connectors unless by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 13132" = 1' WA) I Y G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: DECKER05 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' ARCD ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds g nr: KJD DESIGN utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 37.00 psf DurFacs L=1.15 P=1.15 ASSISTANCE is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 11.00 psf Rep Mbr Bnd 1.15 ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 793 Camellia Dr., Paradise CA 95969 'ANSI/TPI F,'WTCA V- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onoftio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 58.00 psf Seqn T6.4.24 - 0 lJob Name: DECKER05 Truss ID: M6A Qtv: 6 Drwa: BRG X. -LOC REACT SIZE REQ'D TC 2x6 DFL #2 1 1- 7-12 777 3.50 . 1.50• BC 2x4 DFL #1 2 5- 4- 4 171 3.50• 1.50• WEB 2x4 DFL STANDARD 3 5- 4- 4 47 3.50• 1.50• Loaded for 10 PSF non -concurrent BCLL. BEG REQUIREMENTS shown are based ornitastall Interior support(s) before erection. on the trues suiterial at each bearidjLATING BASED ON GREEN LUMBER VALUES. Left Overhang(s) are not to be removed. TC FORCE AXL BND CSI OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.1 OL- 1 107 0.01 0.20 0.21 Left Overhang Soffit loading = 0.0 psf 1-2 149 0.02 0.51 0.53 2-3 -173 0.00 0.51 0.51 3-0 -8 0.00 0.00 0..00 BC FORCE AXL HND CSI 4-5 -132 0.00 0.36 0.36 5-6 -132 0.00 0.36 0.36 6-0 0 0.00 0.00 0.00 WEB FORCE CSI WEB FORCE CSI 2-5 -582 0.07 4-2-14 10.6-14 Plating Spec: ANSVTPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Mark all interior bearing locations. Shim bearings (if needed) for req. support This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = B Bldg Length = 80.00 it, Bldg Width = 5.50 It Mean roof height = 9.84 ft, mph = 80 UBC Standard Occupancy, Dead Load = 21.0 psf F-8- .00 21 -" -i 4 5 6 4-2-14 5-6-10 SHIP UPLIFT REACTION(S): Support 2 -85 lb Support 3 -9 lb HORIZONTAL REACTION(S): support 1 -131 lb support 3 -131 lb OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. MAX DEFLECTION (span) : U999 IN MEM 5-0 (LIVE) L= 0.01" D= 0.01" T= 0.02" MAX DEFLECTION (cant) : L1379 IN MEM 4-5 (LIVE) L= -0.05" D= -0.03" T= -0.08" _- Joint Locations =_ 1 0- 0- 0 4 0- 0- 0 2 1-7-12 5 1-7-12 3 5- 6- 0 6 5.6- 0 P. ��yc\ ® ?� OOF OF CAS-��� 8/4/2006 Scale: 5/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: DECKER05 ® DESIGN ASSISTANCEis ® 793 Camellia Dr., Paradise CA 95969 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions. are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord laterally braced by the roof or flour sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI t','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Ste 800, Washington, DC 20036. Chk: ABCD Dsgnr: KJD TC Live 37.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 58.00 psf DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.4.24 - 0 ;Job Name: DECKER05 Truss ID: HRC Qtv: 2 Drwa: ERG X -LOC REACT SIZEREQ-D TC 2x6 DFL #2 1 2- 3- 3 385 3.50 . 1.50• BC 2x4 DFL #1 2 7- 7- 9 382 3.50• 1.50• WEB 2x4 DFL STANDARD ERG REQUIRE 4ENTS 'shoe a are based ONIMaded for 10 PSF non -concurrent BCLL. on the truss material at each bearirRjLATING BASED ON GREEN LUMBER VALUES. BEG RANGER/CLIP NOTE End verticals designed for axial loads only. 2 Ranger TBE- Extensions above or below the truss profile -RANGER(S) TO BE ENGINEERED (if any) require additional consideration Support Connection(s)/Banger(s) are (by others) for hor)z.loads onthe bldg. not designed for horizontal loads. TC FORCE AXL BND CSI 1-2 -278 0.00 0.25 0.25 2-3 -122 0.00 0.34 0.34 BC FORCE AXL END CSI 4-5 273 0.01 0.15 0.16 5-6 289 0.01 0.17 0.19 WEB FORCE CSI WEB FORCE CSI 2-5 -306 0.04 3-6 -256 0.06 2-6 -297 0.15 Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT 41607 Permanent bracing Is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. 2 3 565 Required bearing widths and bearing areas apply when truss not supported in a hanger. This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = B Bldg Length = 80.00 ft, Bldg Width = 9.07 ft Mean roof height = 9.84 ft, mph = 80 UBC Standard Occupancy, Dead Load = 21.0 psf -LOAD CASE #1 DESIGN LOADS Dir L.Plf L.Loc R.Plf R.Loc LLfrL TC Vert 0.00 0-0-0 152.73 6-4-5 0.77 TC Vert 76.36 6- 4- 5 93.34 7- 9- 5 0.77 BC Vert 0.00 0- 0- 0 31.82 6- 4- 5 0.00 BC Vert 15.91 6-4-5 19.45 7-9-5 0.00 MAX DEFLECTION (span) : LJ999 IN MEM 5-0 (LIVE) L=-0.02" D=-0.01" T=-0.03" MAX DEFLECTION (cant) : L1999 IN MEM 4-5 (LIVE) L= 0.01" D= 0.01" T= 0.02" =� - Joint Locations == 1 0- 0- 0 4 0.0- 0 2 2- 3- 3 5 2- 3.3 3 7- 9- 5 6 7- 9- 5 24 4-2-4 4-2.4 3 4 3 -3 4 J4-4 O-6 LU ' p cc 2-1-7 2-4 3-4 6/3010 CMS- OF CAL��� t 7-9-5 4 5 6 8/4/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 13/32" = 1' WA) I G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: DECKER05 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit: ABCD and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds nr. KJD arc to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads 9 DESIGN utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 37.00 psf DurFar-S L=1.15 P=1.15 ASSISTANCEis laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 11.00 psf Rep Mbr Bnd 1.00 ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Troswal software', 'ANSVTPI 1','WTCA I' - Wood Truss Council ofAmerica Standard Design Responsibilities,'RANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 793 Camellia Dr., Paradise CA 95969 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 58.00 psf Seqn T6.4.24 - 0 lJob Name: DECKER05 Truss ID: J44 Qtv: 2' Drwa: BRG X -LOC REACT SIZE REQ'D TC 2x6 DFL #2 1 1- 7-12 407 3.50• 1.50• BC 2x4 DFL #1 2 4- 4-11 150 3.50• 1.50• WEB 2x4 DFL STANDARD 3 4- 4-11 35 3.50° 1.50• Loaded for 10 PSF non -concurrent BCLL. ERG REQDIREME Tl'S shown are based GNLnstall Interior support(s) before erection. on the trues material at each bearim@i.ATING BASED ON GREEN LUMBER VALUES. TC FORCE AXL BND CSI 1-2 92 0.01 0.12 0113 2-3 -97 0.00 0.12 0.12 3-0 -8 0.00 0.00 0.00 BC FORCE AXI. HND CSI 4-5 78 0.00 0.09 0.09 5-6 78 0.00 0.09 0.09 6-0 0 0.00 0.00 0.00 WEB FORCE CSI NEB FORCE CSI 2-5 -325 0.04 Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Mark all interior bearing locations. Shim bearings (if needed) for req. support. 2 3 F-8 00 UPLIFT REACTION(S): Support 2 -48 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = B Bldg Length = 80.00 ft, Bldg Width = 1.41 ft Mean roof height = 11.52 it mph = 80 UBC Standard Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span) : U999 IN MEM 5.6 (LIVE) L= 0.00" D= 0.00" T= 0.00" MAX DEFLECTION (cant) : U999 IN MEM 4.5 (LIVE) L= -0.01" D= -0.01" T= -0.01" _-= Joint Locations �- 1 0- 0- 0 4 0- 0.0 2 1-7-12 5 1-7-12 3 4- 6- 7 6 4- 6.7 3-7-2 2-4 3-7-2 ESSI 4-4 10-6-14 P E1 a e o 1 �-0 4 .6/30 CML T, OF CAi-��P 4-6-7.._..•- 14 5 61 8/4/2006 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 15/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: DECKER05 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' ABCD and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DESIGN are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by local Ds 9 nr' KJD ASSISTANCE the building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 37.00 psf DurFacs L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 11.00 psf Rep Mbr Bnd 1.15 ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Live 0.00 psf O.C.Spacing 2- 0- 0 793 Camellia Or., Paradise CA 95969 'ANSI/TPI I','WTCA V- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute is located D'Onoftio BC Dead 10.00 psf Design Spec UBC -97 (IPI) at Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 58.00 psf Seqn T6.4.24 - 0 Job Name: DECKER05 Truss ID: BP1 Qty: 47 Drwa: BRG X -LOC REACT SIZE REQ'D TC 2x6 DFL #2 1 0- 1-12 175 3.50" 1.50" BC 2x4 DFL #1 .2 1- 7- 4 102 3.50 . 1.50• WEB 2x4 DFL STANDARD BRO REQUIREMENTS shoom are based ON19rainage must be provided to avoid ponding. on the trusa material at each beariffignel verticals designed for axial loads only. Extensions above or below the truss profile TC FORCE AXL arm CSI (if any) require additional consideration 1-2 0 0.00 0.02 0.03 (by others) for horiz loads on the bldg. BC FORCE AXI. BND CSI 3-4 0 0.00 0.01 0.01 WEB PORCH CSI WEB FORCE CSI 1-3 -158 0.02 2-4 -84 0.01 1-4 0 0.00 Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607 PLATING BASED ON GREEN LUMBER VALUES. 3-4 2-4 2 This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = B Bldg Length = 80.00 ft, Bldg Width = 1.41 ft Mean roof height = 10.83 ft, mph = 80 UBC Standard Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span) : L1999 IN MEM 3-4 (LIVE) L= 0.00" D= 0.00" T= 0.00" _—= Joint Locations 1 0- 0- 0 3 0- 0.0 2 1-9-0 4 1-9-0 1-7-14 1-7-14 1- -6 FESS/O P. Lis Q� `= .6/30108 i{ t 0_H 4 3-4 CMS" SOF CA��� 0 1-9-0 13 4 i 8/4/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 0/32" = 1' WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: XJ. WO: DECKER05 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' ABCD ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DESIGNutilized are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads on this design meet or exceed the loading imposed by local building Dsgnr: KJD ASSISTANCE the code and the particular application. The design assumes that the top chord is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 37.00 psf DurFacs L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 11.00 psf Rep Mbr Bnd 1.15 ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal BC Live 0.00 psf O.C.Spaeing 2- 0- 0 software', 'ANSUTPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 793 Camellia Dr., Paradise CA 95969 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 58.00 psf Seqn T6.4.24 - 0 Job Name: DECKER05 Truss ID: BP2 Qty: 20 Drwg: BEG X -LOC RRACT SIZE REQ' D TC 2x6 DFL #2 Plating spec : ANSI/TPI -1995 - This truss is designed using the 1 0- 1-12 137 3.50• 1. 50• BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 0-11- 4 63 3.50• 1.5o• WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. Bldg Enclosed = Yes, Importance Factor = 1.00 DRG REQUIREMENTS shown are based OWDrainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone on the trues material at each bearivEnd verticals designed for axial loads only. PLATING BASED ON GREEN LUMBER VALUES. Hurricane/Ocean Line = No, Exp Category = B Extensions above or below the truss profile Bldg Length = 80.00 ft, Bldg Width - 1.41 ft TC FORCE ARL END CSI (if any) require additional consideration Mean roof height = 10.83 it, mph = 80 1-2 0 0.00 0.01 0.01 (by others) for horiz loads on the bldg. UBC Standard Occupancy, Dead Load = 21.0 psi BC FORCE AXL END CSI 3-4 0 0.00 0.00 0.00 WEB FORCE CSI WEB FORCE CSI 1-3 -126 0.02 2-4 -52 0.01 1-4 0 0.00 1 2 3-4 2.4 0-g 1-1-0 3 4� •7-14 MAX DEFLECTION (span) : L/999 IN MEM 3-4 (LIVE) L= 0.00" D= 0.00" T= 0.00" = Joint Locations 1 0- 0- 0 3 0- 0- 0 2 1-1-0 4 1-1-0 WOMB �@ t� F CA`�� 8/4/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 0/32" = 1' ft TprreTcce YYAJ I Y Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: DECKER05 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Chit: ABCD DESIGN ASSISTANCE are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the Inst building code and the particular application. The design assumes that the top chord is laterally braced by the roofer floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content orthe wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available m output from Truswal software', Dsgnr: KJD TC Live 37.00 psf TC Dead 11.00 psf BC LTV@ 0.00 psf DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spaeing 2-0-0 793 Camellia Dr., Paradise CA 95969 'ANSVrPI V,'WTCA V - Wood Truss Council of America Standard Design Responsibilities,'HANDLWG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Dead 10.00 psf TOTAL 58.00 psf Design Spec UBC -97 Seqn T6.4.24 - 0 TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 .(800) 322-4045 FAX(719) 598-8483 C001003160 1/4/01 Users of Truswal engineering: The TrusPlusTM engineering software will correctly design the location requirements for permanent continuous :lateral bracing (CLB) ' on members for which it is required to reduce buckling :length. Sealed engineering drawings from Truswal will show the required number and approximate locations of braces for each member needing bracing. ' • In 'general, this -bracing is .done by using Truswal Systems Brace-ItTM 6r.a 2x member (attached to the top or bottom edge of the member) running perpendicular to the trusses and adequately designed, connected and braced to' the building per the building designer (See ANSin-PI current version). The following 'are - other options (when CLB bracing is not possible or desirable) that will also satisfy bracing needs for individual members (D—OA building system bracing): 1. A 1x or 2x structurally graded -"T" brace may be -nailed flat to the edge of the member with .10d common or box nails at 8" o.c. if only .one brace Is required, or may- be nailed to both edges of the member if two braces* are required. The "T" brace must extend a minimum of 90% of the members length, 2. A scab (add-on) of the same size and structural grade as the member may be nailed to one face -of the member with 10d. common or box nails at 8" o.c. if only one brace is required, or may be nailed.to both faces of the member if two braces -are required, A. minimum of 2x6 scabs are required for any member exceeding 14'-0" in length. Scab(s) must extend.a.minimum of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular bracing or a combination. of scabs and. "T" braces, or any other. approved method, as specified; and approved by the building designer. EXAMPLES 2. "T" BRACE L Please contact a Truswal engineer if there are any questions. IM e;lmsomeelwinwordlbreee•new.iet _'CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 1 ----------------------------------------------- Project Title........... DECKER Date..08/09/06 10:53:28 Project Address........ MEADOW LANE ******* --------------------- BERRY CREEK, CALIFORNIA *v7.10* I I Documentation Author... AARON KLEMENOK ******* I Building Permit # I Gary Hawkins Architect I I 3045 Ceres Ave., Suite 135 I Plan Check / Date 'I Chico, CA 95973 I I 530-892-2700 I Field Check/ Date Climate Zone...... 11 --------------------- Compliance Method...... MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. ---------------------------------------------------- I' MICROPAS7 v7.10 File -05163 Wth-CTZ11S05 Program -FORM CF -1R User#-MP0666 User -Gary Hawkins Architect Run-NEW -----------=------------------------------------------------------------------- MICROPAS7 ENERGY USE SUMMARY = Energy Use Standard Proposed Compliance = _ (kTDV/sf-yr) ------------------------ Design ---------- Design Margin = = Space Heating.......... . 41.77 ---------- 38.32 ---------- _ 3.45 = = Space Cooling........:. 38.24 42.13 -3.89.. _ = Water Heating.......... 32.91 31.19 1.72 = = Total 112..92 111.64 1.28 = *** Building complies with Computer Performance *** HERS Verification Required for Compliance ------------------------ GENERAL INFORMATION HERS Verification.......... Conditioned Floor Area..... Building Type .............. Construction Type.......... Fuel Type Building Front. Orientation. Number of Dwelling Units... Number of Building Stories. Weather Data Type.......... 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..... Required 1014 sf Single Family New Propane Front Facing 1 1 FullYear Detached BUTTE COUNTY BUILDING DiVISI®IV 5 deg (NE) APP () ;:D SG' 06 Raised Floor 1 8875 cf 0 sf 17.1 % of floor 0.4 Btu/hr-sf-F 0.35 8.8 ft area CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 2 Project Title.......... DECKER Date..08/09/06 10:53:28 MICROPAS7 v7.10 File -05163 Wth-CTZ11S05 Program -FORM CF -1R User#-MP0666 User -Gary Hawkins Architect Run-NEW ------------------------------------------------------------------------------- BUILDING ZONE INFORMATION FENESTRATION SURFACES --------------------- Floor # of # of Cond- Thermo- Vent Vent Verified Orientation Area Volume Dwell Peop- it- stat ------------------ 1 Height Area Leakage or Zone Type -------------- (sf) --=-- (cf) Units ------ ----- le ----- ioned ----- Type -------- ---- 90 (ft) (sf) Housewrap ----- Residence. 1014 8875 1.00 4.0 Yes Setback 45 ------- ---------- 2.0 Standard No 3 Wind Right.(N) 2.8 OPAQUE --------------- SURFACES 0 90 4 Wind Left (SE) 30.0 U- 0:350 Sheath- 90 Solar Appendix Back (SW) 53.4 Frame Area fact- Cavity ing Act Gains Back IV Location/ Surface Type (sf) or R-val R -Val Azm Tilt (W) Reference Comments ------------ 1 Door ----- n/a ---- 20 ----- 0.330 ----- 0 ----- 0 --- 45 ---- 90 --- Yes --------- None ------=------- FLWl 2 Door n/a 18 0.330 0 0 225 90 Yes None BW1 3 Wall Wood 231 0:074 19 0 45 90 Yes IV.9 A5 FW1 4 Wall Wood 8 0.074 19 0 90 90 Yes IV.9 A5 FLW1 5.Wall Wood 17 0.074 19 0 0 90 Yes IV.9 A5 FRW1 6 Wall Wood 3780.074 19 0 135 90 Yes IV.9 A5 LW1 7 Wall Wood -145 0.074 19 0 225 90 Yes IV.9 A5 BW1 8 Wall Wood 23 0.074 19 0 180 90 Yes IV.9 A5 BLW1 9 Wall Wood 40 0.074 19 0 270 90 Yes IV.9 A5 BRW1 10 Wall Wood 484 0.074 19 0 315 90 Yes IV.9 A5 RW1 11 Floor Wood 1014 0.037 19 0 n/a 0 No IV.20 A4 CRAWL 12 Roof Wood 858 0.025 38 0 n/a 0 Yes IV.1 A1.8 ATTIC 13 Roof Wood 216 0.025 38 0 135 28 Yes IV.1 A18 ATTIC FENESTRATION SURFACES --------------------- Exterior Shade Type Location/Comments -------- ------------------------ Standard F1/Vinyl/Slider/lowE Standard F2/Vinyl/Slider/lowE Standard FRl/Vinyl/Fixed/lowE Standard L1/Vinyl/Slider/lowE Standard B1/Vinyl/Slider/lowE Standard B2/Vinyl/Slider/lowE Standard BR1/Vinyl/Fixed/lowE Standard R1/Vinyl/Slider/lowE. Standard R2/Vinyl/Fixed/lowE Area U- Act Orientation (sf) factor SHGC Azm Tilt ------------------ 1 Wind Front (NE). ----- 30.0 ----- 0.400 ----- 0.350 --- 45 ---- 90 2 Wind Front (NE) 20.0 0.400 0.350 45 90 3 Wind Right.(N) 2.8 0.400 0.35.0 0 90 4 Wind Left (SE) 30.0 0.400 0:350 135. 90 5 Door Back (SW) 53.4 0.400 0.350 225 90 6 Wind Back (SW) 10.0 0.400 0.350 225 90 7 Wind Back (W) 2.8 0.400 0..350 270 90 8 Wind Right (NW) 20.0 0.400 0.350 315 90 9 Wind Right (NW) 4.5 0.400 0.350 315 90 Exterior Shade Type Location/Comments -------- ------------------------ Standard F1/Vinyl/Slider/lowE Standard F2/Vinyl/Slider/lowE Standard FRl/Vinyl/Fixed/lowE Standard L1/Vinyl/Slider/lowE Standard B1/Vinyl/Slider/lowE Standard B2/Vinyl/Slider/lowE Standard BR1/Vinyl/Fixed/lowE Standard R1/Vinyl/Slider/lowE. Standard R2/Vinyl/Fixed/lowE CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 3 Project title.......... DECKER Date..08/09/06 10:53:28 { I 14ICROPAS7 v7.10 File -05163 Wth-CTZ11S05 Program -FORM CF -1R User*-MP0666 User -Gary Hawkins Architect Run-NEW ------------------------------------------------------------------------------- OVERHANGS ---Window------=--------Overhang-=---------- HVAC SYSTEMS ------------ Area Number Verified Verified Verified Verified Maximum System Left Right Sur`ace (sf) Width Height Depth Height Extension Extension ----------- 1 Window ----- 30.0 ----- n/a ------ 5 ------------ .5 .75 --------- n/a --------- n/a 2 Window 20.0 n/a 5 6.5 .5 n/a n/a 3 Window 2.8 n/a 1.67 .5 1 n/a n/a 4 Window 30.0 n/a 6 1.5 .75 n/a n/a 5 Door 53.4 n/a 6.67 1.5 1 n/a n/a 6 Window 10.0 n/a 3.33 1.5 0 n/a n/a 7 Window 2.8 n/a 1.67 .5 1 n/a n/a 8 Window 20.0 n/a 6 1.5 .75 n/a n/a 9 Window 4.5 n/a 6 1.5 .75 n/a n/a HVAC SYSTEMS ------------ Verified Number Verified Verified Verified Verified Maximum System of Minimum Refrig Charge Adequate Fan Watt Cooling Type Systems Efficiency EER or TXV Airflow Draw Capacity ---=-------- Gas ------- ----------- ----- ------------- -------- -------- 1 0.780 AFUE n/a n/a n/a n/a -------- n/a ACSplit 1 13.00 SEER No No No No No HVAC SIZING Verified Total Sensible Design. Maximum Heating Cooling Cooling Cooling System Load Load Capacity Capacity Type (Btu/hr) (Btu/hr) (Btu/hr) (Btu/hr) ----------------------- ---------- ---------- ---------- Gas 16659 n/a n/a ri/a ACSplit n/a 15304 18295 n/a Sizing Location........... BERRY CREEK .Winter Outside Design...... 32 F Winter Inside Design....... 70 F Summer Outside Design...... 99 F Summer Inside Design....... 75 F Summer Range ............... 35-F CERTIFJ3ATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 4 Project Title........... DECKER Date..08/09/06 10:53:28 -------------------------------------- I MICROPAS7 v7.10 File -05163 Wth-CTZ11S05 'Program -FORM CF -1R I User#-MP0666 User -Gary Hawkins Architect Run -NEW ------ ------------------------------------------------------------------------ WATER HEATING SYSTEMS Number Tank External Heater in Energy Size Insulation Tank Type Type Distribution Type System Factor (gal) R -value =--------------- -=------ ------------------- -------------- ------ ---------- 1 Storage Gas Standard 1 .60 50 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS ---=-----------------------------7------- *** Items in this section should be.documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates HERS verified Duct Leakage. 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 HERS provider using *** *** CEC approved testing and/or verification methods and *** *** must be reported on the CF -4R installation certificate. *** This building incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF -4R. If the measured CFM is above the target, then corrective action must be taken to reduce the duct leakage and then must be retested. Alternatively, the compliance calculations could be redone without duct testing. If ducts are not installed, then HERS verification is not necessary. REMARKS DUCT SYSTEMS ------------ Verified Verified Verified System Duct Duct Duct Surface Buried Type ------ ------- Location R -value Leakage Area Ducts Gas ----------- Attic ------- ------- R-4.2 Yes -------- No --------- No ACSplit Attic R-4.2 Yes No No WATER HEATING SYSTEMS Number Tank External Heater in Energy Size Insulation Tank Type Type Distribution Type System Factor (gal) R -value =--------------- -=------ ------------------- -------------- ------ ---------- 1 Storage Gas Standard 1 .60 50 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS ---=-----------------------------7------- *** Items in this section should be.documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates HERS verified Duct Leakage. 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 HERS provider using *** *** CEC approved testing and/or verification methods and *** *** must be reported on the CF -4R installation certificate. *** This building incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF -4R. If the measured CFM is above the target, then corrective action must be taken to reduce the duct leakage and then must be retested. Alternatively, the compliance calculations could be redone without duct testing. If ducts are not installed, then HERS verification is not necessary. REMARKS CERTIFSCATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 5 Project Title.......... DECKER Date..08/09/06 10:53:28 MICROPAS7 v7.10 .File -05163 Wth-CTZ11S05 Program -FORM CF -1R I User#-MP0666 User -Gary Hawkins Architect Run -NEW I REMARKS COMPLIANCE STATEMENT -------------------- This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of.Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. DESIGNER or OWNER Name.... JIM DECKER Company. Address. 405 CUMBERLAND DRIVE TRACY, CA. 953.76 Phone... 530-892-2700 License. DOCUMENTATION AUTHOR Name.... AARON KLEMENOK Company. Gary Hawkins Architect Address. 3045 Ceres Ave., Suite 135 Chico,.CA 95973 Phone... 530-892-2700 Signed.. Signed:. (date) (date) Name.... Title... Agency:. ENFORCEMENT AGENCY 9. W111114, We - 1 .. MANDAT(OkY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 1 Project Title.......... DECKER Date..08/09/06 10:53:28 Project Address........ MEADOW LANE ******* --------------------- BERRY CREEK,'CALIFORNIA *v7.10* Documentation Author... AARON KLEMENOK ******* 1 Building Permit # Gary Hawkins Architect I I 3045 Ceres Ave., Suite 135 1 Plan Check / Date I Chico, CA 95973 I 1 530-892-2700 I Field Check/ Date.1 Climate Zone........... 11 --------------------- Compliance Method...... MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. MICROPAS7 v7.10 File -05163 Wth-CTZ11S05 Program -FORM MF -1R 1 I User#-MP0.666 User -Gary Hawkins Architect Run -NEW 1 ------------------------------------------------------------------------------- Note: ZDwrise 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 specification's 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) *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 V 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 J 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 2 ----------------------- Project Title...:...... DECKER Date..08/09/06 10.53._28 ------------------------------ I MICROPAS7 v7.10 File -05163 Wth-CTZ11S05 Program -FORM MF -1R User#-MP0666 User -Gary Hawkins Architect Run-NEW ------------------------------------------------------------------------------- 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(i): 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/ii 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, I/ V/ De- En- sign- force er ment J V/ V MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 3 ----------------------- Project Title.......... DECKER Date..08/09/06 10:53:28 -------------------------------------------- I MICROPAS7 v7.10 File -05163 Wth-CTZ11S05 Program -FORM MF -1R I User#-MP0666 User -Gary Hawkins Architect Run -NEW ------------------------------------------------------------------------------- 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 �/ 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 J 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 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 J 115: Gas-fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) 11,8(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 MANDATORY MEASURES CHECKLIST: RESIDENTIAL Project Title.......... DECKER MF -1R Page Date..08/09/06 10:53:28 MICROPAS7 v7.10 File -05163 Wth-CTZ11S05 Program -FORM MF -1R User#-MP0666 User -Gary Hawkins Architect Run -NEW ---------------------------------------------------------------------------- and have an output frequency no less than 20 kHz - 150(k)1: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, lumd.naire 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 kLtchens, 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 ace 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 J 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)B: 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 S ?ZING HVAC Page 1 Project Title.......... DECKER Date..08/09/06 10:53:28 Project Address........ MEADOW LANE ******* --------------------- BERRY CREEK, CALIFORNIA *v7.10* 1 1 Documentation Author... AARON KLEMENOK ******* 1 Building Permit # Gary Hawkins Architect I 1 3045 Ceres Ave., Suite 135 1 Plan Check / Date I Chico,'CA 95973 I 530-892-2700 1 Field Check/ Date I Climate Zone........... 11 --------------------- Compliance Method...... MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. MICROPAS7 v7.10 File -05163 Wth-CTZ11S05 Program -HVAC SIZING I User#-MP0666 User -Gary Hawkins Architect Run -NEW 1 ------------------------------------------------------------------------------- GENERAL INFORMATION Floor Area ................. 1014 sf Volume ..................... 8875 cf Front Orientation.......... Front Facing 45 deg (NE) Sizing Location............ BERRY CREEK Latitude ................... 39.6 degrees Winter Outside Design....... 32 F Winter Inside Design........ 70 F Summer Outside Design...... 99 F Summer Inside Design....... 75 F Summer Range....., 35 F Interior Shading Used...... Yes Exterior Shading Used...... Yes Overhang Shading Used........ Yes Latent Load Fraction....... 0.19 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...... 8175 ----------- 3915 Glazing Conduction and Solar..... 2635 4996 Infiltration ..................... 3197 1283 Internal Gain...... ..........:. n/a 2520 Ducts ............................ 2652 2590 ----------- Sensible Load.................... 16659 ----------- 15304 Latent Load ...................... n/a 2990 Minimum Total Load 16659 18295 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. • Civil Engineering • Land Surveying ................:......................... • Structural Engineering • Planning I E 6 F R I ED 4045 Coronado Avenue Stockton, CA 95204 (209) 943-2021 Fax: (209) 942-0214 E N G I N E E R I N G I N C. E -Mail: mail@siegfriedeng.com Designed By: BLN Date: 11/17/04 Checked By: MF Date Checked: 11/17/04 Revised: Job Number: 04283 Pg. 1 of STRUCTURAL CALCULATIONS FOR: Decker Residence SU7-7-E COUN -y BUILDING PROJECT LOCATION: DIVISIONAPPROVEDAzalea lane ��%�''� Berry Creek, Butte County, California / SCOPE OF PROJECT: Prepare structural calculations for gravity and lateral loads of a on story, wood framed reisidentail structure. GENERAL INFORMATION: CODES USED: 2001 California Building Code 1999 ACI Code 1999 AISC ASD 1997 NDS SOIL INFORMATION: Allowable Bearing Pressure = 2000 psf Geotechnical Engineer = Earthtec, Ltd.: Report No. 104087 Report Date = 6/16/04 FOUNDATION INFORMATION: Concrete Strength = 2500 psi Reinforcement Steel = 60000 psi WOOD: '6-L�iY r 4x Members = DF#1 6x Members = DF#1 2x Members = DF#1 Studs =Stud Grade ., Glu -Lam Beams = (24F -V4) TEEL: Structural Steel (Rolled Shapes): W Flanges = ASTM A992, Fy=50 ksi i .•. r �. All other shapes = ASTM A36, Fy=36 ksi Structural Tubing, ASTM A500 Grade B, Fy = 46 ksi Structural Pipes, ASTM A53 Grade B, Fy = 35 ksi Bolts, ASTM A325 U.O.N. Nuts, ASTM A563 •rr�" 7yi4�4 Threaded Rod, ASTM A36 SIEGFRIED ENGINEERING, INC 4045 CORONADO AVENUE CONSULTING CIVIL ENGINEERS STOCKTON, CALIFORNIA 95204 (209)943-2021 PROJECT Decker residence BY BLN JOB # 04283 Berry Creek, Ca DATE 8/8/2006 REV. SHEET OF REF: 2001 CBC' UNIFORM OR CONCENTRATED LIVE LOADS FOR FLOOR TABLE 16-A ROOF LOADS METHOD 1 TABLE 16-C ROOF GRAVITY LOADS FLOOR GRAVITY LOADS (ROOF #1) DEAD LOADS: (FLOOR #1) DEAD LOADS: MATERIAL WEIGHTS (PSF) MATERIAL WEIGHTS (PSF) METAL ROOFING 1.8 FINISH FLOOR 1.5 1/2" PLYWOOD 1.5 SUB -FLOOR 2.3 TRUSSES @ 24" O.C. 3.0 FLOOR FRAMING 3.0 R-38 INSULATION 2.0 INSULATION 1.0 GYP. BOARD 2.2 MISCELLANEOUS 2.2 MISCELLANEOUS 1.5 TOTAL DEAD LOAD: 12.0 PSf TOTAL DEAD LOAD: 10.0 PSf (ROOF #1) LIVE LOADS:. (FLOOR #1) LIVE LOADS: ROOF SLOPE: 8:12 ROOF LIVE LOAD: 16.0 PSf ' FLOOR LIVE LOAD: 40.0 PSf Method 1 LIVE LOAD REDUCTIONS NOT CALCULATED TOTAL (D+L) LOAD: 28.0 PSf TOTAL (D+L) LOAD: 50.0 PSf .r:•.;.,:_,,.::'"F:RO`OF;'GRAVITY;LOAOS='.'.:. ?; FLOOR;GRAVITY;LOADS art?er?��R�e� .:,•.. (ROOF #1) DEAD LOADS: (FLOOR #2) DEAD LOADS: MATERIAL WEIGHTS (PSF) MATERIAL WEIGHTS (PSF) TOTAL DEAD LOAD: 12.0 PSf TOTAL DEAD LOAD: .0 PSf (ROOF #2) LIVE LOADS: (FLOOR #2) LIVE LOADS: SNOW LOAD: 37.0 PSf FLOOR LIVE LOAD: 0.0 PSf LIVE LOAD REDUCTIONS NOT CALCULATED TOTAL (D+L) LOAD: 49.0 PSf TOTAL (D+L) LOAD: 0.0 PSf EXTERIOR WALL LOADS INTERIOR WALL LOADS MATERIAL WEIGHTS (PSF) MATERIAL WEIGHTS (PSF) PLANK SIDING 3.5 1/2" GYPSUM BIRD. 2.2 1/2" PLYWOOD 1.5 2 x 4 STUDS @ 16" O.C. 0.9 2 x 6 STUDS @ 16" O.C. 1.4 1/2" GYPSUM BIRD. 2.2 1/2" GYPSUM BIRD. 2.2 MISCELLANEOUS 1.7 MISCELLANEOUS 1.4 TOTAL DEAD LOAD: 10.0 PSf WALL #1 TOTAL DEAD LOAD: 7.0 PSf SIEGFRIED ENGINEERING, INC. 4045CORONADO AVENUE STOCKTON, CALIFORNIA 95204 ® CONSULTING CIVIL ENGINEERS 209 9432021 Project PE2 RES I QEX/G-F— Z3EAt�r� � A YoyT G—RAV 1? Y GALG S Rm Z; 2 By 81 --AJ Job No. 3 Date / 1 / -2 1 D 4 Rev. Sheet 3 of 021M.Wil 13M 11 Z em. SIEGFRIED ENGINEERING, INC. 4045CORONADO AVENUE STOCKTON'CALIFORNIA 95204 209 9432021 -- Project oEck;c2 R�SIDF,UC� ,OF-i9,kn 5 pAl� TM113 C 7 '/2. -t z' = 4.5 W a = 12- P5r- x 4.5' _ 5-4 Fl- F Wt, -= 16 -7z P(,F- WS = 37 A CONSULTING CIVIL ENGINEERS By FlGn-1 Job No. Date /! / -2 1 0 4 Rev. / / Sheet A— of OSE d x1o, Dr= #1 REsv�\ -- (.2.2 �P,iJ= �P�- o USt' Y, 10 Pf*I plc BY Gore PARISUI% 5P/} k)= 6 ' - 6 Tf�13. WrD—,4-)= (20%2+2% = //' Wl) = 12- P5� u it' _ /3z pl-F (A)m _ 4> PS F x' I _ 1-76> Fl- F- 'L}C,F ESx /O , DF / Qy GomFARiSod G x /O pF l BY F<12/50AJ TO )SM # l uSF: bx Lo yr �l RFs 69,(, -Ts C'3 'AWL" W W W W W W xx N x x 000 V7 0 0 1 CI —aa vv�a N H N N N H SIEGFRIED ENGINEERING, INC. 4045CORONADO AVENUE STOCKTON. CALIFORNIA 95204 209 9432021 Project gCS /,OFA4E Pos T D, F. d pa- = 13M -el t SM °(Z Ni Pi r6}I -- ® CONSULTING CIVIL ENGINEERS By �L� Job No. 426? 3 Date I l 7 I 04'+ Rev. I I Sheet y of pe. Pe. pc 350'# )( Z = -7oo KBPS fa LL _ qgO# x 2 = 9'd0 7-074 = I. 46 Pis mot X 2 = i220� UsE : 4 x 4 P0 -5T / DF *� 1 �ESv` s Gy.�5 SAY W 4 = 12 P -5 r- 6-33')= /6 Pc F Wi- = 4o PSV (1•-331) = 5-3 Pcr 4 USE i � �� -Q I 5t�R IES 110 ADI ST S l6 `" 0-�. PGF -Co FRA YYIIAG V4EWOF—RS SPALL= 4.75-' MA -c. SAY /6 „o. C-. Ax LJ i 5, OUK• NA SX= /3. 14 in3 W p= 16 P[- F Mx = 6 q (4 S)Z�� x 12.:- 2 3 35 i n AP I jam_ S3 P�� Fhb ' = 1 000 P.51 A:- .2335/13. 14 = 1-77 PSI G 1000 PSI Vx = 164 x I •S /10_s8= ,Z3 Psl t)SF `. 2x 6 DF '41 e 16'" o.G , M IBJ• Res u( -TS C 16 SIEGFRIED ENGINEERING, INC. ' 4045 CORONADO AVENUE STOCKTON. CALIFORNIA 95204 CONSULTING CIVIL ENGINEERS 209 9432021 1 Project D Ec44k—EVa- FC—SI pet4c By Job No. �Z 3 ' Date 1/ 1 0 1 0 4 Rev. 1 1 Sheet of 1 W W W =i= STRUc-TuRAL. FA�-,GI.b 000 tm00 ' (4n (4 Rt -FASCIA -ti N N H !V N N 1 TRS 2x8 DF A I O _ WD = (2 PSF — 36 PLS A)(= 10. os )� Z 1 WL = 16 PSF < '' i = 48 PAF mac.= /3. 14 ,n s W, = 3-7 p-S z { I) = III PfF ' -Cb = 4 36 345 P-5 I -Fb` _ /000 P51 4 345 PSI OK ✓ SHR 61c )BY I,,) f`CT. �S Mx = � I I 14 36) ((6)2A6 x IZ = qq33i,J:l'- 1 6o `t pS� �l000 USE , )-)48 D4: #( 1 F A 5c.1 A 412 CAI-tlT, FA 5e IA QL 16 1 11�b = Iz PSF (I.So/z�= 9,S ptF L,)s PS F 0.ss'/7-) = 3o pL►' 1 Dtt_ mx 3'ZL u I z = 3835 1 J "}k A= 3v���/3 �4= �q� P51 < /000 PSl J Pf:: #� 1 WINri 1 CtiE C�—, f*— N%-I-- u PSI pl- 2 1 M . STg— -HT 20 1 . 1 ——....... ............ \ _..._....__ BEAM.._._.._...___....__. _.. _ ----- BEAM \ �_.._....._._.._......_.._..-........._................. ...... - - J-L� JC- JUTJLI JL JL JL JL -JL JL 1 __.............. __...__-.__ = ED a � \ i� i 1 l \ r cSl6 ,S STP) P.S G- .. .... .... -----._._... KJL BEAM- ��1SG I q Il 1 JL-........y� - JL .._.. L..........._JL f S7i2U�T, SMEAR WAI. L 3 D)APH . t_AYoL)T RAF. r�vr�T� 1 SIEGFRIED ENGINEERING, INC. 4045 CORONADO AVENUE STOCKTON, CALIFORNIA 95204 209 9432021 Project RFS 1 rJCl 6,F—. ® CONSULTING CIVIL ENGINEERS I By r? L J Job No. Date Rev. / / Sheet of I Ga7EtzA(, FvRc�s Gu /'�,D — �s = /y.5 5TF16 M I6 - (30 4) P = Cc Ci i"—:' tn97/4/0l> 7 P✓AX_ STTZv�7U2 1)l. = 20 zfx P. G I 01&)D SPEED = 7S YnPl-i P = 21.3 0,5F Com. - , 36 V= ,54 x•o (I.o�6)p = ,634 T,S x ,189 1.4 145;D) = , qS2 Ijp (30- S-)2,5-),36x1(16�W _ 14Z LJp eAs0 4.5 p (36-6) . Il X 36 Xl,o x /,0 XOP = , o28 Lip C45o) D)APH. FoRcES T= .62o �q= 4.s N/S DIt2kGT10� DI,AVH. #I W / 00 = Rooms FXT. WALI,S :�4 = 142 CIS P5P x 40' + 10 P5F ( 61Z + IZ/ 7 P51+ x (64) x 3 I= log Pi -F W100 6o&)7RUL5 DFS IGM SIEGFRIED ENGINEERING, INC. 4045 CORONADO AVENUE .STOCKTON, CALIFORNIA 95204 CONSULTING CIVIL ENGINEERS 209 943-2021 Project DEGIGEL- RIES IQF— JC = By Rt-►.- Job No. 4283 Date Rev. Sheet of E/vW pf RFCTIC PIAFH . 43 T� of Gi.= jq2 C 12 r5p x 30 + 10 �j3 PGG r,JlLAp = 7- 1.,5 F-; G 8l)- ►4z C ►z P-', F=7 x 30 + 10 1'-5-p 7 P s -r 0� x z]_ )D 4 3 Pl- F PIAP4. .9:z W I LAC, ;=' 21.3 P5>= C s iz t- 8 s' l = a 6 (- Pe -F 8S� iKJS PEG T, SIEGFRIED ENGINEERING, INC. 4045 CORONADO AVENUE STOCKTON, CALIFORNIA 95204 CONSULTING CIVIL ENGINEERS 209 943-2021 Project PEGKEiz RESIDIEkkE PEsIG J ROOF IDIA PN . By &K -i Job No. 4Ze ` Date // / 0 1 D 4 Rev. Sheet IO of F/W ply -L� x �IS SIR- z -s PGF x �` _ o PAF E/t,� PiR• e-0J7RobS Z (37') DF616,0 CiiS� l _ z It GDX PL)" w/ gd �r Sc�PPc�1�T1✓g� tR -c- F1Ft�D C (s 4 L'vc' DI A?+•1 � S F� �A R i/JA l,(. f� � S 16••� $I-E.f--,ARvJAI - "A 4- 3.5 f 3• S = /� S Vx= 2.13 Vim= :3- -�/2-S = ,Z.Sfo /«F Ute'• B Gpx PGY W� b"o G F_DGE RF �,� = iZ Psi Cao /z) +Z C2/> 3 a "a.� F/F`U /36 PG F /0 rSF X.0' (2/Z))= 5-3 FLIF- 26 d pl'F 7 T•5� i HDR • RcT, _ lZ X Z -I '/Z (2/3) = 2.40• Ho"K = . g5.(o X �` x 3,5 MR - 13b PcF (3.5'iC3.5/z� t 53 pct C3.5�L3•S/z� -+- OL) � Ute; LTTI 31 RD REQ 1D 5• � x-13. 5 Z I, y8 K��s 2.11x> /.-18�,�s SIEGFRIED ENGINEERING, INC. 4045 CORONADO AVENUE STOCKTON, CALIFORNIA 95204 CONSULTING CIVIL ENGINEERS 209 943-2021 Project RF&ITJF-oG1;;— .SI E1 gJ2WAtt: "G " By �� Job No. 92-83 Date Rev. / / Sheet 1 � of Vrj _ :3.2. /i8' HOUR = . / 3-x 6•s�Xg�= 72- K•FT MR = l36 Ft F (6.5-)Cb•S/a> t- S3 P(,F (6 S�C6•s/2i t zqG C6• s') N1✓T Ove = .3.6'5 K, Fr t+D Rea 'p = 3.6S k�FT/6.5 �=L, 5r I", S I-fq:-�R O - W At,L- / J. 3 W fiLL G CAJ6T H= 5, 7 G -F -2• 5 = 8, 2 S (ASF_t—TT 1 1:� -H o L F)o w -J 1.2k> 0,.56Ik ✓G 0 At,7c- , uS L e -7'T1 3 1 VK = / 65 PC r- x 6'/z -I- 3� I p(,r x 31' /z = 5. , -S k V0= 5•-+8 /8, zs' = , -,7o . 'ki'r RF l.o4D_ 12 psF (O `/i� + (333/2) 2/3i = 21 Pt -F7 Gvt-i- Gp= 7 P5F x Spy, (43)= 37 PcF Ma,R = 4. :�o x 2.5' xC31- /Y. k, rr MR = 2! Ft -F + NST. = / 3.8 ►�� �r �b RI=c�c>=13.$�'Fr�•S= 5. SZ�. 05F-'. /3Z- COX PI.Y w� 01 & 2' ` o• c ,E�OGE IZ" a -G F1 EGA �� 3X JILL �4�O PL r- f /G�on US5: c,4p=s.y3 <I% ✓off SIEGFRIED ENGINEERING, INC. 4045CORONADOAVENUE ® CONSULTING CIVIL ENGINEERS STOCKTON, CALIFORNIA 95204 209 943-2021 IProject RES 1 0EJC, By 13L -AJ Job No. Z83 -- Date // / g / 0¢ - Rev. / / Sheet ► of !i✓461, G,Fd6-7 I = b' -C' v,(= .3y 1 (31'/z ) 266 v5F-: 5AMF PLY AS fRT-- (,o.o>, = 12 FSF ( Z42i C ��= P6� SHR LJA&L "/,.3" Wu. LOAD= /O FSF x/i, S' 6713 -;,-7 Fi-F RT-iJ- VACS= 10 PSF x 9I 013)x x 2' _ /07 -V�- MOJR. — o 1.1 x CS`iC8%Zi t 7 B`) + 107 Y, 3, s7 KFr f-1ET UUR 4D RGCe l4b 7q 10 s,4-e�K 7 .5.2y SIEGFRIED ENGINEERING, INC. 4045 CORONADO AVENUE STOCKTON, CALIFORNIA 95204 209 943-2021 Project DECV-17— 9= S I GAF ® CONSULTING CIVIL ENGINEERS By 6L Ll Job No. 4?- c3 3 Date 11 1 /D 1 04 - Rev. 1 1 Sheet of Fz-� r? ( 3 7 1 o EVw DiR, USE ; `_O" W1 A), LA -P 5R lGE 51+Eg1? �oGT16 DISI(, �••� G /q"i9 . ? G f13S = 3.2 ;> -td-- G�0 NAI LI -J G T10 2,x 1TL K.0 . -ly r�A-i` : 3 U 3 (+) 168 @ y'`o. r. F SIEGFRIED ENGINEERIN 4045 CORONADO AVENUE STOCKTON, CAUFORNIA 95204 . 209 943-2021 INC. ® CONSULTING CIVIL ENGINEERS Project p EG K -EF - (RAS I Qfz—z �• �G� By BL -0 Job No. �Zg3 Date Rev. / / Sheet _LL of AWE 3 :4-1 5TRAF5 — use- A35 @ �" uSE ; CS/6 �-T3 ;l Live '' A ,tom 6.S -� S. S�-� 3 � 3•S� j' —�'3.S T�b�/� • IIb • � —Z�2 'Zoi tqz 16�-- -IH i -8�6 SIEGFRIED ENGINEERING. INC. 4045 CORONADO AVENUE STOCKTON, CALIFORNIA 95204 CONSULTING CIVIL ENGINEERS 209 943-2021 IProject D'Evt-E__F—_5lDF/l�'1` AES l6 -J W 4Q e- 6,R110 "3" ASSume: LocvEx_ G 4tj. //r= � Fk = Z/ 3 Ps x 9 �� 9Z PAF P44PH. FoKcE = /9Z h ?0 ' _ 7Z F4"C 2x-10` USE: 1 +46m, ez)x fuor2 5µ 17r-�i w/ /Oj e," 6" o•G e K�J D 2l S PGP > 42 "', By BC A-) Job No. 4Z£3 3 Date ! I !h 104 - Rev.. O4'Rev. ! ! Sheet 1� of — T7x L,Uwsc waw 'uiuJui l' -1-W W W W W W STT V) V1 N 000 N00 N N cP a�ry N N N N (4 N SIEGFRIED ENGINEERING, INC. 4045 CORONADO AVENUE STOCKTON. CALIFORNIA 95204 209 943-2021 • CONSULTING CIVIL ENGINEERS Project R JEs l 0E -A C 9 By 131-ld Job No. 4285 Date 1/ 8 04 Rev. Sheet -L of F,IJOc. C)ESIGJ. COLI i • FT6,, 1,ti1oRST Offer Cor�epl-T�a �,� t Z%� t I D P5� C v 'i t SD PSI` IZ8$RtF = 128SP5� L ?app Psi Og Il R�►�F As = 6�`f x I• `l X2,8 CIS��� _ . 0 ZS i.,ZXFT VSE M 1 1Z" L,,' DE G b cl T• F� I G, W l CZ> -*k5 Co�T CNAGK. 60J11• T1 -T&. 'Forz PosT- Lp_ Fcc P.s G✓I/JTy = 3 O it Fs = 2.2 /S rTg= -733 P -5r ��oo� psi or<✓ spME7A0 1.21/2. t Z) + 3�- PsF ( 4.z/i +2 2�2 Pit 10 P51= 40 PS -F (4,zS/2)_ /07 Pew RST• _ . 3°1 PCF x9 `/i = 131 ( J* TD TA L-= 2• c`1 t`- Rc-rZ x �,✓ _ • S6-215`.1(2.0 x 9'") = 0zz )< S 3 = , 03 in I-' /FT 6,� - #S = , bz "A BARS a soIT. UK t,� SIEGFRIED ENGINEERING, INC. 4045 CORONADO AVENUE STOCKTON, CALIFORNIA 95204 . 209 943-2021 ' Project DELk E5(Z ISES (pE,r�G1� FaR0 P;:F-S ® CONSULTING CIVIL ENGINEERS By Job No. ¢29 5 Date it Rev. / / Sheet 0 of Wo = ►2. P5 -F (30'/z� = /80 P1,F Ko0F wAi1, = 7 PSS <01 -z 5-6 0f -F i WL w = 3+PSF X ( 2; 1 SSS. pLTT ,R.= 4o ptF xiS' = boo PI F:- 7orAL= 386 F4F 016`0" -0 5F,, 4) RV-SU1-1-S C� - C6.2 .50PPoR-r pDs;-F e lylR1� �S r Do I- T -o st,o Pa Assvv✓Ia 8 t -F Fa g- C01Js-F,P,U ,4 -r /L)F- Pr---'oI'1-0 Fa,= -FRom cAur-s G Pp= 1.ZkXZ= 2.4�` FVC' - %d&- PF -S IG IJ USE'. 4>i.& [)Fit I Pw = 7.4 4 K Ps = �. 4�'`/ C�. s �x �•5 � _ 1. /`/ ,�s>` � �,o �s� REikA:P._ x,11 �?�S/z�Z1Z= ,qty kFT .4S = .Y2g1C;z -e 33= ,OS in2��T l U51 z' 6 if 56 • x 17- `r DF F i&. r� C0 --lf 4 RH 12 s FA , wlY e A?aIT PA - Title: Job # G Dsgnr: Date: 10:44AM, 5' NOV 04 Description Scope : Rev:-s6oloo--------------------- ------------- Page -._,-- User: KW -060228, Ver 5.6.1, 25 -Oct -2002 General Timber Beam (c)1983-2002 ENERCALC Engineering Software f:104cad\042831structldeckercalcs.ecw:Calcula Description Beam BM#1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements .t M B#faM6v? S.' Section Name 6x10 Beam Design OK Center Span 10.50 ft .... -Lu 2.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Maximum Moment Bm Wt. Added to Loads 1.9 k -ft Maximum Shear * 1.5 Fb Base Allow 1,000.0 psi , Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,700.0 ksi Full Length Uniform Loads 0.73 k Center DL 0.00 k -ft 54.00 #/ft LL 72.00 #Ift Left Cantilever DL #/ft LL #Ift Right Cantilever DL Camber: @ Left #/ft LL #/ft tSummary Beam Design OK Span= 10.50ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.222 : 1 Maximum Moment 1.9 k -ft Maximum Shear * 1.5 0.9 k ' Allowable 8.6 k -ft Allowable 6.2 k Max. Positive Moment 1.91 k -ft at 5.250 ft Sheari @ Left 0.73 k Max- Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.73 k ' Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0-00 k -ft @ Center 0.041 in Max. M allow 8.61@Right Reactions... 0.000in fb 277.26 psi fv 17.89 psi Left DL 0.35 k Max 0.73 k ' Fb 1,248.33 psi Fv 118.75 psi Right DL 0.35 k Max 0.73 k Deflections Center. Span... Dead Load Total Load Left Cantilever... Dead Load Total Load ' Deflection -0.027 in -0.057 in Deflection 0.000 in 0.000 in ...Location 5.250 ft 5.250 ft ...Length/Deft 0.0 0.0 ...Length/Deft 4,614.4 2,219.05 Right Cantilever... Camber ( using 1.5D.L. DO ) ... Deflection 0.000 in 0.000 in ' @ Center 0.041 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis y Ck 29.908 Le 4.118 ft Sxx 82.729 in3 Area 52.250 int Cf 1.000 Rb 3.940 Cl 0.999 Max Moment Sxx Req'd Allowable fb @ Center 1.91 k -ft 18.37 in3 1,248.33 psi @ Left Support 0.00 k -ft 0.00 in3 1,250.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,250.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.93 k 0.93 k Area Required 7.873 int 7.873 in2 Fv: Allowable 118.75 psi 118.75 psi ' Bearing @ Supports Max. Left Reaction 0.73 k Bearing Length Req'd 0.212 in Max. Right Reaction 0.73 k Bearing Length Req'd 0.212 in Rev: 560100 User: KW -060228, Ver 5.6.1. 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software _Description Beam BM#1 Query Values Title : Dsgnr: Description Scope General Timber Beam Job # Date: 10:44AM, 5 NOV 04 --- -- Page 2- f:\ 04cad\042831struct\deckercatcs. ecw:Calcula M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.73 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in ' @ Left Cant. Location = 0.00 ft 1 1 f 1 0.00 k -ft 0.00 k 0.0000 in Title : Job # Dsgnr. Date: 3:01 PM, 7 AUG 06 Description Scope: Rev: 560100 user. Kw -060228. Ver 5.6.1, 25-Oct-2002General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software f:104cad1042831struct108-Mdeckercalcs08-06. Description Beam BM#1 General Information 0.407 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x10 Total Load Center Span 10.50 ft .....Lu 2.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 3.22 k -ft Bm Wt. Added to Loads 5.250 ft Shear: Fb Base Allow 1,000.0 psi Load Dur. Factor 1.150 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,700.0 ksi Full Length Uniform Loads Center DL 54.00 #/ft LL 167.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 10.50ft, Beam Width='5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.407 : 1 Total Load Left Cantilever... Dead Load Total Load Maximum Moment -0.027 in 3.2 k -ft Maximum Shear * 1.5 1.6 k Allowable 5.250 ft ...Length/Deft 7.9 k -ft Allowable ...Length/Deft 5.7 k Max. Positive Moment 3.22 k -ft at 5.250 ft Shear: @ Left 1.23 k Max. Negative Moment 0.00 k -ft at 10.500 ft @ Right 1.23 k Max .@ Left Support 0.00 k -ft 0.000 in Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.041 in Max. M allow 7.92Reactions... @ Right 0:000 in fb 467.16 psi fv 30.15 psi Left DL 0.35 k Max 1.23 k Fb 1,148.59 psi Fv 109.25 psi Right DL 10.35 k Max 1.23 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.027 in -0.096 in Deflection 0.000 in 0.000 in ...Location 5.250 ft 5.250 ft ...Length/Deft 0.0 0.0 ...Length/Deft 4,614.4 1,317.00 Right Cantilever... Camber ( using 1.5D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0:041 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.181 Le 4.118 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 3.940 CI 0.999 Max Moment Sxx Req'd Allowable fb @ Center 3.22 k -ft 33.65 in3 1,148.59 psi @ Left Support 0.00 k -ft 0.00 in3 1,150.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,150.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.58 k 1.58 k Area Required 14.420 in2 14.420 in2 Fv: Allowable 109.25 psi 109.25 psi Bearing @ Supports Max. Left Reaction 1.23 k Bearing Length Req'd 0.357 in Max. Right Reaction 1.23 k Bearing Length Req'd 0.357 in C2,Z Title : Job # Dsgnr: Date: 3:01 PM, 7 AUG 06 Description Scope: Rev: 560100 User: KW-OW228, Ver 5.6.1, 25-00-2002 General Timber Beam Page 2 (c)1983-2002 ENERCALC Engineering Software f:\04cad\04283\struct\08-06\deckercalcs08-O6. Description Beam BM#1 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.23 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Title : Dsgnr: Description Scope : Rev: 563100 User: KW -060228, Ver 5.6.1, 25 -Oct -2002 General Timber Beam (c)1983-2002 ENERCALC Engineering Software Description ao--. Beam BM#3 Job # G� Date: 10:44AM, 5 NOV 04 Page 1 f: k04cad104283%structWeckercaics. ecw:C a Icu I a General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x10 Dead Load Center Span 6.50 ft .....Lu 2.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever It .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 ...Length/Deft Bm Wt. Added to Loads Max Stress Ratio Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,700.0 ksi Full Length Uniform Loads - I Center DL 132.00 #/ft LL 176.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL Wit summary Dead Load Total Load Left Cantilever... Dead Load Total Load Beam Design OK -0.009 in -0.019 in Deflection 0.000 in 0.000 in ...Location 3.250 It Span= 6.50ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin 0.0 ...Length/Deft 8,966.1 Max Stress Ratio 0.197 : 1 Camber ( using 1.5 * D.L. Defl ) ... 10.006 in2 Maximum Moment 0.000 in 1.7 k -ft Maximum Shear 1.5 1.2 k Allowable 0.0 8.6 k -ft @ Left Allowable Bearing Length Req'd 6.2 k Max. Positive Moment 1.69 k -ft at 3.250 ft Shear: @ Left 1.04 k Max. Negative Moment 0.00 k -ft at 6.500 ft @ Right 1.04 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft 82.729 in3 Area 52.250 int @ Center 0.013in Max. M allow 8.61Reactions... @ Right 0.000in fb 245.67 psi fv 22.74 psi Left DL 0.47 k Max 1.04 k Fb 1,248.33 psi Fv 118.75 psi Right DL 0.47 k Max 1.04 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.009 in -0.019 in Deflection 0.000 in 0.000 in ...Location 3.250 It 3.250 ft ...Length/Deft 0.0 0.0 ...Length/Deft 8,966.1 4,045.50 Right Cantilever... 1.19 k Camber ( using 1.5 * D.L. Defl ) ... 10.006 in2 Deflection 0.000 in 0.000 in @ Center 0.013 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.303 in Max. Right Reaction 1.04 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 29.908 Le 4.118 ft Sxx 82.729 in3 Area 52.250 int Cf 1.000 Rb 3.940 Cl 0.999 Max Moment Sxx Req'd Allowable fb @ Center 1.69 k -ft 16.28 in3 1,248.33 psi @ Left Support 0.00 k -ft 0.00 in3 1,250.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,250.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.19 k 1.19 k Area Required 10.006 in2 10.006 in2 Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 1.04 k Bearing Length Req'd 0.303 in Max. Right Reaction 1.04 k Bearing Length Req'd 0.303 in 560100 User: KVJ-060228, Ver 5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software Description Beam BM#3 Title : Dsgnr:. Description Scope: General Timber Beam Job # Date: 10:44AM, 5 NOV 04 Page 2 f:104cad\042831slruct\deckercalcs. ecw:Ca Icula Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.04 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in C q ' Title : Job # Dsgnr: Date: 3:01PM, 7 AUG 06 Description Scope : Rev: 560100 User: KW -060228, Ver 5.6.1, 25 -Oct -2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software f:\04cad1042831strud108-Mdeckercalcs08-06. Description Beam BM#3 General information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x10 Total. Load Center Span 6.50 ft .....Lu 2.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Bm Wt. Added to Loads Camber( using 1.5 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.150 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,700.0ksi Full Length Uniform Loads Center DL 132.00 #/ft LL 407.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 6.50ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.368 : 1 Maximum Moment 2.9 k -ft Maximum Shear' 1.E Allowable 7.9 k -ft Allowable Max. Positive Moment 2.91 k -ft at 3.250 ft Shear:. Max. Negative Moment 0.00 k -ft at 6.500 ft . . ' Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 7.92 Reactions... ' fb 422.63 psi fv 39.12 psi Left DL Fb 1,148.59 psi Fv 109.25 psi Right DL Deflections Camber: 0.47 k 0.47 k @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK 2.0 k 5.7 k 1.79k 1.79 k 0.000 in 0.013 in 0.000 in 1.79k 1.79 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total. Load Deflection -0.009 in -0.033 in Deflection 0.000 in 0.000 in ...Location 3.250 ft 3.250 ft ...Length/Deft 0.0 0.0 ...Length/Deft 8,966.1 2,351.63 Right Cantilever... Camber( using 1.5 D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.013 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis - Ck 31.181 Le 4.118 ft Sxx 82.729 in3 Area 52.250 int Cf 1.000 Rb 3.940 Cl 0.999 Max Moment Sxx Redd Allowable fb @ Center 2.91 k -ft 30.44 in3 1,148.59 psi @ Left Support 0.00 k -ft 0.00 in3 1,150.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,150.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.04 k 2.04 k Area Required 18.710 int 18.710 in2 Fv: Allowable 109.25 psi 109.25 psi Bearing @ Supports Max. Left Reaction 1.79 k Bearing Length Req'd 0.522 in Max. Right Reaction 1.79 k Bearing Length Req'd 0.522 in c H. Z Title : Job # Dsgnr: Date: 3:01PM, 7 AUG 06 Description Scope: Rev 560100 Pae 2 User: KW -060228, Ver 5.6.1, 25 -Oct -2002 General Timber Beam g (c)1983.2002 ENERCALC Engineering Software f:X04cad\042831struct108-MdeckercaicsO8-06. Description Beam BM#3 Query Values M, V, S D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.79 k 0.0000 in @ Right Cant. Location = 0.00 It 0.00k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 It 0.00 k -ft 0.00 k 0.0000 in User. KW -060228, Ver 5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software Description TYP. POST Title : Dsgnr: Description Scope: Timber Column Design Job # Date: 3:55PM, 7 AUG 06 Page 1 f:\04cad1042831struct108-06ldeckercalcs08-06. Cq- General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 4x4 Total Column Height 8.00 ft Le XX for Axial 8.00 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 0.00 ft Column Depth 3.50 in Fc 1,000.00 psi Lu XX for Bending 8.00 ft Width It 3.50 in Fb 1,200.00 psi 541.60 psi Sawn E - Elastic Modulus 1,600 ksi 0.00 psi 0.00 psi Douglas Fir - Larch, No.1 F'bx: Allowable Loads 1,800.00 psi 1,800.00 psi Interaction Value Dead Load Live Load Short Term Load Axial Load 700.00 lbs 960.00 lbs 2,220.00 lbs Eccentricity 0.000in 541.60 psi For Bending Stress Calcs... Column OK Using : 4x4, Width= 3.50in, Depth= 3.50in, Total Column Ht= 8.00ft DL+LL DL+LL+ST DL+ST fc : Compression 135.51 psi 316.73 psi 238.37 psi Fc: Allowable 541.60 psi 541.60 psi 541.60 psi fbx : Flexural 0.00 psi 0.00 psi 0.00 psi F'bx: Allowable 1,800.b0 psi 1,800.00 psi 1,800.00 psi Interaction Value 0.2502 0.5848 0.4401 Stress Details Fc: X -X 541.60 psi For Bending Stress Calcs... Fc : Y -Y 1,150.00 psi Max k'Lu / d 50.00 F'c : Allowable 541.60 psi Actual k'Lu/d 26.84 F'c:AllowLoad Dur Factor 541.60 psi Min. Allow k'Lu / d 11.00 F'bx 1,800.00 psi Cf:Bending 1.500 F'bx' Load Duration Factor 1,800.00 psi Rb : (Le d / b^2) 11.5 7.104 For Axial Stress Calcs... Cf: Axial ' 1.150 Axial X -X k Lu / d 27.43 Axial Y -Y k Lu / d 0.00 Title : Dsgnr: Description Scope : Job # 6C Date: 10:45AM, 16 NOV 04 Rev: b6Ul UU User: KW -060228, Ver 5.6.1, 25 -Oct -2002 General Timber Beam Page (c)1983-2002 ENERCALC Engineering Software f:104cad\042831structldeckercalcs.ecw:Calcula Description Foundation Girder General Information --- - Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x10 Dead Load Center Span 6.00 ft .....Lu 1.33 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Right Cantilever DL Bm Wt. Added to Loads LL Fb Base Allow 1,000.0 psi Load Dur. Factor 1.000. Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,700.0 ksi Full Length Uniform Loads --- - '-------- ----------------------_--- Dead Load ---�� Center DL 386.00 #/ft LL 840.00 #/ft 0.000 in 0.000 in Left Cantilever DL #/ft LL #/ft 0.0 0.0 Right Cantilever DL #/ft LL #/ft 4.15 k ' Summary D.L. Defl ) ... 43.654 in2 Deflection 0.000 in Beam Design OK Span= 6.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Bearing @ Supports ...Length/Deft 0.0 Max Stress Ratio 0.835 : 1 0.000 in Bearing Length Req'd 1.081 in Max. Right Reaction ' Maximum Moment 5.6 k -ft Maximum Shear ` 1.5 4.1 k Allowable 6.9 k -ft ;Stress Calcs----------------------- Allowable 5.0 k Max. Positive Moment 5.57 k -ft at 3.000 ft Shear: @ Left 3.72 k Max. Negative Moment. 0.00 k -ft at 0.000 ft Le 2.739 ft @ Right 3.72 k ' Max @ Left Support 0.00 k -ft Cf 1.000 Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.026in Max. M allow 6.89Reactions... @ Right 0.000in ' fb 808.54 psi fv 79.37 psi Left DL 1.20 k Max 3.72 k Fb 999.30 psi Fv 95.00 psi Right DL 1.20 k Max 3.72 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.017 in -0.054 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 4,137.2 1,331.65 Right Cantilever... 4.15 k Camber ( using 1.5 * D.L. Defl ) ... 43.654 in2 Deflection 0.000 in 0.000 in @ Center 0.026 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 1.081 in Max. Right Reaction 3.72 k @ Right 0.000 in - - -- ------------------_.__-- ;Stress Calcs----------------------- Bending Analysis Ck 33.438 Le 2.739 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 3.213 Cl 0.999 Max Moment Sxx Req'd Allowable fb @ Center 5.57 k -ft 66.94 in3 999.30 psi @ Left Support 0.00 k -ft 0.00 in3 1,000.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.15 k 4.15 k Area Required 43.654 in2 43.654 in2 Fv: Allowable 95.00 psi 95.00 psi Bearing @ Supports Max. Left Reaction 3.72 k Bearing Length Req'd 1.081 in Max. Right Reaction 3.72 k Bearing Length Req'd 1.081 in i User: KW -060228, Ver 5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software Description Foundation Girder Title : Dsgnr: Description Scope: Job # r/" Date: 10:45AM, 16 NOV 04 Page 2 General Timber Beam f:104cad1042831structldeckercalcs. ew+: C alwl a Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 3.72 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in User. KW -060228, Ver 5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software ' Description Foundation Girder Title : Dsgnr. Description Scope: General Timber Beam a -( Job # Date: 3:56PM, 7 AUG 06 Page 1 f:\04cad\04283\strict\08-06\deckercalrs08-06. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x10 Max Stress Ratio Center Span 6.00 ft .....Lu 1.33 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 5.7 k Bm Wt. Added to Loads Max. Positive Moment Fb Base Allow 1,000.0 psi Load Dur. Factor 1.150 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,700.0 ksi Full Length Uniform Loads Center DL 386.00 #/ft LL 1,155.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 6.00ft, Beam Width = 5.500in x Depth'-- 9.5in, Ends are Pin -Pin Max Stress Ratio 0.911 : 1 Maximum Moment 7.0 k -ft Maximum Shear * 1.5 5.2 k Allowable 7.9 k -ft Allowable 5.7 k Max. Positive Moment 6.99 k -ft at 3:000 ft Shear: @ Left 4.66 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 4.66 k ' Max @ Left Support 0.00 k -ft - Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.026in Max. M allow 7.92 Reactions... @ Right 0.000in fb 1,014.15 psi fv 99.56 psi Left DL 1.20 k Max 4.66 k Fb 1,149.07 psi Fv 109.25 psi Right DL 1.20 k Max 4.66 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load ' Deflection -0.017 in -0.068 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 4,137.2 1,061.67 Right Cantilever... Camber ( using 1.5D.L. DO ) ... Deflection 0.000 in 0.000 in ' @ Center 0.026 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs ' Bending Analysis Ck 31.181 Le 2.739 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 3.213 Cl 0.999 ' Max Moment Sxx Req'd Allowable fb @ Center 6.99 k -ft 73.02 in3 1,149.07 psi @ Left Support 0.00 k -ft 0.00 in3 1,150.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,150.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.20 k 5.20 k Area Required 47.614 in2 47.614 in2 Fv: Allowable 109.25 psi 109.25 psi Bearing @ Supports Max. Left Reaction 4.66 k Bearing Length Req'd 1.356 in Max. Right Reaction 4.66 k Bearing Length Req'd 1.356 in CQ.2 Title : Job tt Dsgnr: Date: 3:56PM, 7 AUG 06 Description: Scope: tev: 560100 Pae 2 Jser: KW -060228, Ver 5.6.1, 25 -Oct -2002 General Timber Beam g c)1983-2002 ENERCALC Engineering Software(:104cad1042831strud108-06ldeckercalcs08-06 Description Foundation Girder Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 4.66 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Title: Job # V� Dsgnr: Date: 9:23AM, 17 NOV 04 Description Scope : Rev: 560100 . Page 1 User: KW -060228. Ver 5.6.1. 25 -Oct -2002 Cantilevered RetainingWall Design (c)1983-2002 ENERCALC Engineering Software f:\04cad\04283\structldeckercalcs.ecw:Calcula Description Criteria Retained Height = 2.50 ft Wall height above soil = 0.25 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf ! Axial Load Applied to Stem Design Summary Total Bearing Load = 819 lbs ...resultant ecc. = 3.48 in [Soil Data-------------------� = 933 psf OK Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 38.0 Toe Active Pressure = 0.0 Passive Pressure = 250.0 Water height over heel = 0.0 ft FootingIlSoil Friction = 0.300 Soil height to ignore = 85:0 psi for passive pressure = 0.00 in Soil Pressure @ Toe = 933 psf OK Soil Pressure @ Heel = 3 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,337 psf ACI Factored @ Heel = 5 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 2.9 psi OK Allowable = 85:0 psi Wall Stability Ratios = Overturning = 2.20 OK Sliding = 1.55 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 267.2 lbs less 100% Passive Force= - 195.3 lbs less 100% Friction Force= - 218.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK LFooting Design Results = Toe Heel Factored Pressure = 1,337 5 p Mu': Upward = 0 0 ft - Mu': Downward = 0 126 ft - Mu: Design = 168 126 ft - Actual 1 -Way Shear = 0.00 2.93 ps Allow 1 -Way Shear = 85.00 85.00 ps Toe Reinforcing = None Spec'd Reinforcing = None Spec'd Key Reinforcing = None Spec'd Axial Dead Load = ps 23.0 lbs Min. As % = Axial Live Load = 90.0 lbs 0.63 ft Stem Construction Top Ste Total Footing Width = 1.-75 Stem Design height ft = 0 Wall Material Above "Ht" = Conc Thickness = 6 Rebar Size = # Rebar Spacing = 16 Rebar Placed at = Ce Design Data ---------- ----- fb/FB + fa/Fa = 0 Total Force @ Section lbs = 20 Moment....Actual ft-# = 16 Moment.:...Allowable = 1,90 Shear..... Actual psi = Shear..... Allowable psi = 8 Bar Develop ABOVE Ht. in = 18 Bar Lap/Hook BELOW Ht. in = 6 Wall Weight = 7 Rebar Depth 'd' in= 3 Masonry Data -- --- ---- fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. _ # Masonry Block Type = Normal Weight # Concrete Data -- ------- # fc psi = 2,5 i Fy psi = 60,0 Other Acceptable Sizes 8 Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S ' Fr Key: No key defined Footing Strengths & Dimensions fc = 2,500 psi Fy = 60,000 psi Min. As % = 0.001.4 Toe Width = 0.63 ft Heel Width = 1.13 Total Footing Width = 1.-75 Footing Thickness = 15.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft, Cover@ Top = 3.00 in @ Btm.= 3.00 in Axial Load Eccentricity = 0.0 in OK .00 rete .00 4 .00 nter 00.0 00.0 Title : Dsgnr: Description Scope Job # G v Date: 9:23AM, 17 NOV 04 Rev: 560100 User: KW -060228, Ver 5.6.1, 25 -Oct -2002 Cantilevered Retaining Wall Design Page ula f:\04cad\04283\struct\deckercalcs.ecw:calc2 (c)1983-2002 ENERCALC Engineering Software Description Summary of Overturning & Resisting Forces & Moments .....RESISTING..... ....OVERTURNING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 267.2 1.25 334.0 Soil Over Heel = 171.9 1.44 247.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 23.0 0.88 20.1 Load @ Stem Above Soil = Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 206.3 0.88 180.5 Total = 267.2 O.T.M. = 334.0 Earth @ Stem Transitions = Resisting/Overturning Ratio = 2.20 Footing Weight = 328.1 0.88 287.1 Vertical Loads used for Soil Pressure = 819.2 lbs Key Weight = Vert. Component = Vertical component of active pressure NOT used for soil pressure Total = 729.2 lbs R.M.= 734.8 ' ! Floor Span Tables G� Trus Joist • TJI® Joist Specifier's Guide 2026 • September 2003 Not all products are available in all markets. Contact your Trus Joist representative for information. i r 13/a•• 14" 6. 1 UP 110 joists i r 21A6" 14" TJI® 210 joists I I 25A6" sjs j 14" f 16" TJI® 360 joists i r 3'/z 14„ I ` - 16" TO 560 joists L/480 Live Load Deflection Depth TJI®40 PSF Live Load / 10 PSF Dead Load 40 PSF Live Load / 20 PSF Dead Load Depth TJI®40 12 o.c. 16" o.c. 19.2" o.c. _ 24" a. c. _ 12" o.c. 16" o.c. 19.2" o.c. 24" o.c. N.A. 110 _ _ 16'-5" 15'-0° _ 14'-2" 13'-2" 16'-5" 15'-0° 13'-11' 12'-5' 91h„ 210 17'-3" 15'-9' 14'-10° 13' 10° 17'-3° 15'-9° 14'-10° 13'-8" 19'-6°N.A. 110 19'-6" 17'-10" 16'-10" 15'-511) 19'-6" 17'-3' 15'-8' 14'-0"(1) 1P/s" _210 _ 360 560 20'-6" 22'-11" 26'-1" 18'-8- 20'-11 23'-8" 17'-8" 19'4" 22'-4" 16'-5" 18' 4° 20' 9° 20'-6' _ 22'-11° 18'-8" 20'-11" 17'-3' 19'-8" 15'-511) 17'-10'(0 26' 1" 23'-8' 22'-4' HAT) 14" 110 210 _22'-2' 23'-3" _ 20'-3'_ 21'-3" 18'-9" 20'-0" 16'-9"11) 18'-4"11)-- - 21'-8" 18'-9" 17'-111) 14'-7"(1) _ 23'-3" - — 20'-7' 18'-911) 16'-2"(0 - 24'-9° _ 360 _ 26'-0" 23'-8' 22'-4° 20'-9"10_ 26'-0° — 23'-8" 22'401 17'-10'10 18'-9' 560 29'-6" 26'-10" 25'-4" -- 23'-6' 29'-6" 26'-10" 25'-4"10 20'-1111) 20'-7° 210 25'-9" 23'-6" 22'-0"(1) 19'-511) 25'-5' 22'-011) 20'-1°Iy 16'-210 16" 360 28'-9' 26-3" 24'-8'(t)_---21'-5'(1)_-- 17'-10'(1) 28'-9" 26'-3°10 22'-4°(1) 17'-10°(0 28'-0" 560 32'-8" 29'-8" 28'-0' 25'-2'(1) 32'-8" 29'-8" 26'-311) 20'-11.0) L/360 Live Load Deflection (Minimum Criteria per Code) Long term deflection under dead load, which includes the effect of creep, has not been considered. Bold italic spans reflect initial dead load deflection exceeding 0.33' (1) Web stiffeners are required at intermediate supports of continuous span foists when the intermediate bearing length is less than 5%' and the span on either side of the intermediate bearing is greater than the following spans: PSF Live Load / 10 PSF Dead Load PSF Live Load / 10 PSF Dead Load 40 PSF Live Load / 20 PSF Dead Load Depth TJI®40 12 o.c. 16" o.c. 19.2" o.c. 24" o.c. 12" o.c. 16" o.c. 19.2" o.c. 24" o.c. N.A. 110 18'-2' 16'-7' 15'-3' 13'-8" 17'-8' 15'-3" 13'-11' 12'-5' 91h„ 210 19'-1" 17'-5" 16'-6° 15'-0" 19'-1' 16'-9" 15'-4" 13'-8' 19'-6°N.A. 110 21'-7" 18'-11" 17'-3" 15'-5'(1) 19'-11" 17'-3" 15'-8" 14'-0'b1 - - N.A. 210 22'-8" 20'-8" _ 18'-11" 16'-10" 21'-10° 18'-11' 17'-3" ' 15'-5'10 117A" 360 25'4 23'-2" 21'-10° 20'-411) 25'-4" 23'-2" 21'-10'11f 17'-10'10 560 28'-10" 26'-3" 24'-9° 23'-0' 28'-10" 26'-3" 24'•9" 20'-11111 110 23'4 20'-6" 18'-9' 16'-9'(1) 21'-8" 18'-9' 17'-16(0 14'-7"(0 210 25'-8' 22'-6" 20'-7° 18'-4"(1) 23'-9" 20'-T 18'40) 16`-211) 14" 360 28'=9" 26'-3" 24'-910 21'-5"10 28'-9" 26-3'11► 22'-4'(1) 17'-10'(1) 560 32'=8" 29'-9" 28'-0" 25'-2'(1) 32'-8" 29'-9" 26'-3'11l' 20'-11'10 210 27'-10" 24'-1" 22'-0"(0 19'-510 25'-5' 22'-0"(0 20'-lim 16`-2'0) ' 16" 360 31'•10' 29'-0' 26'-10"(0 21'-5(0 31'-10" 26'40"t1f 22'40) 17`-10"10 560 36'-1' 32'-11' 31'-0'(1) 25'-211) 36'-1" 31'-6"Ill 26'-311) 20'-1110 Long term deflection under dead load, which includes the effect of creep, has not been considered. Bold italic spans reflect initial dead load deflection exceeding 0.33' (1) Web stiffeners are required at intermediate supports of continuous span foists when the intermediate bearing length is less than 5%' and the span on either side of the intermediate bearing is greater than the following spans: How to Use These Tables 1. Determine the appropriate live load deflection criteria. 2. Identify the live and dead load condition. 3. Select on -center spacing. 4. Scan down the column until you meet or exceed the span of your application. 5. Select TJI® joist and depth. Live load deflection is not the only factor that affects how a floor will perform. To more accurately predict floor performance, use our TJ -Pro"" Rating system. General Notes • Tables are based on: - Uniform loads. - More restrictive of simple or continuous span. - Clear distance between supports (13/4° minimum end bearing). • Assumed composite action with a single layer of 24" on -center span -rated, glue -nailed floor panels for deflection only. Spans shall be reduced 6" when floor panels are nailed only. • Spans generated from Trus Joist software may exceed the spans shown in these tables because software reflects actual design conditions. • For loading conditions not shown, refer io software or to load tables on page 15. Im PSF Live Load / 10 PSF Dead Load 40 PSF Live Load / 26 PSF Dead Load TJI®40 12" o.c. 16" o.c. 19.2" o.c. _ 24" o.c. 12" o.c. 16" o.c. 19.2" o.c. 24" o.c. 110 N.A. N.A. N.A. 15'-4° N.A. N.A. 16'-0" • 12'-9' 210 N.A. N.A. 21'-4" - — 17'-0' - — N.A. 21'-4" 17'-9" 14'-2" 360 N.A. N.A. 19'-6°N.A. 24'-5' 20'-4' 16'-3" 560 N.A. N.A. -- _24'-5° 29'-10' -- 23'-10".-_ - - N.A. 29'-10" 24'-10" 19'-10"-_ How to Use These Tables 1. Determine the appropriate live load deflection criteria. 2. Identify the live and dead load condition. 3. Select on -center spacing. 4. Scan down the column until you meet or exceed the span of your application. 5. Select TJI® joist and depth. Live load deflection is not the only factor that affects how a floor will perform. To more accurately predict floor performance, use our TJ -Pro"" Rating system. General Notes • Tables are based on: - Uniform loads. - More restrictive of simple or continuous span. - Clear distance between supports (13/4° minimum end bearing). • Assumed composite action with a single layer of 24" on -center span -rated, glue -nailed floor panels for deflection only. Spans shall be reduced 6" when floor panels are nailed only. • Spans generated from Trus Joist software may exceed the spans shown in these tables because software reflects actual design conditions. • For loading conditions not shown, refer io software or to load tables on page 15. Im Rev: 560100 User: KW -360228, Ver 5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software Title : Job # C 1a Dsgnr: Date: 4:45PM, 17 NOV 04 Description Scope : General Timber Beam Description Porch Framing. Members - Page 1 f: k04cad1042831struct\deckerca ics. ecw.Calcu la General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x8 Summary Center Span 4.75 ft .....Lu 1.33 ft Beam Width 3.000 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.250 in Right Cantilever 0.75 ft .....Lu 0.00 ft Member Type. Sawn Douglas Fir - Larch, No.1 : 1 Bm Wt. Added to Loads Fb Base Allow 1,000.0 psi Load Dur. Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,700.0ksi Full Length Uniform Loads Max. Positive Moment 0.21 k_ftr Center DL @ Left 16.00 #/ft LL 53.00 #/ft Left Cantilever DL Max. Negative Moment #/ft LL #/ft Right Cantilever DL 0.18 k #/ft LL #/ft ' Summary Beam Design OK - Span= 4.75ft, Right Cant= 0.75ft, Beam Width = 3.000in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.096 : 1 ' Maximum Moment 0.2 k -ft Maximum Shear * 1.5 0.2 k Allowable 2.6 k -ft Allowable 2.1 k Max. Positive Moment 0.21 k_ftr at 2.375 ft Shear: @ Left 0.18 k Max. Negative Moment -0.00 k -ft at 4.750 ft @ Right 0.18 k ' Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support -0.00 k -ft @ Center 0:002 in Max. M allow 2.62Reactions... @ Right 0.001 in fb 95.32 psi fv 9.15 psi Left DL 0.05 k Max 0.18k ' Fb 1,197.34 psi Fv 95.00 psi Right DL 0.05 k Max 0.18 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.001 in -0.005 in Deflection 0.000 in 0.000 in ...Location 2.375 ft 2.375 ft ...Length/Deft 0.0 0.0 ...Length/Deft 38,435.7 10,896.31 Right Cantilever... Camber ( using 1.5D.L. Defl ) ... Deflection 0.001 in 0.003 in ' @ Center 0.002 in ...Length/Deft 25,154.9 7,048.5 @ Left 0.000 in @ Right 0.001 in Stress Calcs Bending Analysis Ck 33.438 Le 2.739 ft Sxx 26.281 in3 Area 21.750 in2 Cf 1.200 Rb 5.146 Cl 0.998 ' Max Moment Sxx Req'd Allowable fb @ Center 0.21 k -ft 2.09 in3 1,197.34 psi @ Left Support 0.00 k -ft 0.00 in3 1,200.00 psi @ Right Support 0.00 k -ft 0.01 in3 1,200.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.20 k 0.20 k Area Required 2.084 in2 2.094 in2 Fv: Allowable 95.00 psi 95.00 psi Bearing @ Supports Max. Left Reaction 0.18 k Bearing Length Req'd 0.094 in Max. Right Reaction 1 0.18 k Bearing Length Req'd 0.096 in User: KW -060228, Ver 5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software Title : Dsgnr: Description Scope General Timber Beam rs tr:�-sr - Description Porch Framing Members Query Values Job # Date: 4:45PM, 17 NOV 04 --Page f:104rad104283kstruclkdeckercalr-s.ecw: C alcula M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.18 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.18 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in AAN�� A/Jkla0ma1 1 1 COUNTY O' j�-,D�'N0 DIVISION APPROVED 40 011710(p' 617 -/S71 RRTHTEC ltd, GEOTECHNICAL ENGINEERS • SPECIAL INSPECTORS GEOENVI4iONMEMRI CONSULTANTS 1 1830 Vernon Street, Suite 7 • Roseville, CA 95678 • (916) 786-5262 RRTHTEC ltd, %vmv,4r•� GEOTECHNICAL ENGINEERS • SPECIAL INSPECTORS GEOENVIRONMENTAL CONSULTANTS GENERAL GEOTECHNICAL STUDY (DECKER'CUSTOM HOME``' AZALEA LANE BERRY CREEK, BUTTE COUNTY, CALIFORNIA EARTHTEC, Ltd. PROJECT NO. 104687 PREPARED FOR: MR. & MRS. JIM DECKER 405 CUMBERLAND DRIVE TRACY, CALIFORNIA 95376-4937 June 16, 2004 BUTTE COUNTY BUILDING ®I,/I sig APPROVED 2004 © Earthtec, Ltd. 1830 Vernon Street, Suite 7 • Roseville, CR 95678 • (916) 786-5262 9 fox (916) 786-5263 • E-mail: earthtec@surewest.net � •Y f.1r l• • V . �,i COD Prepared by: Reviewed by: Brandon Badeker Ed Hendrick Staff Geologist '. Principal Consultant 2004 © Earthtec, Ltd. 1830 Vernon Street, Suite 7 • Roseville, CR 95678 • (916) 786-5262 9 fox (916) 786-5263 • E-mail: earthtec@surewest.net TABLE OF CONTENTS INTRODUCTION......................................................................................................................... 1 PURPOSEAND SCOPE OF STUDY......................................................................................... 1 FINDINGS..................................................................................................................................... 2 SITEDESCRIPTION............................................................................................................... 2 GENERALIZED SOIL CONDITIONS.................................................................................. 2 GROUNDWATER.................................................................................................................... 3 GENERALIZEDGEOLOGY................................................................................................. 3 SEISMICCRITERIA................................................................................................................... 3 SITE SUITABILITY AND GEOTECHNICAL CONSIDERATIONS ............................... 5 BEARINGCAPABILITY........................................................................................................ 5 EXPANSIVESOIL CONDITIONS........................................................................................ 5 POTENTIALEXCAVABILITY............................................................................................. 5 MATERIALSSUITABILITY................................................................................................. 6 POTENTIALSLOPE STABILITY........................................................................................ 6 GROUNDWATER.................................................................................................................... 6 PROPOSEDFOUNDATION TYPE....................................................................................... 6 RECOMMENDATIONS.............................................................................................................. 7 EARTHWORK......................................................................................................................... 7 SiteClearing and Stripping................................................................................................. 7 Overexcavation...................................................................................................................... 7 SubgradePreparation.......................................................................................................... 7 Materialfor Fill..................................................................................................................... 8 Compaction............................................................................................................................ 8 TrenchBackfill...................................................................................................................... 8 Slopesand Drainage............................................................................................................. 9 ConstructionObservation..................................................................................................... 9 GuideSpecifications............................................................................................................ 10 CRITERIA FOR FOUNDATION DESIGN......................................................................... 10 LATERAL RESISTANCE CRITERIA................................................................................ 12 RETAINING WALL DESIGN CRITERIA......................................................................... 12 SLAB -ON -GRADE SUPPORT............................................................................................. 13 FLEXIBLE PAVEMENT SECTION ALTERNATIVES................................................... 14 LIMITATIONS........................................................................................................................... 15 APPENDIX A APPENDIX B APPENDIX C APPENDIX D APPENDIX E 2004 ° Earthtec, Ltd. 1 1 1 1 1 1 1 1 1 1 Project No. 104087 Page No. 1 GENERAL GEOTECHNICAL STUDY DECKER CUSTOM HOME AZALEA LANE BUTTE COUNTY, CALIFORNIA INTRODUCTION PURPOSE AND SCOPE OF STUDY This report presents the results of our General Geotechnical Study for the proposed Decker Custom Home as shown on the attached Location Plan, Figure 1, Appendix D. The purpose of our study was to evaluate the earth materials at the site. In order to accomplish our evaluation, our scope of work included establishing the general surface and subsurface conditions at the site and developing conclusions and recommendations related to the geotechnical aspects of the project as discussed in our proposal dated May 5, 2004. The attached Appendices contain further information and descriptions of this project, (Appendix A); site investigation procedures (Appendix B); laboratory testing and procedures used (Appendix C); graphic presentations -- site plan, boring logs, and legend -- (Appendix D); and, guide specifications for earthwork (Appendix E). PROPOSED BUILDING It is our understanding that the residence will be of wood frame construction with raised wooden first floor and concrete slab -on -grade garage floor. 2004 ° Earthtec, Ltd. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project No. 104087 Page No. 2 FINDINGS SITE DESCRIPTION At the time of our field reconnaissance, the site was located at the northeasterly termination of Azalea Lane in Berry Creek, Butte County, California. The property was located in a gated community of approximately 70 parcels (of which, about a dozen were developed with single-family residences). The topography of the site was slightly to steeply hilly with a general slope down to the north. A bench had previously been excavated into the lot's slope, and was approximately 30 feet long and 20 feet wide and cut into the slope approximately 2 to 3 feet. The site was heavily wooded with large growths of conifers and underbrush. Surrounding land use consisted of undeveloped land and single-family residences. Indications of other surface and/or subsurface structures and/or man caused disturbances were not observed, although the possible presence of such structures/disturbances cannot be precluded. GENERALIZED SOIL CONDITIONS The earth material profile presented below is much generalized and the reader is, advised to consult, the Soil Boring Logs contained in Appendix D if the earth material conditions at a specific depth and location are desired. On the logs can be found more detailed earth material descriptions regarding color, earth material type, and Unified Soil Classification symbol. The uppermost soil found in the borings, to depth of about 2 feet, varied in consistency from semi - compact to loose, and was comprised of brown, moist, sandy, clayey SILT (Unified Soil Classification: ML). The upper one to two feet of this material, on the southerly portion of the site, is considered to be fill from the development of the adjacent lots%roadway. Beneath the upper fill soil was found semi -compact to compact, orange -brown, moist, sandy, clayey SILT (ML) that is saprolitic — derived from the decay of underlying'bedrock. The saprolitic soil was found from about 4 to 11 feet depth. Underlying the saprolitic soil to the maximum depth penetrated of approximately 2004 ® Earthtec, Ltd. 1 ' Project No. 104087 Page No. 3 '16/Zfeet was discovered verydense,gra and white slightly moist, granitic bedrock that was ' moderately to highly fractured and weathered. It should be noted that earth material conditions cannot be fully determined by test borings and earth material sampling. Hence, unexpected earth material conditions might be encountered during ' construction. Therefore, we suggest a contingency fund for additional expenditures that might have to be made to attain a properly constructed project. GROUNDWATER Free groundwater was not observed in any of the test borings. ' GENERALIZED GEOLOGY The earth material underlying the fill materials and upper residual/saprolitic soil is indicated to be granitic rock of the Bald Rock Pluton on the "Geologic Map of the Chico Quadrangle, California" (1992), by the California Division of Mines and Geology. The rocks were indicated to have formed during the Mesozoic Era of geologic time (duration about 250 million to 65 million years before present). The total thickness of the unit at this site was not determined. ' SEISMIC CRITERIA Ground shaking from earthquakes is generally responsible for 70 to 100 per cent of all earthquake damage and can affect hundreds of square miles of territory. The damage from seismic shaking is generally caused by transmission of the seismic wave into an engineered structure. The Uniform Building Code outlines criteria for estimating earthquake loads on structures, the specific criteria for the subject site is outlined below. 1 1 2004 0 Earthtec, Ltd. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project No. 104087 Page No. 4 Seismic Zone Factor Z Table 16-I 0.30 Soil Profile Type Table 16-J SD/ SC Seismic Source Type Table 16-U Ref The Uniform Building Code (Vol. Z, Chapter 16, Division V, 1997) 2004 O Earthtec, Ltd. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project No. 104087 Page No. 5 CONCLUSIONS AND DISCUSSIONS SITE SUITABILITY AND GEOTECHNICAL CONSIDERATIONS From a geotechnical engineering standpoint, the site is considered suitable for development of the proposed improvements, provided the conclusions and recommendations of this report are followed. BEARING CAPABILITY Our investigation indicates that the firm, undisturbed earth materials encountered at the test boring locations are capable of supporting the proposed construction. Any fill and/or loose, disturbed, or wet soils present at the time of construction are not considered capable of supporting new construction. Engineered fills constructed in accordance with our recommendations are considered competent for support of the anticipated construction. EXPANSIVE SOIL CONDITIONS It is our opinion that the silt soils and underlying rock found in the borings are essentially nonexpansive. POTENTIAL EXCAVABILITY It is anticipated that the soil materials at the site can be readily moved by conventional earth moving equipment. The underlying weathered rock can be expected to require moderate to heavy ripping by large excavators prior to removal; depending on the degree of weathering. Slightly weathered rock and any local hard projections that might be encountered during earthwork may need severe ripping or, perhaps, blasting to facilitate removal. Deeper cuts or trenches that engage rock conditions can be expected to be resistant to excavation as depth increases. 2004 0 Earthtec, Ltd. Project No. 104087 Page No. 6 MATERIALS SUITABILITY Granular soils similar to those encountered in the test borings which have been processed to remove rubble, rubbish, significant organic matter, oversize cobbles, and boulders, or other objectionable substances are considered suitable for use in engineered fill from the standpoints of quality and compaction characteristics. POTENTIAL SLOPE STABILITY No landslides, slumps, or other indications of gross slope instabilities were observed in the proposed construction area during our field reconnaissance. We conclude that the natural slopes in the improvement area are stable under the conditions observed. GROUNDWATER The absence of shallow groundwater at the site at the time of our field study indicates low potential impact on the construction or performance of the proposed construction at that time. However, groundwater levels at the site might be higher during the winter and spring months. Depending on the depth of excavations, there might be some impact and/or grading on trenching during those seasons. Water might saturate surficial soils and/or follow along the top of the rock surface which might impact construction, if encountered. ' PROPOSED FOUNDATION TYPE It is our opinion that the proposed structure can be supported on a conventional spread foundation system that is supported either entirely on the underlying rock; or, entirely on two or more feet of firm native soils and/or engineered fill. 2004 0 Earthtec; Ltd. 1 ' Project No. 104087 Page No. 7 RECOMMENDATIONS EARTHWORK ' Site Clearing and Stripping The building pad area should be cleared of all obstructions including fill, loose, wet, or disturbed soil, oversized material, rubble, rubbish, vegetation, and any buried utility lines to be removed/abandoned. Trees to be removed should have their entire root bowls and large roots ' removed. Excavations resulting from the removal of unsuitable materials should be cleared to expose firm, stable material and backfilled with approved earth materials compacted to the ' requirements given below under compaction. In conjunction with clearing, the surface of the site to be graded should be stripped to sufficient depth to remove all organic laden topsoil. The actual stripping depth should be determined by our representative at the time of construction. The cleared and stripped materials should be removed ' from the site, stockpiled for possible use as landscape materials, or placed in yard areas. Overexcavation ' upper fill and loose to soil if it is to be reworked as engineered fill to support new structural The upp p g pp loads, should be overexcavated to its total depth and to at least 5 feet outside of the construction limits. 1 Subgrade Preparation ' Once the construction areas have been cleared and any excavations made, then the subgrades that will receive engineered fill, that are to be left at existing grade, or that have been achieved by excavation should be scarified to at least 6 inches. The loosened soils should be uniformly moisture conditioned to 1 to 3 percent over optimum and compacted to at least 95 percent relative compaction ' per ASTM D 1557. Inability to achieve the stated compaction or instability of the subgrade materials could be used as further criteria for the removal of loose, wet, or soft soils, or for the need of special ' 2004 0 Earthtec, Ltd. 1 L 11 1 1 1 1 t 1 1 1 Project No. 104087 Page No. 8 stabilizing measures. Intact rock exposed in the subgrade should not be scarified, but should have all loose materials removed from its surface. Material for Fill On-site and/or import earth materials which are free of significant vegetation (not more than 2 percent) and other undesirable, deleterious substances; which have a plasticity index of 12 or less; which do not contain rocks or lumps greater than 4 inches in greatest dimension with not more than 15 percent larger than 21/2 inches; and, which are pre -approved by this firm 48 hours prior to use are considered suitable for use as fill. Borrow areas should be observed by our representative and samples obtained for laboratory testing (if required) at least four days prior to any materials being used at the site. Compaction All engineered fill placed at the site and subgrades requiring recompaction should be uniformly moisture conditioned to 1 to 3 percent over optimum and compacted to at least 95 percent relative compaction, as determined by ASTM Test Designation D 1557, or to the method as might be determined by our representative. Fill materials should be spread and compacted in lifts not exceeding 8 inches in uncompacted thickness. The moisture content of fill materials should be determined based upon the compaction characteristics of the earth material. Trench Backfill Utility trenches should be backfilled with mechanically compacted fill placed in lifts not exceeding 8 inches in uncompacted thickness. Sufficient water should be added during the trench backfilling operations to prevent the soil from bridging or bulking during compaction (typically slightly over optimum moisture content). If on-site soil is used, then the material should be compacted to at least 95 percent relative compaction. Imported sand could also be used for backfilling trenches provided it is compacted to at least 95 percent relative compaction. 2004 0 Earthtec, Ltd. 1 L 1 1 1 1 1 11 Project No. 104087 Page No. 9 Slopes and Drainage Permanent excavation and embankment slopes should be graded at an inclination of 2 horizontal to 1 vertical (2h:Iv) or flatter; in rock, to 1'/2:1v. The crowns of all slopes should be constructed so that surface run-off water is not allowed to flow over the faces of the slopes. All slopes should be observed by the Geotechnical Engineer so that he can determine if there are any local defects and make mitigation recommendations, as might be needed. The crowns of all slopes should be constructed so that surface run-off water is not allowed to flow over the faces of the slopes. On-site granular soils are considered at least moderately susceptible to erosion where drainage concentrations occur. Concentrated flowing water should be either dissipated or channeled to appropriate discharge facilities as determined by the general Civil Engineer and shown on his grading and/or erosion plan. In addition, positive surface gradients should be provided adjacent to the building and within pavement areas to direct surface water away from the structure and pavements and toward suitable discharge facilities. Ponding of surface water should not be allowed adjacent to the structure or pavements nor on top of pavements. Construction Observation As previously discussed, variations in subsurface conditions are possible and may be encountered during construction. In order to permit correlation between the preliminary subsurface data obtained during this investigation and the actual subsurface conditions encountered during construction, as well as affirm substantial conformance with the plans and specifications, a representative of this firm should be present during all phases of the site earthwork to make tests and observations of the site preparation, selection of satisfactory fill materials, and placement and compaction of the fills. Any site earthwork performed without the presence of our representative will be entirely at the grading contractor's and/or owner's risk and no responsibility for such operations will be accepted by our 2004 0 Earthtec, Ltd. 1 1 1 1 1 1 Project No. 104087 Page No. 10 firm. Sufficient notification (at least 48 hours) is necessary to assure that our work will coincide with the construction schedule. L We emphasize the importance of our presence during the observation and testing of the grading operations. Our observation of the subsurface earth material conditions, especially under the loads imposed by construction equipment, is considered an extension of our investigation, particularly within those areas away from the borings. Guide Specifications Earthwork specifications which may be used as a guide in the preparation of contract documents for site grading are included in Appendix E. The conclusions and recommendations contained in this report should be incorporated into the guide specifications. CRITERIA FOR FOUNDATION DESIGN It is our opinion that the building may be supported upon continuous and/or isolated spread foundations. The foundation for the structure should extend at least 12 inches for single -story, and 18 inches for two-story, below the building pad earth surface or lowest abutting soil grade; or, penetrate at least 6 inches into intact rock, as affirmed by the Geotechnical Engineer. The footings should be at least 12 inches in width. In addition, footings located adjacent to utility trenches should also have their bearing surfaces below an imaginary one horizontal to one vertical plane projected upward from the bottom edge of the trench. All footings should bear entirely on two or more feet of undisturbed, firm native soil and/or new engineered fill constructed in accordance with the recommendations of this report; or, entirely on rock materials — but not on both in any individual structure, as affirmed by the Geotechnical Engineer. The foundations may be designed for an allowable axial soil bearing pressure of 2000 pounds per square foot (p.s.f.) for dead plus live Toad, with a one-third increase for any transient load (including wind or seismic); or, for firm weathered rock, 4000 p.s.f. The weight of foundation 2004 ® Earthtec, Ltd. 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 Project No. 104087 Page No. 11 concrete below grade may be neglected in sizing computations. We recommend that all footings be reinforced as required by the structural designer to provide structural continuity and to permit strong spanning of local irregularities, and to be rigid enough to accommodate potential differential movements on the order of one-half inch uniformly proportioned over 20 lineal feet. For hillside construction, a mitigation measure would be to deepen the structure's footings that are on or within fifteen feet of the slope. Footings should be deepened and stepped as designed by the structural designer such that the bottom of the footing is below an imaginary horizontal line projected into the slope at a point that is five feet downhill along the ground surface from where the downhill vertical face of the footing intercepts the slope face. The slope should be protected from erosion, as designed by the Civil Engineer, on his grading plan, and/or the landscape architect, for this site. We must note that, even though water from surface and/or groundwater sources is controlled/diverted, there is unknown potential for instability to occur due to outside influences, such as natural weathering, prolonged heavy torrential rainstorms, etc. The foundation excavations should be clean (i.e., free of all loose slough) and dry prior to placing steel and concrete. Concrete should be pumped or placed by means of a tremie or elephant's trunk to avoid aggregate segregation and earth contamination (i.e., concrete should not be chuted against the excavation sidewalls) for excavations over four feet deep. Structural stability of the rebar reinforcement should be maintained during concrete placement to prevent buckling. The concrete should be properly vibrated to mitigate formation of voids and to promote bonding of the concrete to steel reinforcing. These recommendations are predicated upon our representative observing the bearing materials, as well as the manner of concrete placement. Sufficient notification (at least 48 hours) is required to assure that our field observation work will coincide with the construction schedule. 2004 ® Earthtec, Ltd. Project No. 104087 Page No. 12 LATERAL RESISTANCE CRITERIA Resistance to lateral forces could be computed by either frictional resistance or passive pressure; if both are combined, then the larger should be reduced by 50 percent. An allowable friction factor of 0.24 is considered appropriate between the undersurfaces of the foundations and the underlying soil subgrades; for rock, 0.40. The allowable passive earth pressure due to soil applied against vertical faces of foundations is estimated to be about 230 pounds per cubic foot (equivalent fluid pressure); or, for rock, 1000 pounds per square foot (uniform pressure). Rock dowels might also be considered for achieving lateral resistance for footings supported entirely on intact rock. RETAINING WALL DESIGN CRITERIA We estimate that retaining walls capable of moving such that the top of the wall is free to deflect or rotate at least 0.1 percent of the wall height could be subjected to an ultimate active earth pressure of 38 pounds per cubic foot (pcf , equivalent fluid pressure, for level, predominantly granular, non - expansive, backfill. If a wall cannot move the required amount, then the wall should be designed to resist an ultimate at -rest earth pressure of 5 8 pcf, equivalent fluid pressure. The preceding values are predicated on complete drainage of the wall backfill. Surcharge loads from adjacent permanent construction, building foundations, construction activities, traffic, slopes, etc, also should be taken into consideration. Recommendations for shoring design are beyond the scope of work for this project. If such should be desired, then please contact our office for further analysis and recommendations. Drainage of the walls may be accomplished using a full wall drainage blanket or a premanufactured wall drainage system. The drainage blanket materials, if selected for use, should consist of Class 2 permeable material per Section 68-1.025 of the CalTrans Standard Specifications. The drainage 2004 0 Earthtec, Ltd. 1 1 1 1 1 1 1 Project No. 104087 Page No. 13 blanket should be at least 12 inches thick and placed to within 12 inches of the top of the wall. The drainage rock should be enveloped in geotextile drainage fabric. The fabric should be installed per the manufacturer's criteria. Water collected at the bottom of the drainage blanket maybe. transmitted away from the wall by a perforated pipe or weep holes. The pipe should be at least four inches in diameter with the perforations placed down on top the geotextile fabric. The pipe should daylight to a lower grade or connect to a sump, storm drain or other suitable disposal facility. Wall backfill within the zone defined by a plane sloping up from the bottom of the wall at 1H:1V should be constructed as engineered fill using a select, nonexpansive, granular soil. Care should be taken to avoid excessive pressures against walls during backfilling and we suggest that walls be braced during the backfilling operation and light weight compaction equipment, such as hand operated tampers, be used for compaction. The backfill should be compacted to at least 90 percent relative compaction per ASTM D 1557. SLAB -ON -GRADE SUPPORT The building pad constructed in accordance with the criteria contained within the above "Earthwork" section is considered suitable for support of any slab -on -grade floor of the building without further treatment. The subgrade soils should be maintained at or above the compaction moisture content. The floor slabs should not be placed on a dry subgrade. Slab thickness and reinforcement should be as required by the structural designer, based on a soil modulus of subgrade reaction estimated at 125 psi/in. We suggest the following measures for mitigating (not preventing) moisture intrusion into floor slab(s). The floor slabs should be underlain by a 4 -inch thick layer of crushed washed rock which is intended to serve as a capillary moisture break and to provide uniform slab support. Gradation of this material should be such that 100 percent will pass a 1 -inch sieve and 0 to 5 percent passes the No. 4 sieve. We recommend a 10 -mil moisture vapor barrier (sealed at all laps, splices, penetrations, etc.) be placed above -the gravel moisture break. The vapor barrier should extend laterally into the perimeter footings. If maximum 2004 0 Earthtec, Ltd. 1 tProject No. 104087 Page No. 14 ' two -inches of sand should be laced above the membrane not referable then we recommend a P ( preferable), ' moisture barrier be placed against the outer face of the perimeter footing. Please note that the sand can be a conduit for water beneath the slab. In addition, the sand can form boils/pockets in the slab ' concrete. ' Further resistance to moisture vapor intrusion could be achieved with proper curing of the concrete, adding a sealant to the mix (e.g., Moxie), having a mix design with low slump (we suggest 2 to ' inches), low water/cement ratio (we suggest not greater than 0.45), and high strength (we suggest at least 3000 psi). At the perimeter of the structures (especially at door openings), both interior and exterior slabs ' should be sealed and dowelled to the perimeter footing/slab as designed by the structural engineer. ' The exterior ground surface should be at least 6 inches below the top of the floor slab. We emphasize that all surfaces should slope to drain away from all sides of each building. FLEXIBLE PAVEMENT SECTION ALTERNATIVES ' A Resistance ("R") Value test per CTM 301 was not included in our scope of work. 1 1 1 1 ' 2004 ° Earthtec, Ltd. 1 Project No. 104087 LIMITATIONS The analysis and recommendations submitted in this report are based in part upon the data from the test boring and in part on information provided by the client. The nature and extent of subsurface variations away from the test boring may not become evident. until further exploration or construction. If variations then appear evident, then the conclusions, opinions, and recommendations ' in this report shall be considered invalid, unless the variations are reviewed and the conclusions, opinions, and recommendations are modified or approved in writing. ' This report was prepared in order to assist the owner in the evaluation of the site and to assist the architect and/or engineer in the design of the improvements. This firm should be provided the t opportunity for a general review of final plans and specifications to determine that the recommendations of this report have been properly interpreted and implemented in the plans and specifications. 1 1 1 1 In the event that there are any significant changes .in the project as. described. herein and/or in Appendix A, then the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions and recommendations modified or verified in writing. This report is issued with the understanding that it is for the client's use only. In addition, it is the owner's responsibility to ensure that the information and recommendations contained herein are called to the attention of the designer for the project and those necessary steps are also taken to see that the recommendations are carried out in the field. The findings in this report were developed on the date(s) indicated. Changes in the conditions of the property can occur with the passage of time, whether they are due to natural processes or the works of man, on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or from the broadening of knowledge. Accordingly, the findings in this report might be invalidated, wholly or partially, by changes outside of our control. Therefore, this report and the findings on which it is based are subject to our review at the onset of and during construction. This report is applicable only for the project and site studied, and should not be used for design and/or construction on any other site. Sincerely; EARTHTEC, LTD. Mr. Curtis "Ed" Hendrick Registered Geotechnical Engineer No. 002021, (expires 3/31/07) 2004 0 Earthtec, Ltd. APPENDIX A AUTHORIZATION AND DESRIPTION OF PROJECT 1 1 Project No. 104087 APPENDIX A AUTHORIZATION AND DESCRIPTION OF PROJECT ' This report has been prepared for the exclusive use of Mr. Jim Decker for specific application to the proposed site described herein. The report has been produced in accordance with generally ' accepted geotechnical engineering practices in the Northern California area. No other warranty, expressed or implied, is made. ' This study was authorized by Mr. Decker with his subscription to and execution of EARTHTEC, Ltd. Is contract and proposal dated May 5, 2004. Any user of this report agrees to all terms and conditions of EARTHTEC, Ltd. I s contract, a copy of which can be made available upon request. The subject site is located at Azalea Lane in Berry Creek, California. Location of parcel ' boundaries, the study area limits, and related information are referenced to a site plan (undated; scale: reduced) provided by the client. ' Cultural features and other characteristics or the properties described in this report are those observed at the time of our field exploration, May 18, 2004. 1 1 1 1 2004 0 Earthtec, Ltd. APPENDIX B FIELD EXPLORATION L� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project No. 104087 APPENDIX B FIELD EXPLORATION Field exploration included a general geotechnical engineering reconnaissance within the study area, as well as the drilling of test borings at the approximate locations shown on the Location Plan, Figure 1, Appendix D. The test borings were accomplished and the soil sampling performed by a Staff Geologist/Engineer under the direct supervision of a Geotechnical Engineer. The borings were advanced with either a 6 - inch outer -diameter continuous flight helical hollow stem augers powered by a Mobil B-53 truck mounted drill rig or by a 4 -inch OD hand sampler. Relatively undisturbed soil samples were recovered from the borings by either a 1.4 -inch inner -diameter "standard penetration" sampler or a 2.0 -inch inner -diameter California type sampler driven with standard 350-foot/lb striking force drill rig operated hammer (140 lb hammer freely falling 30 inches) or by a 27%2 pound, hand actuated, 30 -inch drop hammer. The number of blows of the hammer required to drive the samplers each 6 - inch to 18 -inch interval of each drive is denoted as the penetration resistance or "blow count" and provides a field estimate of soil consistency. Blow counts shown on the logs have not been converted/corrected. Selected undisturbed samples were retained in moisture -proof containers for laboratory testing and reference. Soils were field classified by the Staff Geologist/Engineer as to color, gradation, texture, type, etc., on the basis of inspection of samples and auger cuttings. Groundwater observations were made in the borings during and after drilling. The approximate locations of the Test Borings are referenced to the Location Plan, Appendix D. The Test Boring Logs, Figure 2, Appendix D, contain the Staff Geologist/Engineer's descriptions of earth materials encountered in each boring as well as groundwater observations. An explanation of the symbols and classification system used on the logs is shown on the Legend, Figure 3, Appendix D. 2004 ® Earthtec, Ltd. APPENDIX C LABORATORY TESTING 1 1 1 1 1 1 1 1 1 1 i 1 1 11 1 1 1 Project No. 104087 I19W0100Me] LABORATORY TESTING Soil mechanics laboratory tests were performed on soil samples recovered from the test borings to further determine the physical and engineering properties of the soils. These tests included dry unit weight and natural moisture content (ASTM D 2216). The results of these tests are shown on the Test Boring Logs at the depth that each sample was recovered. 2004 0 Earthtec; Ltd. APPENDIX D GRAPHIC PRESENTATIONS NOTES: Aw 1. LOCATION OF THE TEST BORINGS ARE APPROXIMATE. 2. LOCATION PLAN FROM A "BUTTE COUNTY ASSESSOR'S MAP" (DATE; 12/22/99; NO SCALE) BY BUTTE COUNTY, CALIFORNIA. GENERAL GEOTECHNICAL STUDY ARTHTEC ltd• DECKER CUSTOM HOME f-wis'wrobw GEOTKENGINEERS AZELEA LANE BERRY CREEK, CALIFORNIA GEOLOGISTS LOCATION PLAN PROJECT 104087. SEPTEMBER 2004 APPENDIX D FIGURE 1 1 1 1 1 H_ 11 SOIL BORING LOG BORING NO. 1 PROJECT NO. 104087 TYPE: 4" HAND AUGER APPENDIX D DEPTH REFERENCE: EXISTING GROUND SURFACE FIGURE NO.2 DEPTH SAMPLE SAMPLE BLOW DRY MOISTURE UNC. COMP. MATERIAL DESCRIPTION FEET N0. SIZE COUNT DENSITY CONTENT STRENGTH SYMBOL inches per/ft pd % tsf oose , orange- gown, moist, gravelly, sandy, clayey SILT, _ :' Seni- compact, brown, moist, sandy, clayey P Y SILT. 1 1 2.0 39 97 15.1 !: •: • •:1: . _ 1 2.0 94 100 13.1 >>:.':i----_---__—__-�—_----_--__ - ' O ' O Compact, orange -brown, moist, gravelly, clayey SILT, 2 2.0 40/6" 1 d O saprolltic. _ 2 2.0 120/6" r Dense, white -gray, moist, quartz veins, highly fractured and - - 2.0 112/6" p O ML 5 _ 3 _ 1' TOTAL DEPTH t3V2 - - Note: Blow counts obtained by 271/2 -Ib hand actuated hammer TOTAL DEPTH t5' - free falling 30 -inches. Blow counts have not been converted Note: Blow counts obtained by 27Y2 -Ib hand actuated hammer - to SPT. free falling 30 -inches. Blow counts have not been converted _ to SPT. fo - JDATE OF EXPLORATION: 5/18/2004 LOGGED BY: BB JDATE OF EXPLORATION: 5/18/2004 NOTES: 1. Explanation of symbols and classification system shown on the Legend, Figure 3 2. The test boring log shows subsurface conditions at the date and location indicated and it is not warranted that it is representative of subsurface conditions at other locations and tim 3. Free groundwater was not observed in the test boring. SOIL BORING LOG BORING NO.2 TYPE: 4" HAND AUGER DEPTH REFERENCE: EXISTING GROUND SURFACE PROJECT NO. 104087 APPENDIX D FIGURE NO.2 DEPTH SAMPLE SAMPLE BLOW DRY MOISTURE UNC. COMP. MATERIAL DESCRIPTION FEET NO. SIZE COUNT DENSITY nrF0 CONTENT STRENGTH Id SYMBOL oose , orange- gown, moist, gravelly, sandy, clayey SILT, _ :' saprolitic. 1 1 2.0 39 97 15.1 !: •: • •:1: . _ ML _ 2 2.0 120/6" Dense, white -gray, moist, quartz veins, highly fractured and - weathered, granitic bedrock. 5 — _ TOTAL DEPTH t3V2 - Note: Blow counts obtained by 271/2 -Ib hand actuated hammer _ free falling 30 -inches. Blow counts have not been converted _ to SPT. fo _ LOGGED BY: BB JDATE OF EXPLORATION: 5/18/2004 NOTES: 1. Explanation of symbols and classification system shown on the Legend, Figure 3 2. The test boring log shows subsurface conditions at the date and location indicated and it is not warranted that it is representative of subsurface conditions at other locations and tim 3. Free groundwater was not observed in the test boring. 1 ' SOIL BORING LOG BORING N0.3 PROJECT NO. 104087 TYPE: 6" HOLLOW STEM AUGER APPENDIX D ' DEPTH REFERENCE: EXISTING GROUND SURFACE FIGURE NO.2 1 1 1 1 1 1 1 1 1 1 DEPTH SAMPLE SAMPLE BLOW DRY MOISTURE UNC. COMP. MATERIAL DESCRIPTION FEET NO. SIZE COUNT DENSITY CONTENT OA STRENGTH tqf SYMBOL — fJ'dF`7 yq.j.`` "A Loose, orange -brown, moist, gravelly, sandy, clayey SILT. AML 1 2.0 5 97 17.2 _ / • ' semi -compact, orange -brown, moist, sandy, clayey SILT, saprolitic. ::�.. l: 2 2.0 15 86 20.8 10 ML .--------�----��--������� 3 2.0 20 92 19.4 _ Compact to dense, gray, moderately to highly fractured and _ weathered, granitic bedrock. 15 - 4 2.0 42 92 14.8 _ TOTAL DEPTH t 16Y2' 20 - 25 - LOGGED BY: BB JDATE OF EXPLORATION: 5/18/2004 ' NOTES: 1. Explanation of symbols and classification system shown on the Legend, Figure 3 2. The test boring log shows subsurface conditions at the date and location indicated and it is not warranted that it is representative of subsurface conditions at other locations and tim ' 3. Free groundwater was not observed in the test boring. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 THTEC ltd. GEOTECHNICAL ENGINEERING GEOLOGY UNIFIED SOIL CLASSIFICATION PT OH I CH I MH OL I CL I ML SC I SM SP I SW GC I GM GP I GW Highly Sands with fines Clean sands Gravels with fines Clean gravels Sand Silts and clays Silts and clays > 12% fines < 5% fines > 12% fines < 5% fines organic soils Liquid limit greater than 50 Liquid limit less than 50 e Sands - more than 50% of coarse Gravels - more than 50% of coarse Shale fraction is smaller than No. 4 sieve.1 fraction is larger than No. 4 sieve. Fine grained soils Coarse grained soils (More than 50% is smaller than No. 200 sieve) (More than 50% is larger than No. 200 sieve) W 50 Z.o�o F 30 v a~i 20 J I; 10 0 mossio,,.!sommin 30 40 50 60 70 LIQUID LIMIT; 80 90 100 Classification of earth materials shown on this sheet is based on field inspection and should not be construed to imply laboratory analysis so stated. MATERIAL SYMBOLS CONSISTENCY CLASSIFICATION Ron. ■l■■lsoil Peat or FOR SOILS Gravel N organic matter According to the Standard Penetration Test t " Sand =° �long O NM No. of Blows Granular No. of blows Cohesive nommossion Silt Shale Im 0-4 Very loose < 2 Very soft Clay sells Sandstone 5-10 Loose 3-4 Soft Sandy clay or LABORATORY CLASSIFICATION CRITERIA (D 2 GW and SW -C= ° 60 greater than 4 for GW & 6 for SW; C = 30 between 1 & 3. Dt0 c D10 XD60 GP and SP -Clean gravel or sand not meeting requirements for GW and SW. GM and SM-Atterberg limits below "A" line or P.I. less than 4. GC and SC-Atterberg limits above "A" line with P.I. greater than 7. Fine Medium Coars Fine Coarse Fines (silt or clay) send sand sand Cobbles boulders gravel gravel Sieve sizes N V 7 t7 0 10 20 30 40 50 60 70 LIQUID LIMIT; 80 90 100 Classification of earth materials shown on this sheet is based on field inspection and should not be construed to imply laboratory analysis so stated. MATERIAL SYMBOLS CONSISTENCY CLASSIFICATION N N N N Peat or FOR SOILS Gravel N organic matter According to the Standard Penetration Test t " Sand =° Fill material ® No. of Blows Granular No. of blows Cohesive Silt Shale Im 0-4 Very loose < 2 Very soft Clay °'M Sandstone 5-10 Loose 3-4 Soft Sandy clay or Limestone 11-20 Semicompact 5-8 Medium clayey sand 21-30 Compact 9-15 Stiff ^ Sandy slit or Metamorphic 31-50 Dense 16-30 Very Stiff • • silty sand rock > 50 Very dense > 30 Hard i Silty clay or clayey silt Igneous rock where standard penetration test has not been performed, consistencies shown on logs are estimated. Depth In Sample Feet I No. 5 1-1 r Sample Location Casing set LEGEND OF BORING Symbol Description ,11'1A. Conformable Material Change ` Approximate Material Change _ Unconformable Material Change G.W.S. Ground Water Surface ® Date Observed it A Bottom of Borinq r I vr.�lun erre Inc U_ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 APPENDIX E GUIDE SPECIFICATIONS Project No. 104087 Page No. 1 GUIDE SPECIFICATIONS FOR EARTHWORK General Description This item shall consist of all clearing and grubbing, removal of existing obstructions, preparation of the land to be filled, filling the land, spreading, compaction and control of the fill, and all subsidiary work necessary to complete the grading of the cut and fill areas to conform with the lines, grades and slopes as shown on the accepted plans. 2. The Geological Engineer is not responsible for determining line, grade elevations or slope gradients. The property owner or his representative shall designate the party that will be responsible for those items of work. B. Geotechnical Report 1. The Geotechnical Report has been prepared for this project by EARTHTEC, Ltd., Roseville, California, (916-786-5262). This report was for design purposes only and may not be sufficient to prepare an accurate bid. A copy of the report is available for review at EARTHTEC, Ltd.'s office. ' 2. Contents of these guide specifications shall be integrated with the Geotechnical Report of which they are a part and shall not be used as a self-contained document. Where a conflict occurs between these guide specifications and the conclusions and recommendations contained in the report, then the conclusions and recommendations shall take precedence and these guide specifications adjusted accordingly. ' C. Site Preparation 1. Clearing Area(s) to be Filled: All trees, brush, logs, rubbish and other debris shall be removed and disposed of so as to leave the areas that have been disturbed with a neat tappearance. Underground structures shall be removed or may be crushed in place upon approval by the Geological Engineer. Excavations and depressions resulting from the ' removal of the above items shall be cleaned out to firm undisturbed soil and backfilled with suitable materials in accordance with the specifications contained herein. Stockpiles of clean soil may be reused as filled material provided the soil is free of ' significant vegetation, debris, rubble and rubbish and is approved by the Geological Engineer. ' 2. Surfaces upon which fill is to be placed, as well as subgrades of building pads left at existing grade, shall have all organic material removed; or, with permission of the Geological Engineer, close cut and remove vegetation and thoroughly disc and blend ' the remaining nominal organics into the upper soil. Discing must be thorough so that no concentrations of organics remain, which may require'rediscing or cross-discing several times. '0 200 4 Earthtec, Ltd. 1 1 1 1 1 1 1 1 1 1 Project No. 104087 Page No. 3 4. The Contractor shall notify the Geological Engineer at least four (4) working days in advance of the Contractor's intention to import soil; shall designate the borrow area; and, shall permit the Geological Engineer to sample the borrow area for the purposes of examining. the material and performing the appropriate tests to evaluate the quality and compaction characteristics of the soil. Compaction requirements for the material shall be based upon the characteristics of the material as determined by the Geological Engineer. E. Placement of Fill 1. The selected fill material shall be placed in level, uniform layers (lifts) which, when compacted, shall not exceed six (6) inches in thickness. Water shall be added to the fill or the fill allowed to dry as necessary to obtain fill moisture content at which compaction as specified can be achieved. Each layer shall be thoroughly mixed during the spreading to obtain uniformity of moisture in each layer. 2. The fill material shall be compacted within the appropriate moisture content range (typically optimum to slightly above the optimum) as determined by the Geological Engineer for the soil(s) being used. 3. Each layer of fill shall be compacted to not less than [refer to report; if not recommended, use 90] percent of maximum dry density as determined by ASTM Test Designation D 1557. Compaction equipment shall be of such design that it will be able to compact the fill to the specified density. Compaction shall be accomplished while the fill material is within the specified moisture content range. Compaction of each layer shall be continuous over its entire area and the compaction equipment shall make sufficient trips to insure that the required density has been obtained. No ponding or jetting is permitted. 4. If work has been interrupted for any reason, the Geological Engineer shall be notified by the contractor at least two (2) working days prior to the intended resumption of grading. F. Geological Engineer 1. Owner is retaining Geological Engineer to make observations and tests to determine general compliance with Plans and Specifications, to verify expected or unexpected variations in subsurface conditions, and to give assistance in appropriate decisions. Cost of Geological Engineer will be borne by the Owner, except costs incurred for re- tests and/or re -observations caused by failure of the Contractor to meet specified requirements will be paid by the Owner and backcharged to Contractor. G. Observation and Testing 1. Field density tests shall be made by the Geological Engineer or his representative of the compaction of each layer of fill. Density tests shall be taken in the compacted material ID 200 4 Earthtec, Ltd. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project No. 104087 Page No. 4 below any surfaces disturbed by the construction equipment. When these tests indicate that the density of any layer of fill .or portion thereof is below the required density or moisture content, the particular layer or portion shall be reworked until the required density or moisture content has been obtained. 2. All aspects of the site earthwork shall be observed and tested as deemed necessary by the Geological Engineer or his representative so that he can render a professional opinion of the completed fill for substantial compliance with plans and specifications and design concepts. The grading contractor shall give the Geological Engineer at least two (2) working days notice prior to beginning any site earthwork to allow proper scheduling of the work. H. Seasonal Limits I 1. No fill material shall be placed, spread or compacted during unfavorable weather condition. When work is interrupted by heavy rain, fill operations shall not be resumed until the Geological Engineer or his representative indicates that the moisture content and density or the previously placed fill are as specified. EARTHTEC, LTD. 0 200 4 Earthtec, Ltd. DECEMBER 1994 1 1 1 1 1 1 1 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: 121 MEADOW LANE DR Owner: Permit No: B07-0031 APN: 062-300-079 DECKER, HOWARD J & CATH Issued Date: 01/26/2007 By TMP Permit type: MISCELLANEOUS 405 CUMBERLAND DR Subtype: Wood Deck TRACY, CA 95376 Expiration Date: 01/26/2008 Description: DETACHED OPEN DECK(192) Occupancy: Zoning: TM1 Contractor Applicant: Square Footage: CALIFORNIA BUILDERS CALIFORNIA BUILDERS Building Garage Remdl/Addn 13459 CENTERVILLE ROAD 13459 CENTERVILLE ROAD CHICO, CA 95928 CHICO, CA 95928 Other Porch/Patio Total (530)894-1166 (530)894-1166 1 192 192 FEE INFORMATION DBMSC Deck (wood) $150.00 EH Building Review Fee $70.00 SMIP - Residential $0.50 Total Charged: $220.50 Fees Paid: $220.50 Balance Due: $0.00 Receipt No: B1417 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 CALIFORNIA BUILDERS 707934 / B / 03/31/2007 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 01/26/2007 the applicant to a civil penalty of not more than five hundred dollars [$5001; 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 HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by ❑ ❑ I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED 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 Contractor's License Law.). Carrier: Policy Number: Exp. Date: (This section need not be completed if the permit is oror on�llars ($100) or less. ElI AM EXEMPT under Section B. & P.C. for this reason: I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS L/SUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California, and agree that if I should become subject to the workers'X 01/26/2007 pensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those Owner's Signature Date pr is' ns. 01/26/2007 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 S atu Date WARNING: FAILURE TO SE RE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, construction, and with any and all conditions of permit. I agree to defend, indemnity, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal AND SHALL SUBJECT ANE PLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE injury, including death, and property damage caused by, arising out of, or in any way connected with HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. County enter the above mentioned pro arty for inspection purposes. I hereby certify that I am the property o aut on a property owner's behalf. CONSTRUCTION LENDING AGENCY 01/26/2007 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for a dWe e int Date the performance of the work for which this permit is issued. (3097 civ. code) Owner r�ontractor OR; Agent for Owner Agent for Contractor FILE COPY Lenders Address City State Zip BUTTE COUNTY FEE SUMMARY 7 County Center Drive Oroville, CA 75965 Permit Number: B07-0031 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Job Address: 121 MEADOW LANE DR Contractor: CALIFORNIA BUILDERS 13459 CENTERVILLE ROAD CHICO, CA 95928 Printed: 01/08/2007 9:53 am Fee Description Account Number Fee Amount Paid Date Pmt Amt DBMSC Deck (wood) 0010-440001-4210500-1010 $150.00 01/08/2007 $150.00 EH Building Review Fee 0021-540013-4614901-1010 $70.00 01/08/2007 $70.00 SMIP - Residential 1001-0-280-1011298 $0.50 01/08/2007 $0.50 Printed By: Kourtni Graham 220.50 $220.50 Balance Due: $0.00 At the time of p it application, I was advised the above fees are required prior to issuance of the permit. These fees may change during the plan checking proce s. Signature. Date: 01/08/2007 Pursuant to Government code Secfion 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 75965 (530) 538-7601 Telephone (530) 538-7785 Fax www.buttecounty.net/dds NOTICE TO BUILDERS Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: 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: B07-0031 Date: 01/08/2007 Location: 121 MEADOW LANE DR Parcel Number: 062-300-079 Owner Name: DECKER, HOWARD J & CATHY R Phone: Description: DETACHED f REN DECK(192) Signature of FILE Date: 01/08/2007 Butte County Department of Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 75965 (530) 538-7266 Telephone (530)538-7171 Fax www.buttecounty.net/dds Cfil 0 0 0 0 0 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: B07-0031 Date: 01/08/2007 Location: 121 MEADOW LANE DR By: KCG Parcel Number: 062-300-079 Sub Type: Wood Deck Owner Name: DECKER, HOWARD J & CATHY R Phone: Description: DETACHED OPEN DECK(192) 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: 06 Title: FILE Date: 01/08/2007 `47 L , / 45 AOMB . \ AREA OF 4SEPT16 TANK C*6TFWTION / �s1 \ \ / j1d (P) RE5IDENGE ,� is ?tL` t9 G DIVISION -BUILDING P N APPROi AU..� \ \ \ ✓ , �� 9 0 Use: � Date: F Parking:__,_ Landscaping: Other. \ Signature: !� 5I TE PLAN O m c N O fi 1 MCI) m 00 Cl Cr) a In U LL p Date: 1/3/01 Drawn: DM, AK Job no.: 05-163 Z LL !L LLI V W 7 W LL J Woo O W< Z y- TV Date: 1/3/01 Drawn: DM, AK Job no.: 05-163 AS BUILT/FLOOR PLAN SCALE: 1/6" = 1'-0" FLOOR: 10145.F. (N) DECK: M 5.1=. OQmc m m to 00® ge"f Z a I m m m ¢Ln uU 0 U III(((��V�n�n�nJJ m U Date: 1/5/01 Drawn: DM Job no.: 05-165 Q LL J 1U < V � LU ^ !.__l v (il •v LU L Q W J � L 0 W Z X � Date: 1/5/01 Drawn: DM Job no.: 05-165 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OF APPLICA TION Website: www.buffecounty.net/dds "PLEASE PRINT CLEARLY" OWNER INFORMATION est Name irst me Mailing,Qddr�ess City State zip 3 Fax FEa E-mail APPLICANT INFORMATION CONTRACTOR Name - Address City C E-mail State C Zip Phone Fax c5 't- C4 11 t E-mail Planner Lic. # v:4-43 4 C I a s 1 APPLICANT INFORMATION ARCHITECT/ENGINEER Name - Address Phone 8 K It( City E-mail Stated Zip-, ,o z� Phone Book Fax E-mail Planner State License Number APPLICANT INFORMATION Name Address 77:1 C City� _ L StateCA Zip,�Ya Phone 8 K It( Fax 8 L E-mail For office use only: Zoning I TM- I I Flood Zone I SRA Yes No Occ. I Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: PERMIT NO. BIN # PROJECT LOCATION AN Property Address La�- Cross Street WORKER'S COMPENSATION Policy Number LA 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 �f Description or Scope of Work: `E? c..e—) "t eL\L C��' Sq FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be 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:�, Amount: Bldg SRA Receipt #: 7 G Sheriff A1O o50 SMIP EM d f1 Other V Date: (� 0 - � 2,20 -Total 1 ct xC'' BUTTE COUNTY ,I� DEPARTMENT OF DEVELOPMENT SERVICES AREA �/ VY PECTION CARD MUST BE ON JOB SITE 2 I 24 Hour Inspection Line: (530) 538-7636 (Oroville) (530) 891-2834 (Chico) ffice: (530) 538-7541 Fax: (530) 538-2140 Website: www.buttecounty.net/dds Permit No: B07-0031 Issued: 01/26/2007 Address: 121 MEADOW LANE DRArea: RRY CREEK Owner: DECKER, HOWARD J & APN: 062-300-079 Applicant: CALIFORNIA BUILDERMap Page: Permit Type: Wood Deck Description: DETACHED OPEN DECK(192) ALL PLAN REVISIONS MUST BE APPROVE? BY THE COUNTY BEFORE PROCEEDING 4 i Inspection Type IVR IN Building Final 802 Electrical Final 803 Mechanical Final 809 Plumbing Final 813 Pool Final 802 Mobile Home Final 802 Fi/gals J I Public Works Final SP DATE Do Not Insulate Until Above Signed .. Wall Insulation 1.17 .Ceiling Insulation 118 Do Not Cover Until Above Signed T -Bar Ceiling / RC 145 Stucco Lath 142 Stucco Scratch 143 Stucco' Brown 144 -Swimming Pools Setbacks 132 .r Pool Plumbing Test .504.:. . Gas Test ,,, 404 Pre-Gunute 506 Pool ElecBonding/Light Nitch 5U2* .. Pool Fencing/Alarms/Barriers 503 " Pre -Plaster 507 Manufactured Homes Setbacks 132 Blocking/Underpining 612 Tiedown/Foundation System 611 Site Utilities/Trench Insp. 137 Gas Test Yard 404 Manometer Test 605 Continuity Test 602 Skirting/Steps/Landings 610 Coach Info Manufactures Name: Date of Manufacture: Model Name/Number: Serial Numbers: Length x Width: Insignia: Fi/gals J I Public Works Final 538-7681 Fire Department/CDF 538-7111 Env. Health Final 538-7281 Sewer District Final "PROJECT FINAL 801 -rFUJCCL rium 15 a • CrwRcaa u► viceapaucy iur knr5119ruual vmy) PERMITS BECOME NULL AND VOID 1 YEAR FROM THE DATE OF ISSUANCE. IF WORK HAS COMMENCED, YOU MAY PAY FOR A 1 YEAR RENEWAL 30 DAYS PRIOR TO EXPIRATION Inspector Copy 'W2-3300-079 79 DECKER, -JIM ! �E MEADOW LANE, BERTRY (,I'E NOTES 7 Cont: CALIFORNIA BUILDERS o2 ob . ( NSF(LIV, GAR, COV) X00- 110 upOERFem/L buCT INS'rflr-LLA4 kT T l,k1 S Time - CONTRACTol2- too s MoT 0ANT RESIDENTIAL' ►41A1 To �FfmABs� �GIcT. UK -to t99P&g-r A-1 Sttt- - dfZ Fl?AM6 /ALSPFCT/ONl APN: Permit Nd Owner. Site Address: - Contractor. ` Type of Permit OFFICE COPY Address GAS /T lrI Meter By Date ELECTRIC ,�1 Meter By Dat t V 7 4 s SRA FLOOD CERTIFICATE EQUIRED FIRE SPRINKLERS REQUIRED SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUBSTANDARD HOUSING LETTER ENCROACHMENT PERMIT REINSPECTION FEE PAID ENV HLTH CLEARANCE CHECKED BY 1 't DATE JOB FINAL.ED- a SIGNATURE •=OK 0 = Not OK MANUFACTURED HOMES DATE PERMANENT FOUNDATION Lj SOFT -SET 1 Zoning -Setbacks -Easements 2 Soils; Special MH Support Sketch 3 Sewer; Loctn-Test; FallICIO-Concrete 4 Wtr, Loctn-Test-Easement Needed -Regulator 5 Elec Loctn-CImcs-Grad • Amp -Concrete 6 Yard Gas; Loctn-Test Wrap Nat ❑ or LP❑ Inch Sz Ft Lngth. 7 Blckng; SzSpaclng-Marriage Llne 8 Gas; MH Test -Demand Valve-Cnnctr 9 Elec MH Cntnty Test-Crossovers-Breakers-Clmcs 10 Drain; MH Test -Fall -Flex Cnnctr 11 Wtr & Sewer Connected -CIO to Grade 12 Gas and Electricity Tagged 13 Tie Downs ❑ Foundation ❑ 14 Exits 15 Cert of Occupancy 16 HUD Label/Insignia Numbers Serial Numbers t 1" MISCELLANEOUS -•,PATE DECKS`COVERS'CARPORTS•GARAGES 1 ZoningSetbatks-Easements 2 Ftgs; Soils-S.z43pthSpacing-CnnctrsSteel 3 Decks, GirderslJois"cking-Brcing Stairs-Guard/Handrails 4 Wood Awn; Posts-Beams-Rfirs-C_nnctrsShthg. Frmg-Brcng 5 Alum Awn; Columns-CnnctnsSplice4Depi-Encisrs 6 Carports; Wndws-Doors 7 Electric 8 Frmg; Sills-AnchrsStuds-Rfas Trusses 9 Siding; Nailing-VengerStucco-Lath 10 Roof. Shthg-Roofing 11 Ext; Steps-Doors-Landrtgs i 12 Braced Wall pnis 1 Setbacks -Easements 2 Soils; .CompactlonStructure Stability _ 3 Pool Structure; Steel-Cnnctns-Thickness Dead Men -Lining _ 4 Elec RcptclslLting; Distance-GFI _ 5 Elec Pool Mg; l5 volts-GFI _ 6 Elec.Encisrs; Conduit Entries -Terminals -listed 7•Elec Bonding; Metal w15'-CrcItng Egp-Htr 8 Elec Gmdng; Eqp w/5' Crcltng Eqp-Pool Ightg Boxes-Enclsrs-pnlboards.4nsultn•to Main Conduit 9 Health Dept AppM . 10 Plmb; Cir Test-Wtr Supply Test 11 Lt Niche , 12 Endsr, Fencing -Alarms 13 Bonding, Diving board or Slide Pool Drawing 0 = Not OK / COP 0 K RESIDENTIAL (Single & Duplex) DATE JUND RFL0OR DATE 1IjkUMBING L,4.-Easements-FloodSlope Htr; Vent-Acc-Cmbstn Air Baffle t�tg ain; Soils-Elec Gmd 12, Ftg Dpth Pipe; Test & Anchr-Nail Prtctn !:P garage; Soils-Steel-Elec Gmd Ft9 Opth Test Fittings & Anchr• Nail Prfctn / Ftg Pic es/Decks; Soils -Steel Ftg Dpth . 56�5hwr Pan; Test, First fir -Tub Acc �aWj Its Main; Steel-Blockouts Wrapped 57 Test Tuti & Shwr, 2nd fir -Tub Acc Its Garage; Steel-Blockouts Wrapped 5g'f;as ipe; Sz & Anchrs old Downs and Special Anchrs i Sprinkler; Test 7 Slab, Steel Wrapped.O , and Gas Piping -Frplc FtgSteel WV; Fall -Fitting -Test -2 -way CIO -Sewer Test(� s� a` 10 UF, Gas Pipe; Sz Anchrs-Sz Test 11 W Pipe; Test-Anchrs-RgltrService Test 12 ec Undrgmd ,y DATE M A N' I C A L i Pte ms C 8 Ducts; CT-MaterialSupport insults ucts Insults &Support ird rsSills-Anchr BoltsJoists-Vnts-Cripples 6111ent Fan, Exhaust abv Insultn A5.4c—c & Vntltn t 63 Condensate Drain & Ovrflw, Sz & Grade 16 Insulation 1 umace-Vent Acc-Comb Air Rtrn/Vent 115 Outlet II - 50'0(a 0`s. bG dd �s� s` 65 Attic Acc & Pitfrm if Furnace in attic DATE FR ING W" Proper Materials & Anchrs DATE F 1 N_A L B,Cy s.. 1 ills Studs -Nailing Spacing & Braces-PlatesSound 6 Steps -Door & SideU Prtctn-Landings aring Walls over Girders B,Ar Nailing Smoke Detector D� ft Stop In Walls (rat proof) 68 umace Vnts-Clmc-Comb, Air-Cnnctr 24-Fi Stops; Furred CeilingsStairi-Chasers Tubs Garage; abv-flr-Ducts-Mech Prtctn r... aders 8 BeamsSi &'BearingBedroom Exiting tigers -Post Caps-Anchrs-Chnctns Fl & Bath Fxtrs & Tub Acc-Spa fling Joist-Rffr Ties-Purlin-Roof Brac TrussShthg 1 GFl Arc Fault �pIc Ties or Type A Flue=FWc Throat Clrnc 72 ec Trim & 5ubpnl, Breaker Szs &Labels 28' 'c Acc; Si &'Rinz Prtetn-Draft Stop -Ins Baffles-fi3'�fairs, Guard/Handrails Bdrm Wndws or Exiting DoorsSill Ht & Dimensions T4-Frplc or Stove, Clmc-Hearth 28 Garage Fire Prtciri Framing -RC Channel 75,15fec Outlets at Wood Pnl, Int & Ext 2✓lprprty Une Firewall & Opngs' . 76�tchn, Fxtr & Appinc; Gmd-Air-Gap-Cooking Ctmc tact Doors -One 3' -Check Garage 3rd Story, 2 Exits TT Elec Outlets & Rcptcls at Ktchn Counter 31 Stairs; Width-Hdrm-Rise-Run-Landing-Fire Prtctn ar ' e Fire Door Swing -Landing -Closure Plywd on Roof Ovrhng Attic Vnts4ft Outrgrs T91 - Duct In Garage -Damper. X33 Siding -Nailing Veneer Bt) tr Htr, Vnts-Cimc-Com Air Cnnctr-PRV; abv fir Stucco Lath Weep Screed-Fndtn Vnts-Undrflr Acc Mch Prtctn; LPG Appince Undr House 3" drain 5 ng Area -Glass PrtctnSkyLts-Plastic . 8I Lb; Elec & Mech Eqp Listed for Loctn Shear Walls; Nailing -Bolts 8 Elec Rcptcls in Garage (GFI) Romex Prtctn 37 Brace Int/Ext Wall pnls 88 I sultn-Foam-Looked in Attic 38 insults -Walls -Ceilings 8% and Rails & Deck Cnstrctn-Post Caps 39 Infiltration Walls-Wndws Fndn Vnts & Crawl Hole Door Dmge & Wood -Earth l{� �� a86-GlrntDmge Planters ❑ Yes ❑ No °,.• 1, '7 �s'. � a t'lfi-9t�cco Brown -Finish 88-P57Unit Dscnnct, Elec-Plmb 8 nts abv Roof, Plmb-Appinc-Frplc-Clmc to Opngs DATE JE L T R I C A LiJ�111 tyWell, Dscnnct, Elec, Plmb & Trnsfrmr Cime-Ins Prtctn Sa/Ext— Elec Trim, GFl Rcptcl-Undrgmd c Rcptcls Spacing-Lts & Switches at Doors 9�tltn thru House Boxes & No Of Cndetrs Stapled 9 ass Prtctn R9mex Installed Close to Edge of Studs & CJ 94 Corrections from previous Irispctns 4" Gmd made up w/Mech Fstnrs 93-G ss Test -Meters Tagged, Gas-Elec dng Electrode Bond Gas & Wtr 9 tr & Sewer Cnnctd-C/0 to grade -HD Apprvl 2 �,ppinc Cires in Ktchn & Cndctr Sz GFl , - 9 ergy Cmpinc Cert -Other Certs ubfeed Wire Sz yr El or ❑AL Address Posted Wire Sz ya ❑ CU or El AL 4ti 99 Fire Sprinkler nge Circ a. ❑ CU or ❑ AL j ` Oven Circ , ❑ W or El AL In ulated Neutral ❑ Yes ❑ No s� a } 49/5f ice -Riser Cndctrs & Gmd Main Dscnnct 5 ,Q*D Clmcs pnis-Motors-Mech Eqp 94�10thes Closet LtShwr USpa Lt Mml oke Detector LUJL .20ito� W COUNTY OF BUTTE BUILDING DIVISION ' DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE ": J TT artOWNER 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. (CIL .T. }� s✓ f {j. Date 3 Inspector �� L REV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 Z 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 completed. If you have any questions pertaining to this matter, or need additional explanation, please contact the Building Inspector as indicated below. Date I • t , 3 Inspector REV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 CertainTeedM Builders Statement InsulSafe° SP .Fiber Glass Blowing Insulation Homeowner Name / Jobsite Name Home Address 4aOCotntractor%(sign) Company Name . Date i Ider Name Date Inspected By (sign if required) Date OPEN ATTIC APPLICATION R -VALUE MINIMUM BAGS PER 1000 SO. FT. MAXIMUM NET SO. FT. PER BAG COVERAGE MINIMUM WEIGHT- POUNDS PER S0. FT. MINIMUM INSTALLED THICKNESS MINIMUM SETTLED THICKNESS To obtain a thermal resistance (R) of: Bags per 1000 sq. ft. of net area: Contents of bag shall not cover more than: (sq. ft.) Weight per sq. ft. of installed insulation shall not be less than: (lbs.) Installed insulation shall not be less than: (in.) Minimum settled insulation shall not be less than: (in.) 60 31.4 31.9 0.972 22.00 22.00 49 25.2 39.7 0.780 18.50 18.50 44 22.4 44.6 0.695 16.75 16.75 38 19.1 52.5 0.591 14.50 14.50 30 14.9 67.1 0.462 11.75 11.75 26 12.8 77.9 0.398 10.25 10.25 22 10.8 92.9 0.334 8.75 8.75 19 9.3 107.4 0.289 7.75 7.75 13 6.2 161.7 1 0.192 5.25 5.25 11 5.3 190.5 1 0.163 4.50 4.50 THERMAL PERFORMANCE -ATTIC BLOWING APPLICATION • In accordance with the chart above, you must install the minimum number of bags per 1,000 sq. ft. of net area for each R -Value listed. • The maximum net coverage must not exceed that specified for each R -Value. • The insulation must be installed at or above the specified installed thickness for each R -Value. • Failure to install the required minimum weight per sq. ft. of insulation at or above the initial installed thickness will result in reduced R -Value. • This product should not be mixed with other blown insulations or the thermal claims will become invalid. DANGER: RECESSED LIGHT FIXTURES -TO PREVENT OVERHEATING, DO NOT INSULATE ON TOP OR WITHIN 3" OF SUCH DEVICES. THIS WARNING DOES NOT APPLY TO TYPE IC LIGHT FIXTURES OR TO FLUORESCENT FIXTURES WITH THERMALLY PROTECTED BALLASTS. ©2007 CertainTeed Corporation A Saint-Gobain Company 30-24-298 Builders Statement 2/07 R -VALUE THICKNESS NET AREA (SO. Fr.) INSULSAFE SP (✓) BAGS USED BATTS/ROLLS (✓) CEILINGS 1' WALLS FLOORS -e ib THERMAL PERFORMANCE -ATTIC BLOWING APPLICATION • In accordance with the chart above, you must install the minimum number of bags per 1,000 sq. ft. of net area for each R -Value listed. • The maximum net coverage must not exceed that specified for each R -Value. • The insulation must be installed at or above the specified installed thickness for each R -Value. • Failure to install the required minimum weight per sq. ft. of insulation at or above the initial installed thickness will result in reduced R -Value. • This product should not be mixed with other blown insulations or the thermal claims will become invalid. DANGER: RECESSED LIGHT FIXTURES -TO PREVENT OVERHEATING, DO NOT INSULATE ON TOP OR WITHIN 3" OF SUCH DEVICES. THIS WARNING DOES NOT APPLY TO TYPE IC LIGHT FIXTURES OR TO FLUORESCENT FIXTURES WITH THERMALLY PROTECTED BALLASTS. ©2007 CertainTeed Corporation A Saint-Gobain Company 30-24-298 Builders Statement 2/07 Manufacturer Insulation Fact Sheet CertainTeed C11 This is CertainTeed Corporation InsulSafe® SP Fiber Glass Blowing Insulation CertainTeed Corporation P.O. Box 860 Valley Forge, PA 19482 COVERAGE CHART -OPEN ATTIC APPLICATION The following thermal performances are achieved at the thicknesses, weights and coverages specified when insulation is installed with pneumatic equipment in a horizontal open blow application. R -VALUE MINIMUM BAGS PER 1000 SO. FT. MAXIMUM NET SO. Fr. PER BAG COVERAGE MINIMUM WEIGHT- POUNDS PER SO. FT. MINIMUM INSTALLED THICKNESS MINIMUM SETTLED THICKNESS To obtain a thermal resistance (R) of: Bags per 1000 sq. ft. of net area: Contents of bag shall not cover more than: (sq. ft.) Weight per sq. ft. of installed insulation shall not be less than: (lbs.) Installed insulation shall not be less than: (in.) Minimum settled insulation shall not be less than: (in.) 60 31.4 31.9 0.972 22.00 22.00 49 25.2 39.7 0.780 18.50 18.50 44 22.4 44.6 0.695 16.75 16.75 38 19.1 52.5 0.591 14.50 14.50 30 14.9 67.1 0.462 11.75 11.75 26 12.8 77.9 0.398 10.25 10.25 22 10.8 92.9 0.334 8.75 8.75 19 9.3 1107.4 10.289 1 7.75 7.75 13 6.2 1 161.7 0.192 1 5.25 1 5.25 11 5.3 1 190.5 1 0.163 1 4.50 1 4.50 R -Values are determined in accordance with ASTM C687 and C518. Complies with ASTM C764 as Type 1 pneumatic Application. Initial installed thickness testing per ASTM C1374 using Unisul VoluMatic III; 4th gear; 15 -inch gate opening; 150 ft. x 4 -inch diameter internally corrugated blowing hose. COVERAGE CHART -CLOSED CAVITY RETROFIT (WALLS, FLOORS, CEILINGS) APPLICATIONS The following thermal performances are achieved at the thicknesses, weights and coverages specified when insulation is installed with pneumatic equipment in sidewalls. Based on a design density of 1.6 pcf/25.6 Kg/m3. R -VALUE REQUIRED OR MINIMUM BAGS PER 1000 SO. FT. MAXIMUM NET SO. FT. PER BAG COVERAGE MINIMUM WEIGHT- POUNDS PER SO. FT. INSTALLED THICKNESS To obtain a thermal resistance (R) of: Bags per 1000 sq. ft. of net area: Contents of bag shall not cover more than: (sq. ft.) Weight per sq. ft. of installed insulation shall not be less than: ((bs.) Installed insulation shall not be less than: (in.) 29 31.2 32.1 0.967 7.25 22 23.7 42.3 0.733 5.50 16 17.2 1 58.1 1 0.533 1 4.00 15 16.1 1 62.0 1 0.500 1 3.75 14 15.1 166.4 10.467 13.50 READ THIS BEFORE YOU BUY What you should know about R -Values. The chart shows the R -Value of this insulation. R means resistance to heat flow. The higher the R -Value, the greater the insulating power. Compare insulation R -Values before you buy. There are other factors to consider. The amount of insulation you need depends mainly on the climate you live in. Also, your fuel savings from insulation will depend upon the climate, the type and size of your house, the amount of insulation already in your house, and your fuel use patterns and family size. If you buy too much insulation, it will cost you more than what you'll save on fuel. To get the marked R -Value, it is essential that this insulation be installed properly. ©2007 CertainTeed Corporation A Saint-Gobain Company 30-24-298 Manufacturer Fact Insulation Sheet 2/07 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.buftecounty.net/dds REQUEST TO USE PEX WATER PIPE Building Division approval required prior to the installation of PEX water pipe Permit Number: C(��� ��� A.P.N.%'�'��'�`� Dater ��-- Property Address: 1 �� � �,6,^ ��D city Zip. PEX Manufacturer: V -10Z., v Manufacturer's Phone Number: 31_ Installer's Name:Installer's Phone Number: 375ib -I c I,request approval to use PEX water pipe at the above resos�!�.� Rri me< 1 Owner's Signature Date i 4 .. B Signature _P Date License Numb Under Section 301.2 of the California Plumbing Code (Alternative Materials and Methods) the Administrative Authority may allow the use of PEX tubing for both hot and cold potable water distribution. After careful review of all the information submitted and additional surveys of other jurisdictions allowing the use of PEX tubing, we have come to the conclusion that PEX tubing is a viable alternative under the following conditions and requirements: 1. All PEX piping must be listed and approved by ICC, IAPMO or other nationally recognized testing and/or listing agency. 2. All PEX piping installations must comply with the manufacturer's listing/s and installation instructions. 3. A copy of the installation instructions must be made available to the field inspection staff on site. 4. All PEX piping shall be kept clear of recess light fixtures, heat conducting flue vents, ducts or other materials that could cause physical damage. 5. All penetrations in or through fire rated assemblies shall be protected with an approved listed system. Submit evidence of such listing prior to the installation of all piping. (Including manifold/s installed in the garage occupancy separation or firewall). Approved by: Date: Administrative Authority Distribution - Building File — Property Owner - Contractor BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION M (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE M (530) 538-7541 PERMIT NO. BP061579 PERMITS BECOME NULL AND VOID 1 YEAR FROM THE DATE OF ISSUANCE, OR IF WORK IS DONE IN VIOLATION OF ANY COUNTY OR STATE LAWS. I LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter T(commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class: License Numberq=qssl LJ Date. Contractor. 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 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.). El 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.). ❑ 1 am Exempt under Article 3 of the Business and Professions Code Dale: Owner: WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, fog the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Issued Date: 08/23/2006 APN: 062-300-079-000 Site Address: 121 MEADOW LANE DR BCK Map Index: Description: nsf (1047), cov (83) Owner: DECKER, HOWARD AND CATHY 405 CUMBERLAND DR TRACY, CA. 95376 Applicant: CALIFORNIA BUILDERS 13459 CENTERVILLE ROAD CHICO, CA 95928 (530) 894-8960 Contractor: CALIFORNIA BUILDERS 13459 CENTERVILLE ROAD CHICO, CA 95928 (530) 894-8960 License #: 707934 Architect: HAWKINS, GARY Engineer: Carrier: �1c71P. Policy#: 13;16? f lotal Square Ft: 1130 S.F. ❑ I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: Applicant: L"'�rfi►►�. 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. Valuation: $69,383.00 Census Code: CONSTRUCTION LENDING AGENCY This permit is hereby issued I hereby affirm that there is a construction lending agency for the Resoluti n to do work' is performance of the work for which this permit is issued (Sec 3097 Civ.) B Name: PERMIT EXPIRES ON: Address: 4 �1 ooh 4 sVG. 7 I which fees have been paid. W, and/or ❑ 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 con 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 subs --- o a official form or ent of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection p rposes. Print Name; ('tgI-J4lyd 9r ��� Signature: Date: ❑ Owner ❑ Agent for Owner ❑ Agent for Contractor I 1 n...,-,.-- R---..1 — 1C — nn 4 N. 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** .062--300- PERMIT ©62-3 OWNER INFORMATION Last -Name irst acne A dress Co Cit State Zi Phone N Fax E-mail APPLICANT INFORMATION CONTRACTOR Name - - - - - -- - - - - - - --- - - - - --- ---------- Address a .3 c Fax City Z State Zip Fax E-mail Map Book State License Number Phoned Planner Fax Date Approved: L E-mail Lic. #Class APPLICANT INFORMATION ARCHITECT/ENGINEER Name - - - - - - -- - - - - - - --- - - - - --- ---------- Address- Zip City Fax State Z Phone Type Const Fax E-mail Map Book State License Number APPLICANT INFORMATION Name i Address City State Zip Phone Fax E-mail W_ APPLICANT SIGNATURE d!-: 11 jam<<..� For office use only: AP# Zoning City Flood Zone SRA j Yes No Occ. I Type Const Subdivision Name Address Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS KAFORMSOUILDING FOR1vlS1BIdgApp1SubRgmts.doc Page 1 of 3 PERMIT NO. U66/5-7� PROJECT LOCATION AP# Property Address City Cross Street 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 �I Address Description or Scope of Work: Sq FT- Livi C arage Open C20 - v ❑ StructuteBuilt with • t 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: Amount: (96-711 Bldg � SRA Receipt M t0 Sheriff SMIP 2� h Other Date:, —0 0 �� Total REV 8-12-05 SUBMITTAL & PERMIT REQUIREMENTS. The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) PR 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 AIC 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) Find 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.) O 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). O_ 4... NPDES_Form. _ ._.. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter. -of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Legal description from current recorded grant deed, ❑ Copy of M.H. Title, Title transfer, or MCO. ❑ 12. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, please contact a Permit Assistant at (530) 538-7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees -for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMSMILDING F0RMS1BIdgApp1SubRgmts.doc Page 2 of 3 REV 8-12-05 �1 r • •t •••••.. ..+�, -- '�,� T ,•f{�yx�+���``Y S y i f;h' T';t' F .: 'ftt2 .�V I;.i k� '� `v'fi4 y}. ��y{ - ,ryh�� f• - - COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET ©7q OWNER: �L/L ASSESSOR PARCEL NUMBER 062.49! ;_�_ - Proposed Building Use: /V'S Permit Technician: (��-��J Date: 2- % '-06 Items required in order to apply for a permit All boxes MUST be checked OR marked NA in order to apply. Ia 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. 02. Complete plans, 3 or 4 sets, signed by the preparer of the plans. IN 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. I N 4. Engineered truss details and layouts in duplicate. No faxesl O 5. Letter from Engineer or Architect for truss design review. i d 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in du licate. ❑ 9. Metal Bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Hazardous Material Form OV 12. Acknowledgement of building permit application without required clearances. ❑ 13. Other R aining items needed to issue the permit (May require additional plan review upon receipt of the following items.) 14. Sanitation and site plan approval from the Environmental Health Department in C1 Chico ❑ Orowlle, as applicable- O �o 15. Fire Sprinklers............................................................................................ ❑ 16. Agricultural Buffer dr and site plan apr from the Ag Commissioner Sent by ❑ 17. Soils Report and/or Engineered Foundation required ........................................... 18. Erosion Control Plan Required........................................................................ 19. Fees as shown on the attached Schedule of Fees Due Sheet .............................. ❑ 20. City of Chico Plumbing permit.................................................................... \ ❑ 21. Site plan and business license approval from the City of 'ggs�""'�-... \1 22. California Department of Forestry Ian approval aid. Sent Y oh 23. Planning approval for (A) Use: QA_ (B) Parking: (C) Parcel Check:... ❑ 24. Contact Land Development about _Improvements, _Drainage ........................ ❑ 25. Fire Marshall Review (commercial projects only). Sent by ...................... N26. NPDES Form............................................................................................. Rj tVATV�_ 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... O 29. Worker's Compensation Carrier and Policy Number .......................................... 1130. Owner -Builder Verification (_ Given to owner, _Mailed to owner) ..................... 31. Letter of Signature authorization.................................................................... )t�_ 32. Recorded copy of Agricultural Acknowledgment Statement ................................. I� ❑ 33. Existing violations and/or expired permits......................................................... ❑ 34. Deed Restriction.......................................................................................... ❑ 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ......................... ❑ 36. Other. ❑ 37. Other. When issued Telephone *91- o / y_// 6G and hold for pickup. I have be n i o ed of the above lite and requirements for obtaining a building permit. Applican Date: ��- �_� ; 1. Index pe app ication for the num red: iW. I q Plan Check Letter 2. Additional items required ontracto esigner, owner, was advised of the above data by phone, ❑ mail, ❑ counter; by Date: ractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, advised of the ab o ❑ phone, ❑ mail, , co r, Date: Plans reviewed b . Date: -7r - Pans approved by: Date: Structural reviewed by: Date:c0`7al approved by: Date: Note transfer by: Date: Yellow: Building Division %b H. Plot Plan Attached Floor Plan Atladied� Sent to BDIDS TO: Building Division = Development Services FROM: Environmental Health SUB ECT: Sanitation Clearance Owner Location AP# Plan Approved for: Sewage Disposal: ✓ Water Supply: Public Private Well Clearance for —�✓dwelling. Other 01-Z4�� %Jo�C a eY Al A-)6 Hold final for: Final clear.6 O.K. for: NOTE: nvironmental Health SI Building Clearance 9/2005 C�(iGc ,-, e 9 ,4 e. -6P Date BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 www.buttecounty.net/dds PHONE (530) 538-7541 FAX 538-2140 RECEIPT OF FEES SCHEDULE - RESIDENTIAL Owner App Date: decker R11010nnR APN No: 062-300-079 Permit Type: Subtype: Permit No: BP 062-300-079 Permit Desc: 1 BUILDING PERMIT FEES ESTIMATED AT APPLICATION $2,217.77 Plan Check portion of Permit Fee $887.11 $1,330.66 Balance of Building Permit Fee 2 FEMA Yes Flood Elevation Review $109.98 0 3 SRA* x Yes Fire Plan Check - Non -Refundable $95.00 $95.00_- $204.98 (State Responsibility Area) Building Inspection $109.98 $109.98 1 NON-REFUNDABLE portion of fees due at application $982.11 _RECEIPT DATE Tech/Asst FEES DUE AND PAYABLE AT TIME OF PERMIT APPLICATION $1,092.09o��, 6 —2_� t iTITr in CI ^%AI\ Ili IC nn1e%M TA ICCI 1A\I/"C AC nCORAM Y '@CI'COC,74I 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: 6/— C�L ` ©� Pursuant to Government code Section Z692QWtfaW hereby notified those Items followed by an "*" may have been imposed on your project. You have 90 days from the date of approval of the porject or from thelimpostion 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 . Butte County'DeparLment ofDevelopnent Servlces 7 County Center Drive ° `:, ° Oroville, CA 95965 (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 permit 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: I need to submit applications for septic and/or well to Butte County Environmental Health immediately. I am required to bring the approved Environmental Health site plan and approved sanitation clearance to the Building Division as soon as clearance is obtained I am responsible for notifying Development Services, in writing, to stop processing of the application and to arrange for disposition of plans 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 re uire 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 paicel 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: _ � 1.ca t ae.a�C APN: o67, 0'0'7 Building site address: Permit No.: I have read, understood and accept the terms and conditions as expressed herein as indicated by my subm' si of the above -referenced building permit application and my signature below: SIGNATURE OF AP DATE Copy to ApplicandEH/File 1':Forms/BldePermicwithoutClearanca 020705 ? pSW ENT o� 6UTT� O , �I li ° % .. 1 O C OUM o\\, Department of Public Works C o u n t y o f B u t t e o J. Michael Crump, LAND DEVELOPMENT DIVISION Storm Water Management Program Director 7 County Center Drive Oroville, CA 95965 A�e10C Wo¢�9 (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 rLESS THAN 9 ACRE1 Project Description: Project Location and/or Parcel Number: - (,P;)- --3 ©o -0 ? By signing below, I, the project owner/owner's agent, certify that this project WILL NOT DISTURB I acre or more of land and that I, therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control'Board for a project that disturbs one acre or more of land may result in revocation of grading and/or. other permits or other sanctions provided by law. Title: Date: L, meq— b t – Less than 1 Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program . Revised 5/24/04 E HL - SITE PLAN REVIEW APPLICATION �\ Date: V "'V� - ppH Permit Number (if applicable) APPLICANT INFORMATION Owners Name: Owners Address: Bin Number Parcel Size: Telephone No.: Site Address: Proposed Use: 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 'Septic ❑ Agricultural Exempt Building ❑ Other: Brief Explanation/Issue: ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well ❑ Agricultural Buffer Form Zone: GP: DEVELOPMENT SERVICES INFORMATION (For Staff Use) 9 Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval ❑ Resolved By aad& Date 717 2006 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Williamson Act Minimum Acreage: ❑ Residence can be built per contract ❑ Watershed Protection Overlay Zone ❑ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: • Flood Zone: • Flood Panel No.: Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan ❑ Chapman/Mulberry ❑ Cohasset Area Use Requires: ❑ Use Permit ❑ Variance ❑ Agricultural Worker Affidavit ❑ Administrative Permit ❑ Minor Use Permit ❑ Minor Variance Zoning: - / General Plan: Applicable Building Setbacks: ❑ Setbacks identified on site Plana ❑ 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 aQ Side s Side Street Rear �^ t Height Waterway N/A N/A N/A ❑ Setbacks identified on site Plana ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: 2 2006 Parcel Created By: ❑ Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Subdivision Map2arcel Map jy�tAt �.� �o-✓ri2S c � - 3Sin o2 3 /` Map Date of Recording: Lot: /'�Z Book: /& Q Page: Ty�vt , 6-'Z� 3 2006 LEGEND: •FOUND 1? O.LP. OR AS INDICATED O POINT DETERMINED ONLY (M) MEASURED (R) BOOK 35 MAPS. PAGES 12.. 8 3 (112) BOOK 2• MAPS, PAGES 3.4. 8 5 BASIS OF BEARINGS THE SOUTHWEST UNE OF LOTS 1 AND 2. TAKEN BETWEEN MONUMENTS INDICATE! AS S49 -06W E PER BOOK 35, MAPS PAGES 1 J (i). RECORD PROPERTY UNE SEE NOTE T N�y 2) RIS MY OPINION THAT THE THREE MONUMENTS MARKED S DRAINAGE I, 'Q l \ ��r EASEMENT NOTES: AS POINTS -D-. V. 8' F' ARE THE ORIGINAL CORNER SET IN THE COURSE OF THE SPRING VALLEY ADDITION, UNIT •2 (R). AS 1) 1 BELIEVE THAT ALL MONUMENTS FOUND NORTHERLY OF VJ // MEADOW LANE IN THE COURSE OF THIS SURVEY WERE SET (31'�//AA' - EXP. 6/30/2008 BY R.C.E. 11553 FOR PURPOSES OF MONUMENTING THE 35 M 1 LOTS SHOWN ON HIS MAP OF THE SPRING VALLEY ADDITION, COUNTY SURVEYOR'S STATEMENT UNIT 2 (R). THE FOUR MONUMENTS LOCATED ON THE NORTH SUBOMDER AND THEREFORE MUST BE HELD FOR POSITION. UNE OF MEADOW LANE 00. NOT CONFORM TO SIZE OR TYPE OF MONUMENTS AS INDICATED ON (R). HOWEVER, THEIR -J7 Off^ LOCATION IS IN CONFORMITY WITH (R) AND (R2). IN THE COURSE OF MY SURVEY FILED IN BOOK 127 MAPS PAGE 43, J FOR LANDS WITHIN THE SPRING VALLEY ADDITION. UNIT 2, �MING 1 ALSO DISCOVERED THIS SAME NONCONFORMITY OF MONUMENT TYPE. RECORD LOCATIONS FOR POINTS •D','E'. 8'F' FAILED TO 0f AUS jJ 0 BASIS OF BEARINGS THE SOUTHWEST UNE OF LOTS 1 AND 2. TAKEN BETWEEN MONUMENTS INDICATE! AS S49 -06W E PER BOOK 35, MAPS PAGES 1 J (i). RECORD PROPERTY UNE SEE NOTE T N�y 2) RIS MY OPINION THAT THE THREE MONUMENTS MARKED / \ / \ / \ / P / / `) - -`\ V I, 'Q l \ ��r LOT 2 (R) S� / AS POINTS -D-. V. 8' F' ARE THE ORIGINAL CORNER SET IN THE COURSE OF THE SPRING VALLEY ADDITION, UNIT •2 (R). AS VJ // 20.22 ACRES (31'�//AA' - EXP. 6/30/2008 SUCH, THEY BEST DEPICT THE INTENT OF THE ORIGINAL Vrlw COUNTY SURVEYOR'S STATEMENT SUBOMDER AND THEREFORE MUST BE HELD FOR POSITION. Q`OfESSIII O T. F fs NG 'SPLLAAM 3) A DILIGENT SEARCH FOR MONUMENT AT OR NEAR THE �MING * 220 GRAND AVENUE GROVILLE. CA. (916)533-20 0 RECORD LOCATIONS FOR POINTS •D','E'. 8'F' FAILED TO 0f AUS D,\Lur,d P—Jects 3\04023B\dwq\04023HCtl•g 07/08/2004 06-5808 AN PDT DISCOVER ADDITIONAL MONUMENTS OR LINES OF y OCCUPATION. J LOT i (R) ST. �MFq ss• / / 20.23 ACRES )OVV 4�EfM13�18 %, AD O 4A PF,q �I.P, IS 5j.0171•E �' • ; S73.18• af) II Q& ETA rr2yy \ ry'ti•„ t\6 \P11 \ F w.3,•coNCAETE PER (R2) `• - �@A� F�� 1 \ N M 3 ' \ \ \ �lip OA CONCRETE MONUMENT WITH IRON PPE R.C.E. I ISM PER (R) OB 314' IRON PIPE, R.C.E. 11583 PER !RI © FOUND 112' OPEN IRON PIPE. ADDED LS. 4209 TAG / \ / \ / \ / P / / `) - -`\ V I, 'Q l \ ��r THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DCRON IN CONFORMANCE WITH THE REQUIREMENTS OF THE PROFESSIONAL LAND IRE VJ // POINTE' >�O © (31'�//AA' - EXP. 6/30/2008 V / l0 Vrlw COUNTY SURVEYOR'S STATEMENT THIS MAP HAS BEEN EXAMINED IN ACCORDANCE WITH SECTION FIGS OF THE PROFESSIONAL LAND SURVEYORS ACT THIS Il �L DAY GFpr .2004. Q`OfESSIII O T. F fs NG 'SPLLAAM Ko. 29132 �•• �MING * 220 GRAND AVENUE GROVILLE. CA. (916)533-20 0 0f AUS D,\Lur,d P—Jects 3\04023B\dwq\04023HCtl•g 07/08/2004 06-5808 AN PDT / \ OA FD. 314.O.I.P., ADDED LS. 4208 TAG VICINITY MAP LAIC KTs 6/30% 009 V� < y LS. 4209 CAL\ RECORDER'S STATEMENT FILED -THIS /IYA DAY OF 2004, AT V61 R M., IN BOOK /6o OF MAPS, AT PA E(S) 3'/ . AT THE REQUEST OF G.DA SERIAL NUMBER jAaV- CA,ItY91 CANDACE BY . GRUBBS COUNTY RECORDDERR COUNTY OF BUTTE DE REC IN CONCRETE RECORD OF SURVEY IN CONCRETE PEA (R2) LOTS 1 AND 2, "FEATHER RIVER FOREST HOMES - SPRING VALLEY ADDITION, UNIT TWO", BOOK 35 OF MAPS, PAGES 1, 2, AND 3, LYING IN SECTION 27, T21N, R5E, M.D.M., BUTTE COUNTY, CALIFORNIA. FOR JIM DECKER 04-0 SHEET OF 5z i SURVEYOR'S STATEMENT THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DCRON IN CONFORMANCE WITH THE REQUIREMENTS OF THE PROFESSIONAL LAND IRE SURVEYORS ACT AT THE REQUEST OF JIM DECKER IN NNE, 2001. POINTE' >�O © (31'�//AA' - EXP. 6/30/2008 Vrlw COUNTY SURVEYOR'S STATEMENT THIS MAP HAS BEEN EXAMINED IN ACCORDANCE WITH SECTION FIGS OF THE PROFESSIONAL LAND SURVEYORS ACT THIS Il �L DAY GFpr .2004. Q`OfESSIII O T. F fs J�yt w � s Ko. 29132 �•• EXP. 3/JIRIn7 ST L R.C. 29132 DEPUTY COVNiY SURVEYOR * CIVIL 0f AUS RECORDER'S STATEMENT FILED -THIS /IYA DAY OF 2004, AT V61 R M., IN BOOK /6o OF MAPS, AT PA E(S) 3'/ . AT THE REQUEST OF G.DA SERIAL NUMBER jAaV- CA,ItY91 CANDACE BY . GRUBBS COUNTY RECORDDERR COUNTY OF BUTTE DE REC IN CONCRETE RECORD OF SURVEY IN CONCRETE PEA (R2) LOTS 1 AND 2, "FEATHER RIVER FOREST HOMES - SPRING VALLEY ADDITION, UNIT TWO", BOOK 35 OF MAPS, PAGES 1, 2, AND 3, LYING IN SECTION 27, T21N, R5E, M.D.M., BUTTE COUNTY, CALIFORNIA. FOR JIM DECKER 04-0 SHEET OF 5z i • 0 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile ADMINISTRATION * BUILDING * PLANNING July 28, 2006 Jim Decker 405 Cumberland Dr Tracy, CA 95376 Assessor Parcel Number: 062-300-079 Building Permit Number: 06-1579 Thank you for submitting the plans for your building project. The plans have been reviewed and comments are listed below. Please respond in writing to each item by letter or by completing and returning a Plan Review Response Form. Your complete and clear response will expedite the re -check and approval of this project. PLAN REVIEW COMMENTS: 01 Revise the Title 24 Energy Compliance Report to identify the Dining Room window at 30 square feet, report currently identifies 15 square feet. provide the Earthtec, Ltd. Geotechnical Report (#104087, date 6/16/04) identified on the lans and in the structural calculations to justify the utilization of 2000 psf allowable soil bearing pressure. D0evise the design criteria in the structural calculations to include the 37 psf snow load for 2200 feet of elevation in Berry Creek and for Wind Speed of 75 mph for Butte County. Further, have the truss manufacturer revise the truss calculations to include the same snow P ad. rovide on the plans the CS16 strap at the front porch as specified by the structural calculations. OV Correlate plans and structural calculations at structural fascia #1. The structural calculations specify 2 X 8 members while the plans identify 2 X.6 at this location. Correlate plans and structural calculations for the shear connection detail at Line 1.3. The structural calculations specify an LTP5 while the plans identify A35's at the same location. If you wish to discuss any of these requirements, please call (530) 538-7541 between the. hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. • • Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Kristin Lee Wreden Plans Examiner kwreden@buttecounty.net .net cc: California Builders BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM DA-ATHER 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) ()�1L�� Building Permit Number S �] Property Owner (s) Q_ no f ipL 102 ^ Project Location /Address Subdivision Name y New Development Alteration/Addition(s) Mobile home Demo `Permit (date iss Comments: le Sq. Ftge /0 V7 Type of Residential Development (check one) Single Family -Detached Non -Residential to Residential Mobile home replacement Single Family -Attached Multi -Family Dwelling verified by Assessor Department verified by Building Department 0 FRRPD 0 CARD 0 PRPD 0 DRPD certifies that: ,-7s 9ML+,— LL to Applicant Name Phone Number t.,t S G: Mailing City State Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: Dwelling Units @ $ Square Feet @ $ Remarks: Paid by Check No: oCV Paid by Cash: per unit for a total of $ per sq foot for a total of $ Receipt No: 13 q D Zip 'BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District ( LO I r Building Department No.. A.P. Number - Jurisdiction: City ©County Property Owner (�r 1 kc�r Property Location/Address v Subdivision Lot No. Residential Development 0 Q Q Q :Sq. Footage No of Living Mobile Home Addition/ *Supplemental to (Group. R) Units Installation Conversion Permit # ........................................................................................ *(No foundation inspection) Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) Commercial/Industrial Q Q Sq. Footage New Addition (Including Exterior Roofed Areas) - a Building Department Representative . Date District Identification No. 070033 �iU V i� 12 UNi pY-j School District certifies that w )--c, >",S- I VV1 be C (Applicant) C4I yl q - (Street Address (Phone Number) r � C4-kk CA (City) t (State) (Zip Code) has complied with the requirements of Resolution No. J 05 by payment of $ 33Z S I representing School District N -1 -1 - Date v-1-1 square feet. �FB_29_26 $ ULL MITIGATION $ Paid by Check # Remarks: Date Node*: You may protest the Imposition of the fees Identified above by submitting a written protest.to the District, In coinpilance with Government Cods Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the Imposition of the fees In any court action. If, subsequent to the School District Representative signing tits Butte County Schools Impact Fee Certification Form, On School District is nodfled by the applicable Local Planning Agency that this project is being rwlehuiad under the CalHornla EnviromnsnLl Quality Act (CEQA), this protect may be sublect to additional school fess to fully mil oats he Impact on the school dialr 's'schools. White (school district), Yellow (building department), Pink (applicant). feeiormids (3M5W= G A,5 LL, AND WHEN RECORDED MAILTO: WTTE COUNTY BUILDING DIVISION 7 COUNTV CENTER DRIVE OltQvMLF- CA 9s%s 2006-0043447 Recorded I REC FEE 10.00 Official Records I County of I COPIES 2.50 Butte I COIFORfla COPY 1.00 CANNCE J. GRUBBS I County Clerk-Recorderl I I CW 010:15AM 23 -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 accorded 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 froth the use of agricWturral 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 agriculturaJ 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: �4'/�'L, Date 4• 4t(6 06 PROPERTY OWNERS: l-,2 State of California ) County of 50/b., J-6 \ n ) On O " ) 2- a00 U( before me, EC1A)ar :7- Al oi-m rz`0 P U 3 (- l c, personally appeared_ _K o W Qr rA —'�T—�er-� ,.+ ert:, r DQCR�1r -k a{or proved to we on the basis of satisfactory evidence) to be the person(s) whose name(s)Xare subscribed to the within instrument and acknowledged to me that heixWthey executed the sprue in hi0whheir authoriwd capacity(ies), and that by W6&eNtheir 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 ori ' seat. EDWARD I WINZINGER Z SignaturSeal: cr COMM. # 1541369 NOTARY PUBLIC CALIFORNIA Z SAN JOAQUIN COUNTY A.P. 4 IFOR My Comm. Expires JAN 03, 2009 " L•d a co It'TT.-�6B-OES RaT_�tnp,- eE:2.0.1 90 60 Znd ;.,OCT= 3-2005 21:16 MID VALLEY TITLE & ESCROW P.03 EXHIBIT "A" LEGAL DESCRIPTION FOR DECKER MERGER APN: 062300.24 825 ALL THAT REAL PROPERTY DESCRIBED AS LOTS 1 AND 2, ACCORDING TO THAT MAP ENTITLED `FEATHER RIVER FOREST HOMES, SPRING VALLEY ADOMON, UNIT TWO',AS FILED FOR RECORD IN THE OFFICE OF THE COUNTY RECORDER ON JULY 14, 1966, IN BOOK 35 MAPS AT PAGES 1, 2, & 3, LYING IN SECTION 27, TOWNSHIP 21 NORTH, RANGE 5 EAST, M.D.M.. BUTTE COUNTY, CALIFORNIA. THE TWQ ABOVE DESCRIBED LOTS ARE HEREBY MERGED INTO ONE UNIT OF LAND. ENE) OF DESCRIPTION +�,�,tfeye�►+�r+ka+ne��rx��e.,�+a+r+�r�t�+►n+�+�,rR�x,�t��r* *�*****+�*�'�r�et+ PREPARED BY: $OHN4 CHRISTOFFER , P.L.S. G.D.A., ENGINEERING &SURVEYING D;WIyFi 6slLEGALS%04023LD.wpd Apnl 21, 2005 r N0, 4208 z ►Exp. 0630.52, TOTAL P.03 gi�1 6 Butte County DepartmentofDevelopmentSen ces Tim Snellings, Director www.buttecounty.net/dds 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile ADMINISTRATION * BUILDING * PLANNING February 17, 2006 Howard & Cathy Decker 403 Cumberland Drive Tracy, CA 95376-4937 Re: Certificate of Merger, MER 05-05, APN 062-300002,-1-245 Dear Howard & Cathy Decker: Enclosed please find the Certificate of Merger that was issued by the Butte county Department of Public Works and recorded on April 29, 2005, under Serial Number 2005-0024461, in the office of the Butte County Recorder. Should you have any questions regarding this matter, please contact the Land Development Division at (530) 538-7266, between 8:00 a.m. and 4:00 p.m., Monday through Friday. Sincerely, Michelle Godinez Office Specialist, Senior Enclosure cc: Building Division Environmental Health .r ffl{I!f{i!lIIIlffl{!!1{fIIN!!{{!i 2�tB5—�0c 44� I Recorded I REC FEE 13:0+ RECORDING REQUESTED BY and Official Records I AFTER RECORDING RETURN TO: County Of I BUTTE I CANDACE J. GRUBBS i BUTTE COUNTY DEPARTMENT OFRecorder I BUTTE ROSEMARY DICKSON ... I DEVELOPMENT SERVICES COUNTY Assistant I Laura 7 County Center Drive 10:06AM 29 -Apr -2005 I Page i of 3 Oroville, CA 95965 MAY 18 2005 DEVELOPMENT SERVICES CERTIFICATE OF MERGER LANDS BEING MERGED: AP NUMBER(S) 062-300-024 & 025 NUMBER OF EXISTING PARCELS: TWO EXISTING PARCELS CREATED BY: ❑ PATENT ❑ GRANT -DEED ❑ GIFT DEED ❑ PARCEL MAP ■ SUBDIVISION MAP ❑ OTHER RECORDING DATA:. YEAR JULY 14. 1966 BOOK / PAGE OR SERIAL NUMBER: 35 MAPS 1. 2 & 3 SUBDIVISION / PARCEL MAP: BLOCK LOT(S) 1 & 2 As of the date of recordation, those lands noted above are merged to create one single parcel of land as described. in Exhi)3ii A attached hereto. NNE C ISTO R VATE ;tor of D velopment Services OWNERS' CONSENT TO MERGER THE UNDERSIGNED, as owners of all that real property to be merged, do hereby consent and agree to the merger of such lands into that single parcel as described in Exhibit A attached hereto. OWNER'S SIGNATURES MUST BE NOTARIZED Print name and title (if applicable) below signature line Sign and pri t name & title HOWARD J. DECKER Date . a� Date GDA #04-0238 Sig d print name & title CATHY . DECKER Date . a� Date GDA #04-0238 C CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT C Ar(- ii b—c e2 w'f A State of ,County of On V'7 — ®� ` before me, W) L 1 >7► �1�3Lt C Date Name and Title of Officer (e.g., 'Jane Doe, Nota Public') personally appeared W fitr4 -�-�{' rI C_Qh --f2-C-k-�lr Name( of Signers) ❑ personally known tome — OR — roved to me on the basis of satisfactory evidence to be the person(s) whose name(s)//are subscribed to the within instrument and acknowledged to me that tAstte/they executed the same in hW4w/their authorized capacity(ies), and that by his/1ze;/their signature(s) on the instrument the person(s), EDWARD J. WINZINGERZ or the entity upon behalf of which the person(s) acted, X COMM. # 1541389 executed the instrument. ®m •• NOTARY PUBLIC CALIFORNIA Z SAN d AQUIN E0198c UNTYNO3,2 WITNESS my h nd and official seal. My Comm. F�cdres JAN tm, Z009 Signature of Notary tic OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document r I _ Title or Type of Document: �Y` % � a mk"� �'r olni n erS Cin r,T l o Document Date: — / J Number of Pages: Signer(s) Other Than Named Above: I EXHIBIT "A" LEGAL DESCRIPTION FOR DECKER MERGER APN: 062-300-24 &25 ALL THAT REAL PROPERTY DESCRIBED AS LOTS 1 AND 2, ACCORDING TO THAT MAP ENTITLED °FEATHER RIVER FOREST HOMES, SPRING VALLEY ADDITION, UNIT TWO -,AS FILED FOR RECORD IN THE OFFICE OF THE COUNTY RECORDER ON JULY 14, 1966, IN BOOK 35 MAPS AT PAGES 1, 2, & 3, LYING IN SECTION 27, TOWNSHIP 21 NORTH, RANGE 5 EAST, M.D.M., BUTTE COUNTY, CALIFORNIA. THE TWO ABOVE DESCRIBED LOTS ARE HEREBY MERGED INTO ONE UNIT OF LAND. END OF DESCRIPTION PREPARED BY: $OHN D. CHRISTOFFER , P.L.S. G.D.A., ENGINEERING &SURVEYING D:\MyFiles\LEGALS\04023LD.wpd April 21, 2005 �jcNrSTpF�FG 2 `• N o15 N0.4206 z Exp. 06-30-C , (` April 18, 2005 Department of Development Services County of Butte ADMINISTRATION*BUILDING*GIS*PLANNING 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile Jim Decker 403 Cumberland Drive Tracy, CA 95376-4937 Re: Application for Merger, MER 05-05 A.P. Number(s) 062-300-024, 025 Dear Applicant: On April 18, 2005 the Department of Development Services made the finding that the . Certificate of Merger on the above referenced property is exempt from environmental review, and approved the project. This action will be final if an appeal is not filed with the Clerk of the Board of Supervisors within ten (10) days of the date of this letter. You or any interested person must do so in writing, with the appeal fee of $50.00, to the: Clerk of the Board of Supervisors, 25 County Center Drive, Oroville, California 95965, prior to 4:00 p.m. April 29, 2005. If there are no appeals, we will submit the Certificate of Merger to the Butte County Recorder's office for recording. We will return the original certificate to you after recording. If you have any questions concerning this matter, please contact this office at (530) 538-7601, Monday through Friday, 8:00 a.m. to 4:00 P.M. Sincerely, &-,-I WJ ' . Yvonne Christopher Director YC/Lymi cc: Environmental Health Department GDA, 220 Grand Avenue, Oroville, CA 95965 Building Division Recorders Office Count Of BUT CANDACE J. GRUBBS Recorder ROSEMARY DICKSON Assistant MkW24461 4/29/2005 16:06am REC 'FfE 13.00 TOTAL 13.00 CHECK 13.00 - TOTAL TENDERED 13. w CHANGE .00 10:07AN 29 -Apr -2005 .200`.,@429000074 Laura BTTRECIB Thank You Have a Nice Day! Requested By: DATE: -777 /• x A'2 cif .z F ;:INTRA -DEPARTMENTAL MEMORANDUM 1, Mik''Vira ildi �'Department. Director Ed Overho s , Environmental Health:.Specialist 9 .Septic System Permits Issued for Parcels im the. -Lake Madrone Water District. March 9', 1995 The following septic, system permits have been. issued, and the septic systems have not been installed. OWNER 1.. L.R.. Libby 2 ., Tom Krull ,' 3. Tom Krull �f Tom Krull 5. Tom Krull 6. Tom TO: 7. FROM: Krull RE: DATE: -777 /• x A'2 cif .z F ;:INTRA -DEPARTMENTAL MEMORANDUM 1, Mik''Vira ildi �'Department. Director Ed Overho s , Environmental Health:.Specialist 9 .Septic System Permits Issued for Parcels im the. -Lake Madrone Water District. March 9', 1995 The following septic, system permits have been. issued, and the septic systems have not been installed. OWNER 1.. L.R.. Libby 2 ., Tom Krull ,' 3. Tom Krull 4. Tom Krull 5. Tom Krull 6. Tom Krull 7. Tom Krull 8. Tom Krull 9. Scott Kirschbaum STREET Old Mill. Rd., 62-29-21. Meadow Ln. 62-30-62 Meadow Ln.: 62-30-26 Meadow Ln. 62-30-31 Meadow Ln. 62-30-32 Meadow Ln. 62-30-30 Meadow Ln. 62-30-44 Meadow Ln. 62-30-35, Meadow Ln. 62-30-25 CONST. ISS. 3B -House- r. 10/26/9441 3B -House:.' 3/16/94; 3B -House ;;: _ 3/1.4/94:-`. . 3B -House, 3B -House 3/14/94.. - Y.• 3B -House 3/14/94' 3B -House 3/14/94' 3B -House 3/16/94 3B -House 1/24/94. If you have any.additional questions, please contact me.. EO/sg/a:vielra -. ZA 1.. V" Job number >> 05-163 DATE Structural Calculations for Decker Residence Meadow Lane Berry Creek, Ca.. Garage Gary Hawkins Architect ' 3045 Ceres Ave. Ste 135 Chico, Ca. 95973 (530) 892-2700 (530) 893-0532 Fax E�. SRC \� MAIN v Ain tS � RIV0* 01866993 % K"RE IN. �r C rly LAO_�1 BUTTE COUNTY 3UILDINO DIVISION. �OVP CALCDATA 11/13/97 Rev 4-20-94 Calculation data --------------------------------------- --------------------------------- Description >> ------------------------------------------------------------------------ Jurisdiction Butte County Code referenced 1997 UBC 2001 CBC Wind loading Basic wind speed.: Exposure Seismic loading Seismic zone Gravity loading Roof live load Floor live load Balcony live load: Soil data Allowable bearing: 75. MPH B 3 34 PSF n/a PSF n/a PSF 1200 PSF ----------------------------------------------------------------------- DL 14.50 USE: 15.00 PSF LL. 34.00 PSF ------------------------------------------------------------------------ TL - 49.00 PSF ASSEMBLY > raf t er SLOPE > 8 IN 12 NO. DESCRIPTION 12 Comp shingles 22 1/2" PLYWOOD .39 2 X 6 - 24" 64 MISC. 0 > 33.69 DEGREES UNIT WT. PITCH? ADJ. WT. 3.00 3.00 1.50 1.50 LOADS 1.10 2.00 11:00 AM ---------------- ------------------------------------------------------- REV 8-13-92 LOAD SUMMARY MODULE 8/ 8/06 --------------------------------------------------------------- .DESCRIPTION >> -------- -------=------------------------------------------------------=--------- ASSEMBLY >roof SLOPE > 8.00IN 12 > 33.69 DEGREES. NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 12 Comp shingles 3.00 3.00 22 1/2" PLYWOOD 1.50 1.50 39 '2 X 6 - 24" 1.10 1.10 42 2 X 8 - 16" 2.20 2.20 60 INSULATION R38 2.20 2.20 64 MISC. 2.00 2.00 83 1/2" GYPSUM BD 2.50 2.50 ----------------------------------------------------------------------- DL 14.50 USE: 15.00 PSF LL. 34.00 PSF ------------------------------------------------------------------------ TL - 49.00 PSF ASSEMBLY > raf t er SLOPE > 8 IN 12 NO. DESCRIPTION 12 Comp shingles 22 1/2" PLYWOOD .39 2 X 6 - 24" 64 MISC. 0 > 33.69 DEGREES UNIT WT. PITCH? ADJ. WT. 3.00 3.00 1.50 1.50 1.10 1.10 2.00 2.00 -------------------------------------=--------------------------------- DL 7.60. USE: 8.00 PSF LL 34.00 PSF ----------------------------- w 42.00 PSF 3-0235 - 50 SHEETS - 5 SQUARES COMET 3-0236 - 100 SHEETS - 5 SQUARES 3-0237 - 200 SHEETS - 5 SQUARES 3-0137 - 200 SHEETS -FILLER �I . C G I z G MAXSPAN2 r/ 11:00 AM ------------------------------------------------------------------------- Rev 9-28-93 Wood joists - span capacity 8/ 8/06 ------------------------------------------------------------------------ Description >>TYPICAL ROOF RAFTER ------------GENERAL DATA ------------ Load duration factor > 1.150 Joist spacing > 24.000 inches Repetitive (Y/N)?> Y Concentrated load> .000 kips, I Eq uniform load > ,.000 klf ---------------------------SECTION PROPERTIES ------------- Member thickness > 1.500 inches Member width > 5.500 inches Section modulus > 7.563 in"3 Area > 8.250 in -2 Moment of inertia > 20.797 in"4 ---=---------=------------LUMBER DESIGN VALUES -------------------------- Base values Species Grade. DFL NO2 Size factor Cf Size factor Cf Size factor Cf Repetitive member Adjusted values Fb 875 factor Cr Ft Fv 575 95 > 1.300 > 1.300 > 1.100 > 1.150 Species Grade Fb Ft DFL NO2 1504 748 -----------------------------MAXIMUM Max. span as limited by: Fc1- FcJJ E 625 1300 1600000 (APPLY TO Fb) (APPLY TO Ft) (APPLY TO FCU-) Fv FC1 Fc_u E 109 625 1430 1600000 SPANS------------------------------- Bending > 9.502 ------------LOADING DATA ----------- > Dead load > .008 ksf Live load > .034 ksf Total load > .042 ksf Tributary load > ----------------------------------- .084 klf ------------GENERAL DATA ------------ Load duration factor > 1.150 Joist spacing > 24.000 inches Repetitive (Y/N)?> Y Concentrated load> .000 kips, I Eq uniform load > ,.000 klf ---------------------------SECTION PROPERTIES ------------- Member thickness > 1.500 inches Member width > 5.500 inches Section modulus > 7.563 in"3 Area > 8.250 in -2 Moment of inertia > 20.797 in"4 ---=---------=------------LUMBER DESIGN VALUES -------------------------- Base values Species Grade. DFL NO2 Size factor Cf Size factor Cf Size factor Cf Repetitive member Adjusted values Fb 875 factor Cr Ft Fv 575 95 > 1.300 > 1.300 > 1.100 > 1.150 Species Grade Fb Ft DFL NO2 1504 748 -----------------------------MAXIMUM Max. span as limited by: Fc1- FcJJ E 625 1300 1600000 (APPLY TO Fb) (APPLY TO Ft) (APPLY TO FCU-) Fv FC1 Fc_u E 109 625 1430 1600000 SPANS------------------------------- Bending > 9.502 feet Shear > 14.307 feet Total load deflection (L/240) > 9.584 feet 6TL > .479 inches Live load deflection (L/360) > 8.980 feet SLL > .299 inches -------------------------CONCENTRATED LOAD CHECK ------------------------ Check uniform DL additive with concentrated load? > Y Max span as limited by concentrated.loading > .000 feet Check stresses due to concentrated loading.... V uniform DL > .000 kips V concentrated load > .000 kips V cap of joist > .601 kips <ok> 0 of allowable > .000 M uniform DL > .000 ft -kips M max with load at midspan >, .000 ft -kips M cap of joist > .948 ft -kips <ok> . of allowable > .000 ---Deflection--- Uniform DL deflection > .000 inches Concentrated load deflection > .000 inches Total load deflection >. .000 in. L/.0 3-0235 - 50 SHEETS - 5 SQUARES COMET 3-0236 - 100 SHEETS - 5 SQUARES 3-0237 200 SHEETS - 5 SQUARES 3-0137 - 200 SHEETS - FILLER mrl M "pF -1- _N S-' „ '0 o + s = s") W s o GJ n -77 � ro C/7 1 S G F ' � M Job; ®5=163 Description, a-sc-m,arage== General data; Wall construction; Concrete Configuration; Cantilevered Lateral load type; soil pressure. Backfill slope; I No slope 7F Allowable design stresses,- tresses,Soil; soil; Class of materials (CBC); 14 User defined; Allowable bearing pressure; 1.500 ksf 1 ksf Allowable passive; 0.150 ksflft depth0250 - ksf Lateral sliding coefficient; 0.250 0350 Soil weight; 0:1x1,0, " kcf. Increase allowed for seismic/wind; ,1,.330 Applied? No Concrete; Masonry; P�„2,500 FY ksi 60 ksi fm FY X1:500 ksi ksi FS 24.00 so ksi Es.2900®000 psi Es 290®000® psi m 28.235 E, 1125000 0.900 Flexural n 25.78. `'0.850 Shear Unit weight f0135 kcf Unit weight 0.150, kcf We. 41.000 . Wall data Cantilevered wall may use varying thickness segments Actual Cutoff for Cutoff calculations Segment; (ft) (ft) (ft) Segment wd, Actual t (in) Actual d(in) Max. d(in) 1 0.000 to ZOO 1.50 0.113 3.000 3.750 2 1.500 to 4.00' 4.00 0,188 6.000 .3.000 3.750 3 0.000 to 00.0 0.00 0.000 0 ' 0.000 0.000 Segment; b'd2 M(ft-kips) 1 108.00 0.441 . 2 108.00 0.125 3 0.00 0.000 Input user defined wall thickness;— 00'?'t'°gt inches Override wall height for lateral sliding; 0.00 feet ❑ Override? Loading . WpL Axial;` .,0,.:000 kips/ft WLL Axial; '°' 0 500,, kips/ft . . Equivalent fluid pressure.(EFP);, .0.030 ; = kcf Alternately, input overturning moment (M); 0000, ftkips El use manually input forces Input shear at base (V); w 0:00:0 kips/ft Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) Description to wall(ft) height(ft) 2,Q00 Vehicle �Y30Qb©pj 't 0.505 feet Input surcharge height;` Ot000 , feet Summaryof lateral loads acting on wall (Cantilevered wall); w1ate,j at top of wall; 0.0152 k/ft w,a,e�, at bottom of wall; 0.1352 k/ft W we,j at bottom of footing; 0.1652 k/ft Additional concentrated load at top ofwall; 13: ;,0000 k/ft Load type; N/A Min. EFP for cantilevered walls designed for restraint; ��kcf w lateral at top of wall; (Restrained wall); 0.028 k/ft w lateral at bottom of wall; (Restrained wall); 0.248 k/ft Uniform lateral load; ®.00.00 ` ksf Seismic/wind to Concrete stem design Load factor; Segment 1 reinforcinq: Factored design moment (M,); 0.706 ft -kips Max. allowable'd'; 3.750 inches d (in) AS Vertical reinforcing; g #4 bars at � 1$ inchesolc �3©OOr,� 0.131 2 inlft Horizontal reinforcing; #4. bars at r 13 . inches o/c 0.181 in21ft Temperature and shrinkage reinforcing; Vert. As min. 0.108 int/ft 1.67 ft -kips Horiz. AS min. 0.180 int/ft Check if wall is overreinforced; pb 0.018 0.75pb 0.013 Asmax. 0.481 int/ft Check shear at base of wall; V 0.301 kips/ft V6 0.481 kips/ft Vn 3.060. kips/ft < x 2 x fCo's x d x 12 > Check dowel embedment into footing; Dowel size: #4 bars Idh 12.000. inches <(0.02*y,e*X*fy)/(fc°'S)*db> < ACI 12.5.1> Reduction factors: 0.700, < ACI 12.5.3a > 0.422 < ACI 12.5.3d > ldh -.3.543 inches Ok! Segment 2 reinforcing; Factored design moment (M j; 0.201 ft -kips Max. allowable'd'; 3.750 inches d (in) As Vertical reinforcing; #4 bars ' at 18 inches o/c �3�000 0.131 int/ft Horizontal reinforcing; #4 bars at 1P3 inches o/c 0.181 int/ft Temperature and shrinkage reinforcing; Vert. k min. 0.108 int/ft �Mn� 1.674 ft -kips Horiz. AS min. 0.180 in2/ft Segment 3 reinforcing; Factored design moment (M,,); 0.000 ft -kips Max. allowable'd'; 0.000 inches d (in) AS Vertical reinforcing; None at 12 inches o/c �0 0 0� 0.000 int/ft Horizontal. reinforcing; None of 12 inches o/c 0.000 in21ft Temperature and shrinkage reinforcing; Vert. AS min. 0.000 int/ft �M, 0.00 ft -kips Horiz. As min. 0.000 . in'/ft Check cantilevered walls to resist lateral forces when inadvertantly supported at top; O Applicable? M max. 0.280 ft -kips Factored design moment (MU); 0.448 ft -kips M max occurs at; 2.24 feet Segment 2 Vertical reinforcing; AS 0.131 int d 3.00 inches �M, 1.674 ft -kips Override reinforcing and V dimension; ❑ Override? Vertical None • at $� q inches o/c AS 0.000 in21ft d 4SOOa§ inches Footing design; Input toe length; 1.773 1x2:00 inches 0 Center wall on footing Toe length used 10.00 inches [Al24 M-OTMI W] Heel length; 10.00 inches Safety factor; 1.773 Total footing length (L); 2600 inches Soil pressure; 1.246 ksf Footing depth; [3'U2 -e] t2.0®� inches Allowable; 1.500 ksf Min. footing depth for dowel embedment; 6.54 inches w Overturning and soil pressure; 1.773 > 1.5 Ok! Consider ftg depth for gross OTM and sliding ? 0.336 Yes [Al24 M-OTMI W] Design overturning moment (OTM); 0.361 0.814 ft-kips/ft . Ignore footing weight when calculating soil pressure? Yes feet [3'U2 -e] Check stability and soil pressure;. Allowed; Maximum soil pressure; w Arm ksf DLRM Minimum soil pressure; WDL 0.000 kips 1.083 feet 0.000 ft -kips WLL 0.500 kips 1.083 feet 0.542 ft -kips Segment 1 0.113 kips 1.083 feet 0.122 ft -kips Segment 2 0.188 kips 1.083 feet 0.203 ft -kips Segment 3 0.000 kips 1.083 feet 0.000 ft -kips Soil 0.367 kips " 1.750 feet 0.642 ft -kips Keyway 0.075 kips 1.667 feet 0.125 ft -kips Footing 0.325 kips 1.083 feet. 0.352 ft -kips WDL 1.067 kips MDL min. 1.444 ft -kips WDL+WLL 1.567 kips MDL+MLL 1.985 ft -kips Check safety factor against overturning; MDL min./OTM 1.773 > 1.5 Ok! Eccentricity (e); 0.336 feet [Al24 M-OTMI W] 1-16; 0.361 feet 2.242 feet [3'U2 -e] Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.246 ksf 1.500 ksf Minimum soil pressure; -0.099 ksf 1.500 ksf [ WtIIA + 6'Wtl'elA12 ] \z . Footing reinforcement; Heel design; Vertical reinforcing spacing; 18 inches o/c Heel length; 0.833 feet Reinforcing #4 bars at 6,fflinches o/c d; �inches Load factor AS 0.065 in` /ft Mu 0.244 ft -kips 1'6. We 2.329 ft -kips Vu Heel 0.787 kips/ft On 8.160 kips/ft (Concrete strength only) Toe design; Toe length; 0.833 feet Reinforcing; #4 bars at 18 inches o/c d; 8:000 inches AS 0.131 in'/ft Max. soil pressure; 1.246 ksf At face of wall; 0.783 ksf Load factor Mu 0.606 ft -kips 1i �Mo 4.614 ft -kips Vu Toe 1.352 kips/ft . On 8.160 kips/ft (Concrete strength only) Longitudinal footing reinforcement; AS required = Area' .002 AS min. 0.624 int 4 #4 bars AS 0.784 int Lateral sliding; Rl.pofwall 0.000 kips/ft Min, As 0.000 in` Re�eurW�i 0,451 kipslft None at _. 1a8=;inches olc Nla Calculate Wog * friction coefficient; Lateral sliding resistance; 0.267 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 0.533 max (0.5*Wdl) Allowable lateral passive pressure 0,150 ksf/ft depth Consider footing for passive resistance? Yes • Lateral passive pressure provided; 0.075 kipslft [Footing only] Net resistance provided by footing only; 0.342 kips/ft [Footing only] Concrete slab at base of wall ? No Slab thickness; 4..000 inches Width of slab; 12000 feet El Ignore lateral sliding by inspection. Resistance provided by slab; 0.000 kipslft Total resistance; 0.342 kipslft Factor of safety; 0.758 No good! Shear key required! Shear key must provide additional; 0.334 kips lateral resistance Shear key provides; 0.354 kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) l soil weight; Equivalent depth of shear key; 4.476 feet [Maximum 15] Allowable passive pressure; 0.671 ksf [at bottom of footing] Allowable passive pressure; 0.746 ksf [at bottom of key] Shear key depth; 6.0`0 inches Shear key thickness; 12. U inches . d fi,00 inches Load factor MU 0.153 ft -kips 17 Reinforcing in key; #4 bars at 36 inches o/c AS 0.065 in'/ft Mn 1.74 ` ft -kips Job; 0 3 M Description; .Decker arage = 6ft a- I 1 ` General data; Wall construction; Concrete Configuration;, Cantilevered Lateral load type; soil pressure Backfill slope; No slope Allowable design stresses; Soil; Class of materials (CBC); 14 1• User defined; Allowable bearing pressure; 1.500 ksf. . PO.'250- 660 �;" ksf Allowable passive; 0.150 ksf/ft depth ksf Lateral sliding coefficient; 0.250 0f Soil weight; x,0,4,110, kcf Increase allowed for seismic/wind; 1,33Q z Applied?' No Concrete; Masonry; fc ksi fm1,.5®0 ksi Fy 60 lvjksi Fy 160 ksi Es 29®0000® psi Es2==900=000 psi m 28.235 Em 1125000 . OR.' Flexural n 25.78 50 Shear Unit weight 0;1`3:5, kcf Unit weight 50f.; kcf Ye P@ 1.000 . FS 24.00 ksi Wall data Cantilevered wall may use varying thickness segments Actual Cutoff for Cutoff calculations Segment; (ft) (ft) (ft) Segment wd, Actual t (in) Actual d(in) Max. d(in) 1 0.000 to 2.00 .1:50 0.113 6.oao 3.500 3.750 2 1.500 to 6300 6.00 0.338 6.000 3.000 3.750 3 0.000 to 0.00 0.00 0.000 0 0.000 0.000 Segment; 6*d2 M(ft-kips) 1 147.00 1.353 2 108.00 0.609 3 0.00 0.000 Input user defined wall thickness; 0:00 `' inches Override wall height for lateral sliding; 0.00 feet ❑ override? Loading . Wog Axial; 0000 kips/ft WLL Axial; kipslft , Equivalent fluid pressure (EFP); �."' ' .Q0;30� kcf Alternately, input overturning moment (M); O.OQO ft -kips ❑ Use manually input forces Input shear at base (V); kips/ft Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) Description to wall(ft) height(ft) X200®'' Vehicle 3'$000; A 0:505 feet Input surcharge height;0f,00:0` ' feet Summary of lateral loads acting on wall (Cantilevered wall); . w iat,,l at top of wall; 0.0152 k/ft W iat,'l at bottom of wall; 0.1952 k/ft W late,, at bottom of footing; 0.2252 k/ft Additional concentrated load at top of wall;0000a k/ft Load type; N/A • Min. EFP for cantilevered walls designed for restraint; .0 055 f ,; kcf w lateral at top of wall; (Restrained wall); 0.028 k/ft w lateral of bottom of wall; (Restrained wall); 0.358 k/ft Uniform lateral load; ksf Seismic/wind 0.0000° 4' Concrete stem design Load factor; 1.fi0-0 Segment 1 reinforcing; Factored design moment (M,); 2.164 ft -kips Max. allowable'd'; 3.750 inches d (in) As Vertical reinforcing; #4 bars at 16 _ inches o/c .500. 0.147 inzlft Horizontal reinforcing; #4 bars • at 1a3 inches o/c 0.181 inzlft Temperature and shrinkage reinforcing; Vert.,As min. 0.108 int/ft On 2.20 ft -kips Horiz. As min. 0.180 inz/ft Check if wall is overreinforced; Pb 0.018 0.75pb 0.013 Asmax. 0.561 in/ft Check shear at base of wall; V 0.631 kips/ft V, 1.009 kips/ft 3.570 kips/ft <02 x f60,5 x d x 12 > Check dowel embedment into footing; Dowel size: #4 bars Idh 12.000 inches < (0.02 * yie * X * fY) I ( f, 1-5 * db > < ACI 12.5.1 > Reduction factors: 0.700 < ACI 12.5.3a > 0.983 < ACI 12.5.3d > Icb 8.261 inches Ok! Segment 2 reinforcing; Factored design moment (M,); 0.974 ft -kips Max. allowable'd'; 3.750 inches d (in) AS Vertical reinforcing; ua bars ' atM,-.incheso/c inches o/c30 0 � 0.147 -.inlft .Horizontal reinforcing; , #4 bars at 0.181 inzlft Temperature and shrinkage reinforcing; Vert. AS min. 0.108 inzlft �M� 1.870 ft -kips Horiz. As min. 0.180 inzlft Segment 3 reinforcing; Factored design moment (Mu); Max. allowable'd'; 0.000 inches Vertical reinforcing; None at Horizontal reinforcing; None . at Temperature and shrinkage reinforcing; Vert. AS min. 0.000 inzlft Horiz. AS min. 0.000 inzlft 0.000 ft -kips d (in) AS inches o/c 0,00t): 0.000 . in/ft inches o/c 0.000 inzlft On 0.00 ft -kips U Check cantilevered walls to resist lateral forces when inadvertantly supported at top; O Applicable? M max. 0.884 ft -kips Factored design moment (M,,); 1.415 ft -kips M max occurs at; 3.42 feet Segment 2 Vertical reinforcing; AS 0.147 int d 3.00 inches �M, 1.870 ft -kips Override reinforcing and V dimension; ❑ Override? Vertical .None • at inches o/c AS 0.000 int/ft d 400 " inches Footing design; Input toe length; : 11=2 00 ., inches ❑ center wall on footing Toe length used 12.00 inches Arm Heel length; 22.00 inches Safety factor; 2.207 Total footing length (L); kips 40:00 ' inches Soil pressure; 1.465 ksf Footing depth; WLL 122'.00 inches Allowable; 1.500 ksf Min. footing depth for dowel embedment; 11.26 inches Segment 1 Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? vee Design overturning moment (OTM); 2.086 ft-kips/ft Ignore footing weight when calculating soil pressure? Yes Check stability and soil pressure; 1.5 Ok! feet [A/2-(M-OTM/ W] w Arm feet DLRM WDL 0.000 kips 1.250 feet 0.000 ft -kips WLL 0.500 kips 1.250 feet 0.625 ft -kips Segment 1 0.113. kips 1.250 feet 0.141 ft -kips Segment 2 0.338 kips 1,250 feet 0.422 ft -kips SegmBnt 3 0.000 kips 1.250 feet 0.000 ft -kips Soil 1.210 kips 2.417 feet 2.924 ft -kips Keyway 0.100 kips 2.833 feet 0.283 ft -kips Footing 0.500 kips 1.667 feet 0.833 ft -kips WoL 2.260 kips MDL min. 4.603 ft -kips WDL + WLL 2.760 kips MDL+MLL 5.228 ft -kips Check safety factor against overturning; MDL min./OTM 2.207 Eccentricity (e); 0.528 U6; 0.556 3.415 Resultant is within middle third of footing Maximum soil pressure; 'Minimum soil pressure; > 1.5 Ok! feet [A/2-(M-OTM/ W] feet feet [3'U2 -e] Allowed; 1.465 ksf 1.500 -0.109 ksf 1.500 ksf [ WtIIA + 6'Wtl'elA^2 ] ksf `,IV Footing reinforcement; Heel design; Vertical reinforcin s acro ; 16 inches o/c Heel length; 1.833 feet Reinforcing #a bars at 32'. inches o/c d; Elminches Load factor AS 0.074 in.`Ift Me 1.775 ft -kips 1(i` �Me 2.617 ft -kips Vu Heel 2.376 kips/ft �Ve 8.160 kipslft (Concrete strength only) Toe design; Toe length; 1.000 feet Reinforcing; .. #4 bars at 16 inches o/c d; �inches As '0.147 ins /ft Max. soil pressure; 1.465 ksf At face of wall; 1.036 ksf Load factor Me 1.058 ft -kips 16�� On 5.178 ft -kips V. Tae 2.001 kips/ft On 8.160 kips/ft (Concrete strength only) Longitudinal footing reinforcement; AS required = Area' .002 AS min. 0.960 in' 5 #4 bars • AS 0.980 int Lateral sliding; Rtopofwall 0.000 kips/ft Min. AS 0.000 in Rbaseofwall 0.841 kips/ft None ___L -j at 1;8 inches olc N/a Calculate WpL' friction coefficient; Lateral sliding resistance; 0.565 kips/ft For class 5 soils; Lateral sliding resistance 0.000. 0.000 kips/ft Limited to; 1..130 max (0.5'Wdl) Allowable lateral passive pressure 0.150 ksf/ft depth Consider footing for passive resistance? res • Lateral passive pressure provided; 0.075 kips/ft [Footing only] Net resistance provided by footing only; 0.640 kips/ft [Footing only] Concrete slab at base of wall ? No • Slab thickness; "4�70ORG,inches Width of slab; feet ❑ Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance; 0:640 kipslft Factor of safety; 0.761 No good! Shear key required! Shear key must provide additional; 0.622 kips lateral resistance Shear key provides; 0.650 kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key;. 6.164 feet [Maximum 161 Allowable passive pressure; 0.925 ksf [at bottom of footing] Allowable passive pressure; 1.025 ksf [at bottom of key] Shear key depth; ;- 8:00'x;: inches Shear key thickness; 1t O6 inches d 6:00 inches Load factor Mo 0.374 ft-kips.73^'; Reinforcing in key; #4 bars at 32 inches o/c AS 0.074 in`/ft M, 1.96 ft -kips Concrete; fc2 Job; 0,5-163'k ,k, Description; FY 60 ksi ES 29®00,®0® psi m 28.235 General data; U Flexural Unitweight Shear Wall construction; concrete T"0:1>50 kcf We Configuration; Cantilevered Lateral load type; Soil pressure Backfill slope; No slope Allowable design stresses; Soil; Class of materials (CBC); 14 User defined; Allowable bearing pressure; 1.500 ksf 1510 ksf Allowable passive; 0.150 ksflft depth, 0:250, ksf Lateral sliding coefficient; 0.250 . Soil weight; 0. 10 4 kcf Increase allowed for seismic/wind; 21.330 Applied? No Concrete; fc2 Y011'`k ksi FY 60 ksi ES 29®00,®0® psi m 28.235 n U Flexural Unitweight Shear Unit weight_ T"0:1>50 kcf We �� Masonry; fm 100 u ksi FY F 60 ksi ES REMEMBER psi Em 1125000 n 25.78 Unitweight kcf FS 24.00 ksi . . -Z.4� Wall data Cantilevered wall may use varying thickness segments Actual Cutoff for Cutoff calculations Segment; (ft) (ft) (ft) Segment wd, Actual t (in) Actual d(in) Max. d(in) 1 0.000 to 1.50 0.113 s.000 3.500' 3.750 2 1.500 to 7.00 « 7.00 0.413 6.000 3.000 3.750 3 0:000 to O.QOr 0.00 0.000 0 0.000 0.000 Segment; b*d2 M(ft-kips) 1 147.00 2:086 2 108.00 1.061 3 0.00 0.000 Input user defined wall thickness; a OQ r inches_ Override wall height for lateral sliding; feet . ❑ override? 0.OQ Loading - WpL Axial;0:®(411 kips/ft WLL Axial; `0500 kips/ft Equivalent fluid pressure (EFP); kcf Alternately, input overturning moment (M); Om000' ft -kips ❑ use manually input forces Input shear at base (V); kips/ft Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) Description to wall(ft) , height(ft) 2OOQ% Vehicle �3OQ�O 0.505 feet Input surcharge height; ° 0.000; feet Summary of lateral loads acting on wall (Cantilevered wall); W iate,l at top of wall; 0.0152 k/ft W iawai at bottom of wall; 0.2252 k/ft w iaL rai at bottom of footing; 0.2552 k/ft Additional concentrated load at top of wall; 0;000 k/ft Load type; N/A Min. EFP for cantilevered walls designed for restraint; ��, �0065kcf w.lateral at top of wall; (Restrained wall); 0:028 k/ft w lateral at bottom of wall;.(Restrained wall); 0.413 k/ft Uniform lateral load;O,OOQO,,-` ' ksf Seismic/wind Concrete stem design _ Load factor; Segment 1 reinforcing: Factored design moment (M,); 3.338 ft -kips Max. allowable'd'; 3.750 inches d (in) As Vertical reinforcing; #4 bars • at 1,© inches o/c 3.500:} 0.235 in21ft Horizontal reinforcing; #4 bars at . ' 13 inches olc 0.181 in21ft Temperature and shrinkage reinforcing; Vert. AS min. 0.108 ih2/ft �M, 3.41 ft -kips Horiz. As min. 0.180 in21ft Check if wall is overreinforced; Pb 0.018 0.75pb 0.013 Amax. 0.561. in'/ft Check shear at base of wall; V 0.841 kips/ft VU 1.346 kips/ft 3.570 kips/ft < x 2 x fco's x d x 12 > Check dowelembedment into footing; Dowel size: #4 bars Ian 12.000 inches < (0.02 * ye * X * fy) / (f, °-5) * db > < ACI 12.5.1 > Reduction -factors: 0.700 < ACI 12.5.3a > 0.978 < ACI 12.5.3d > Idh 8.219 inches Ok! Segment 2 reinforcing: Factored design moment (M,,);. 1.698 ft -kips Max. allowable'd'; 3.750 inches d (in) AS Vertical reinforcing; #4 bars at 10 inches olc3 000 0.235 in/ft Horizontal reinforcing; #4 bars at 13 inches o/c 0.181 in2/ft Temperature and shrinkage reinforcing; Vert. AS min. 0.108 in'/ft �M, 2.882 ft kips Horiz. AS min. 0.180 in2/ft Segment 3 reinforcing; Factored design moment (M,); 0.000 ft -kips Max. allowable'd'; 0.000 inches d (in) AS Vertical reinforcing; g None � at 12 inches o/c 0 0�. t' 0.000 in21ft. Horizontal reinforcing; None at . 12` inches o/c 0.000 in2/ft Temperature and shrinkage reinforcing; Vert. AS min. 0.000 in21ft �M� 0.00 ft -kips Horiz. AS min. 0.000 in'2/ft Check cantilevered walls to resist lateral forces when inadvertantly supported at top; 0 Applicable? M max. 1.377 ft -kips Factored design moment (Mu); 2.203 ft -kips M max occurs at; 3.99 feet Segment 2 Vertical reinforcing; AS 0.235 in' d 3.00 inches �M, 2.882 ft -kips Override reinforcing and V dimension; ❑ override? Vertical None • at inches o/c AS 0.000 in21ft d 4.90 inches Z 10 Footing design; Input toe length; ; �' 16A0 Inches ElCenter wall on footing Toe length used 16.00 inches Heel length; 26.00 inches Safety factor; 2.409 Total footing length (L); 4'800 inches Soil pressure; 1.363 ksf Footing depth; ; �inches Allowable; 1.500 ksf Min, footing depth for dowel embedment; 11.22 inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? Yes Design overturning moment (OTM); 3.045 ft-kips/ft Ignore footing weight when calculating soil pressure? Yes • Check stability and soil pressure; w Arm DLRM. WDL 0.000 kips 1.583 feet 0.000 ft -kips AL 0.500 kips 1.583 feet 0.792 ft -kips Segment 1 0.113 kips 1.583 feet 0.17.8 ft -kips Segment 2 0.413 kips 1.583 feet 0.653 ft -kips Segment 3 0.000 kips 1.583 feet. 0.000 ft -kips Soil 1.668 kips 2.917. feet 4.866 ft -kips Keyway 0.125 kips 3.500 feet 0.438 ft -kips. Footing 0.600 kips 2.000 feet 1.200 ft -kips. WDL 2.918. kips MDL min.. 7.335 ft -kips WDL+WLL 3.418 kips MDL+MLL 8.126 ft -kips Check safety factor against overturning; MDL min./OTM 2.409 > 1.5 . Oki Eccentricity (e); 0.513 feet [A/2-(M-OTM/ q U6; 0.667 feet L'; 4.460 feet [3*U2-e) Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.363 ksf 1.500 ksf [ WtIIA + 6*Wtl*elA^2 ) Minimum soil pressure; 0.046 ksf 1.500 ksf Footing reinforcement; Heel design; Vertical reinforcin sacro ; 10 inches o/c Heel length; 2.167 feet Reinforcing #a bars at `.. `20 inches o/c d; 8800 .. inches Load factor AS 0.118 in`/ft . M� 2.892 ft -kips �M, 4,160 ft -kips Vu Heel 3.189 kipsift 8.160 kipsift (Concrete strength only) Toe design; Toe length; 1.333 feet Reinforcing; #4 bars at 10 inches o/c d; 8 00 inches As 0.235 in`/ft Max. soil pressure; 1.363 ksf At face of wall; 0.955 ksf Load factor Mu 1.745 ft-kips16� ` �M, 8.174 ft -kips Vu Toe 2.473 kips/ft �V, 8.160 kips/ft (Concrete strength only) Longitudinal footing reinforcement; AS required = Area *.002 AS min. 1.152 int �; , 6r. #a bars • AS 1,176 int Lateral sliding; Rwpofwall 0.000 kips/ft Min. As 0.000 in` Rbase of wall 1.081 kips/ft None at y1�8,- inches olc , Nla Calculate WDL " friction coefficient; Lateral sliding resistance; 0.730 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 1.459 max (0.5'Wdl) Allowable lateral passive pressure 0.150 ksf/ft depth Consider footing for passive resistance? res • Lateral passive pressure provided; 0.075 kips/ft [Footing only] Net resistance provided by footing only; 0.805 kipslft [Footing only] Concrete slab at base of wall ? No • Slab thickness; 4,000 0 inches Width of slab; WO feet ❑ Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance; 0.805 kipslft Factor of safety; 0.744 No good! Shear key required! Shear key must provide additional; 0.817 kips lateral resistance Shear key provides; 0.881 kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) I soil weight; Equivalent depth of shear key; 6.633 feet [Maximum 15] Allowable passive pressure; 0.995 ksf [at bottom of footing] Allowable passive pressure; 1,120 ksf [at bottom of key] Shear key depth; 10:00 inches Shear key thickness; 12;00 ' inches d 6;00 inches Load factor MU 0.636- ft -kips Reinforcing in key; #4 bars at 20 inches o/c AS 0.118 in'/ft Mn 3.10 ft -kips California Department of Forestry and Fire Protection Butte County Fire Department Fire Safe Requirements Permit# (:�' - ZOZ� D Under authority of Public Resources Code Section 4290 and 4291, Butte County Improvement standards , and the California Building Code, the following checked items are required by CDFButte County Fire Department and made part of this permit. These requirements are minimums and may be superseded by Butte County local regulations, which exceed these standards. Butte County Building Inspectors will make the compliance inspections. 1272.00 Maintenance of Defensible Snace Measures [X] To ensure continued maintenance of properties in conformance with these standards and measures and to assure continued availability, access, and utilization of the defensible space provided for these standards during a wildfire, provisions for annual maintenance shall be included in the development plans and/or shall be provided as a condition of the permit, parcel or map approval. Public Resources Code 4291 T information will be provided. 1 1273.10 Driveways [X] (a) All new driveway construction or an extension of an existing driveway shall comply with Public Resources Code 4290 roadway requirements. [X] (b) All driveways shall provide a minimum 10 foot traffic lane and unobstructed vertical clearance of 15 E feet along its entire length. [X] . (c) Driveways exceeding 150 feet in length, but less than 800 feet in length, shall provide a turnout near the midpoint of the driveway. Where the driveway exceeds 800 feet, turnouts shall be provided no more than 400 feet apart. [X] (d) A turnaround shall be provided to all building sites on driveways over 300 feet in length, and shall be within 50 feet of the building. 1273.02 Roadway Surface [X] The surface shall provide unobstructed access to conventional drive vehicles, including sedans and fire engines. Surfaces should be established in conformance with local ordinances, and be capable of supporting a 40,000 pound load. 4" of class 2 aggregate base shall be required for all driveways, turnouts, and j T turnarounds. U 1273.03 Roadway Grades T [X] The grade for all driveways shall not exceed 15 percent. Grades above 15% shall have 4" of class 2 1 aggregate base and 2" of asphalt concrete. No driveways allowed in excess of 20%. R 1273.04 Roadway Radius [X] (a) No roadway shall have a horizontal inside radius of curvature of less than 50 feet and additional surface width of 4 feet shall be added to curves of 50-100 feet radius; 2 feet to those from 100-200 feet. [X] (b) The length of vertical curves in roadways, exclusive of gutters, ditches, and drainage structures designed to hold or divert water, shall be not less than 100 feet. 1273.05 Roadway Turnarounds [X] Turnarounds are required on driveways and dead-end roads as specified in this article. The minimum turning radius for a turnaround shall be 40 feet from the center line of the road. If a hammerhead -T is used, the top of the "T" shall be a minimum of 60 feet in length. 1273.06 Roadway Turnouts N [X] Turnouts shall be a minimum of 10 feet wide and 30 feet long with a minimum 25 foot taper on each end. T Revised 07/25/06 1 1 S 1273.07 Roadway Structures I [X] (a) All driveway, road, street, and private lane roadway structures (Bridges, culverts, and other appurtenant structures which supplement the roadway bed.or shoulders) shall be constructed to carry at least the maximum load and provide the minimum vertical clearance as required by Vehicle Code Sections 35550, 35750 and 35250. [X] (b) Appropriate signing, including but not limited to weight or vertical clearance limitations, one-way road or single lane conditions, shall reflect the capability of each bridge. [XJ (c) A bridge with only one traffic lane may be authorized by the local jurisdiction; however, it shall provide for unobstructed visibility from one end to the other and turnouts at both ends. All bridges must be certified by a registered Civil Engineer. 1273.11 Gate Entrance [X] (a) Gate entrances shall be at least two feet wider on both ends then the width of the traffic lane(s) serving that gate. [X] (b) All gates providing access from a road to a driveway shall be located at least 30 feet from the roadway and shall open to allow a vehicle to stop without obstructing traffic on that road. [X] (c) Where a one-way road with a single traffic lane provides access to a gated entrance; a 40 foot turning radius shall be used. 1274.08 Addresses for Buildings [X] All buildings shall be issued an address by the local jurisdiction which conforms to that jurisdiction's overall address.system. Accessory buildings will not be required to have a separate address; however, each dwelling unit within a building shall be separately identified. 1274.09 Size of Letters, Numbers and Symbols for Addresses [X] Size of letters, numbers and symbols for addresses shall be a minimum 3" letter height, 3/8" stroke, reflectorized, contrasting with the background color of the sign. 1274.10 Installation, Location and Visibility of Addresses [X] (a) All buildings shall have a permanently posted address, which shall be placed at each driveway entrance and visible from both directions of travel along the road. In all cases, the address shall be posted at the beginning of construction and shall be maintained thereafter, and the address shall be visible and legible from the road on which the address is located. [X] (b) Address signs along one-way roads shall be visible from both the intended direction of travel and the opposite direction. [X] (c) Where multiple addresses are required at a single driveway, they shall be mounted on a single post. [X] (d) Where a roadway provides access solely to a single commercial or industrial business, the address sign shall be placed at the nearest road intersection providing access to that site. 1276.01 Setback for Structure Defensible Space [ J (a) All parcels 1 acre and larger shall provide a minimum 30 foot setback for buildings and accessory buildings from all property lines and/or the center of the road. [ ] Your parcel is larger then 1 acre but your required minimum setback for buildings and accessory buildings is less then 30 feet from all property lines and/or the center of the road. You are required to meet the same practical effects requirements listed on page three. [ ] (b) For parcels less than 1 acre, the local jurisdiction shall provide for the same practical effect. See page three for same practical effect requirements. I -N Your parcel is less then 1 acre and your buildings and accessory buildings meet the 30 foot setback requirements from all property lines and/or the center of the road. Revised 0725/06 2 Same Practical Effect for Buildings less then 30 feet from property line: [ ] If the Building Setback is less then 30 Feet from all property lines and/or the center of the road, the following shall be required; • Class A roof • Fully enclosed eaves on entire structure (December 5, 2005, per 2001 California Building Code 704A.2.3, fully enclosed eaves are required on all structures in any fire hazard severity zone within State Responsibility Areas, regardless of setback distance from the property line or center of roadway) • Fire rated metal doors on side toward property line with insufficient setback • Siding on entire structure from the following list: (a) Stucco -3 coat (b) Non combustible Hardi-Board, Plank or similar siding (c) Masonry (d) Metal (e) Other Butte County Fire Department approved materials 1276.02 Disposal of Flammable Vegetation and Fuels [X] Disposal, including chipping, burning or removal to a landfill site approved by the local jurisdiction, of flammable vegetation and fuels caused by site development and construction, road and driveway construction, and fuel modification shall be completed prior to completion of road construction or final inspection of a building permit. Other Requirements Butte County Improvement Standards Installation of Residential Fire Sprinklers [X] If your property was part of a parcel split after January 1, 1991, you are required to install residential fire sprinklers. It is your responsibility to inspect the official parcel map to confirm if sprinklers are required. 2001 California Building Code, December 5, 2006 704A.1 Roofing. 704A.1.1 General [X] Roofs shall comply with the requirements of Chapter 7A and Chapter 15. Roofs shall have a roofing assembly installed in accordance with its listing and the manufacturer's installation instructions. 704A.1.2 Roof coverings [X] Where the roof profile allows a space between the roof and roof decking, the spaces shall be constructed to prevent the intrusion of flames and embers, be fire stopped with approved materials or have one layer of No. 72 ASTM cap sheet installed over the combustible decking. 704A.1.3 Roof valleys [X] When provided, valley flashings shall be not less than 0.016 -inch (0.41mm) (No. 28 galvanized sheet gage) corrosion -resistant metal installed over a minimum 36 inches (914 mm) wide underlayment consisting of one layer of No. 72 ASTM cap sheet running the full length of the valley. 704A.1.4 Roof gutters [X] Noncombustible screens on gutters. Roof gutter shall be provided with the means to prevent the accumulation of leaves and debris in the gutter. 704A.2 Attic Ventilation. 704A.2.1 General [X] When required by Chapter 15, roof and attic vents shall resist the intrusion of flame and embers into the attic area of the structure, or shall be protected by corrosion resistant, noncombustible wire mesh with '/< inch (6mm) openings or its equivalent. Revised 07/25/06 3 704A.2.2 Eave or cornice vents. [X] Vents shall not be installed in eaves and cornices. EXCEPTION: Eave and cornice vents may be used provided they resist the intrusion of flame and burning embers into the attic area of the structure. 704A.2.3 Eave Protection. [X] Fully enclosed noncombustible eaves on entire structure. Eaves and soffits shall meet the requirements of SFM 12-7A-3 or shall be protected by ignition -resistant materials or non combustible construction on the exposed underside. All of the Butte County Fire Department requirements are posted on our website at http://buttefire.orgfFireprevention/protplan/protplan.htmI AUG 2 3 2006 Date Revised 07/25/06 4 Darren Read Fire Protection Planning Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7541 Telephone (530) 538-2140 Facsimile www.buttecounty.net/dds PLAN CHANGE P RECHECK ❑ Owner's Name:�� o BP#: Off— '—CD3 Date: Z-- o&V'b Contact Person & Phone Number: AP#: 04®a 3 O Received By: . Time: �>)g- a560 PURPOSE OF PLAN CHANGE OR RECHECK ❑ Response to Inspector's Correction Notice — Inspector's Name: ❑ Response to Plan Check Letter — Plans Examiner's Name: *Submit two (2) drawings reflecting the plan change or recheck for plan review. If engineering is involved, the engineer or architect must put his requirements on these drawings and wet stamp and sign two sets of engineered drawings. Drawings must clearly show changes proposed and locations involved. Call _ ❑ Deliver WHEN APPROVED: ith.Next Inspection ( for 8 1/2 X 11 only) and hold for pick-up. Minimum plan change fee to be collected at time of submission, plans examiner will determine if a ditional plan checking fees are needed: Minimum $109.98 paid. Receipt #: ❑ Additional Fee Amount: • Revised 12/06 BUTTE COUNTY OCT 2 3 2007 v_T 07 Butte County Department of Development Services NT ° ° Building Division °° 0 7 County Center Drive cOUNty Oroville, CA 95965 (530) 538-7541 REFUND REQUEST APPLICATION REFUND POLICY - Butte County Code 3-41(t) 1. Refunds can only be made un_w itte .request by..thsepers_on,wffho paid the fees, whose name is on t _ e ceceip.t issued for th_e:fe.es paid�Any refund checks will be made payable to the name on the receipt. 2. The request must be made within two years from the date of fee payments on permits not issued, and two years from the date of permit issuance for permits issued -if no construction work has been done. 3. Filing fees and plan check fees for work plans checked are not refundable. 4. Fees paid to other County Departments are not covered by this claim. INSTRUCTIONS: Submit this application to Development Services for determination of refundable fees. A claim will be generated for any fees to be refunded and sent to the ,�b_elom f 'gnature (by the person whose name is on the receipt` and return vir CLAIMANT'S NA>P-�-�'gD a/A' IE Our POW ��( u ) , MAILING ADDR SS: p L PHONE: ASSESSOR'S PARCEL NO.: [Please use one claim form per permit.] BLDG PERMIT NO.: - !A WOTS RECEIPT NO.: Receipt No. 1 Receipt No. 2 Receipt No. 3 1����_ �Ip �� - - - - - - QO Q _/ �O ICD_ 00 - I RECEIPT DATE: �o�� �Li 1IZO�laEn RECEIPT AMOUNT: REASON FOR REFUND REQUEST: CO K4rkoc r log 6 8,406e t a ZA c% of �ev96S .4 r Mle-r rlo&4e , Check those fees which you wish to have considered for refund: []Building Permit Fees =Sheriff Fees =SRA Fees (CDF Fire Planning) =Other (specify): Plans for cancelled permits will be disposed of within 10 working days upon submission of a Request for Refund. If you want the plans, you may ick them up prior to that time. Signature K:/Forms/Refund App ation 082203 Lia s Receipt Number: B346 Permit Number: 06-2025 APN:062-300-079 BUTTE COUNTY RECEIPT 7 County Center Drive Oroville, CA 95965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Paid By: CALIFORNIA BUILDERS Fee Description Date Paid: 10/2/2006 Received By: KCG Pay Method: Check 2055 Account Number Printed: 10/24/2007 10:42 am Fee Amount Garage - Wood Frame 0010-440001-4210500-1010 $329.94 SMIP - Residential 1001-0-280-1011298 $0.82 Total Fees Paid: $330.76 Receipt Number: B346 Permit Number: 06-2025 APN:062-300-079 BUTTE COUNTY RECEIPT 7 County Center Drive Oroville, CA 95965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Paid By: CALIFORNIA BUILDERS Date Paid: 10/2/2006 Received By: KCG Pay Method: Check 2055 Printed: 10/24/2007 10:42 am Fee Description Account Number Fee Amount Garage - Wood Frame 0010-440001-4210500-1010 $329.94 SMIP - Residential 1001-0-280-1011298 $0.82 Total Fees Paid: $330.76 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: 121 MEADOW LANE DR Owner: Permit N0: 06-2025 APN: 062-300-079 Howard & Cathy Decker. Issued Date: 10/02/2006 By KCG Permit type: MISCELLANEOUS 405 Cumberland Dr. Subtype: GARAGE(DET) Tracy, ca 95376 Expiration Date: 10/02/2007 Description: GARAGE(DET) Occupancy: Zoning: Contractor Applicant: Square Footage: CALIFORNIA BUILDERS CALIFORNIA BUILDERS Building Garage Remdl/Addn 13459 Centerville Rd 13459 Centerville Rd 342 Chico, ca 95928 Chico, ca 95928 Other Porch/Patio Total (530)894-8960 (530)894-8960 342 FEE INFORMATION Fund 10 BLDG $329.94 Garage - Wood Frame $329.94 SMIP - Residential $0.82 SRA Fees $95.00 Total Charged: $755.70 Fees Paid: $755.70 Balance Due: $0.00 Receipt No: B346 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 CALIFORNIA BUILDERS / / _1 �`� ZJ 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 YHQEBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 com cing ilh Section 70 ' n 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) n full ce a 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 10/02/2006 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 Contractors License Law does not apply to an owner of the property, who builds or improves thereon, and who does I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: the work himself or herself or through his or her own employees, provided that such improvements ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by ❑ ❑ 1, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED 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 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 for one hundred dollars ($100) or less.) ❑ I AM EXEMPT under Section B. 8 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' pensation laws of California, and agree that if I should become subject to the workers'X 10/02/2006 com ensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those Owners Signature Date provi o X 10/02/2006 I hereby certify that I have read this application and state that the above information is correct. I agree Sign re Date to comply with all City and County ordinances, rules, regulations, and State laws relating to building WARNING: FAILURE TO SECUR WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, WARNING: FAILURE TO SEC4URWORKERS'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 allclaims,o and liability for personal AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE injury, inGuding death, and property damage caused by, arising outt oof, or in any way connected with HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. lCounty to enter the above mentioned property for inspection purposes. I hereby certify that I am the or am authorized to act on the property owners behalf. 10/02/2006 CONSTRUCTION LENDING AGENCY 1 HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for ittee [SIGN] Print Date the performance of the work for which this permit is issued. (3097 civ. code) Owner ontractor OR; ElAgent for Owner Agent for Contractor FILE COPY Lender's Address City State Zip -- BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICA TION Website: www.buffecounty.net/dds "PLEASE PRINT CLEARLY" OWNER INFORMATION Last NamFirst Name Address City State Zip Phone Fax E-mail APPLICANT INFORMATION CONTRACTOR Name City Address' n, Address Fax City Cy Zi –7 State Zipr�a� Phone Fax E-mail Lot# Lic. #764 3 q Class I APPLICANT INFORMATION ARCHITECT/ENGINEER Name City Address' Zip CityG �• Fax State( Zi –7 Phone Type Const. Fax E-mail Map Book State License Number APPLICANT INFORMATION Name Address City State Zip Phone Fax E-mail APPLICANT SIGNATURE X For office use only: AP# ;�— 00- 0^7 Zoning C' Flood Zone SRA I Yes I No Occ. Type Const. Subdivision Name Address Map Book Page Lot# Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS K:\FORMS\BUILDING FORMS\B1dgApp1SubRgmts.doc PERMIT NO. BPcW BIN #�e / PROJECT LOCATION AP# ;�— 00- 0^7 Property Address (�L , C' Cr ss S reet 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 escription or Scope of Work: 62?L,Q 6W 7-0 k0_Q_-Q— Sq FT- Living Gara e Open Cov ❑ Structure Built without Permits ❑' Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit 'and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received ffv: XI54� Amount: oa-` • Bldg SRA Receipt M q. (oo� Sheriff SMIP Date: 0 tj Other 4AYq Total Page 1 of 2 � � g;14 REV 8-12-05 SUBMITTAL & PERMIT REQUIREMENTS. The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 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. ❑ 11.: IT Legal description from current recorded grant deed, ❑ Copy of M.H. Title, Title transfer, or MCO. ❑ 12. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, please contact a Permit Assistant at (530) 538-7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be.made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMS\BUILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 8-12-05 COUNTY" OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVIS I SIV 7 County Center Drive, Oroville, CA .95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: ���� ASSESSOR PARCEL NUMBER O(OP Proposed Building Use: Permit Technician: Date: 3 U Items required in order to doply fora ermit. All boxes MUST be checked OR marked NA in order to apply. CC 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. ti 3. Engineered. plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4. Engineered truss details and layouts in duplicate. No faxesl ❑ 5. Letter from Engineer or Architect for truss design review. ❑ 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. C1 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or fid 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. Cl 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Hazardous Material Form O 12. Acknowledgement of building permit application without required clearances. ❑ 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) _35: 14. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable ❑ 15. Fire Sprinklers............................................................................................ ❑ 16, Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 17. Soils Report and/or Engineered Foundation required ........................................... ��'Vees rosion Control Plan Required....................................................................... asshown on the attached Schedule of Fees Due Sheet .............................. ity of Chico Plumbing permit........................................................................ ❑ 21. Site plan and business license approval from the CiV Biggs .......... ...... .. 22. California Department of Forestry plan approval aid. Sent by2. 2- 23. Planning approval for (A) Use: JOL (B) Parking: (C) Parcel Check: ...... 14 I �''1 /b ❑ 24. Contact Land Development about _ Improvements, _ Drainage ........................ W6 ❑ 25. Fire Marshall Review (commercial projects only). Sent by: ...................... ��- 26. NPDES Form............................................................................................. ❑ 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... ❑ .29. Worker's Compensation Carrier and Policy Number .......................................... ❑ 30. Owner -Builder Verification (_ Given to owner, _Mailed to owner) ..................... ❑ 31. Letter of Signature authorization.................................................................... ❑ 32. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 33. Existing violations and/or expired permits......................................................... ❑ 34. Deed Restriction..................................................•....................................... ❑ 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ......................... ❑ 36. Other: ❑ 37. Other: - When issued Telephone T "-' and hold for pickup. I have bd-e'ri`i formed of the above items and requirements for obtaining a building permit. Applica t:lun \�,� S Date: 1. Index fAt applic hon or :9 ov items numbered: Plan Check Letter 2. Additional items required Mn ra o esigner, owner, was advised of the above data by phone, ❑ mail, ❑ counter, by ' Date: - Mo ra or, designer, owje'j';,� was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, desig o advised of the abo a dat ❑ phone, ❑ mail, ❑ e Date: Plans reviewed b? Date: �' Plans approved by. Date: Structural review Date: Structural approve Date: Note transfer by: Date: Yellow: Building Division K/Building/Plan Check/Data Sheets/data sheet page 2 9.27.05 .H. Plot Plan Attadied - Floor Plan Attadied Sent to BDIDS TO: Building Division = Development Services FROM: Environmental Health SUBJECT: Sanitation Clearance 4,6 aeL), 0 o - o71 Owner Location AP# Plan Approved for: Sewage Disposal: v'� ()Nater Supply: Public Private Well Clearance for dwelling. Other Hold final for: Final clearance O.K. for: Building Clearance 9/2005 BUTTE.COUKTY DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 www.buttecounty.net/dds PHONE (530) 538-7541 FAX 538-2140 RECEIPT OF FEES SCHEDULE - RESIDENTIAL Owner DECKER APN No: 062-300-079 Application Date 8/23/2006 Permit No: BP 06-2025 RECEIPT DATE Tech/Asst 1 BUILDING PERMIT FEES ESTIMATED AT APPLICATION $549.90 329.94 Plan Check portion of Permit Fee $219.96 2 FEMA Res Flood Elevation Review $109.98 0 O 3 SRA Yes Fire Plan Check - Non -Refundable $95.00 $95.00 '3 I� (State Responsibility Area) Building Inspection $109.98 $109.98 NON-REFUNDABLE portion of fees due at application $314.96 DATE Tech/Asst FEES DUE AND PAYABLE AT TIME OF PERMIT APPLICATION $424.94 4 SMIP* - Strong Motion Instrumentation Program (Enter amount from permit system) $0.82-2- t 5 Additional Plan Check Fees (NON-REFUNDABLE) 6 Other*: 6a Other*: FEES (BELOW) DUE PRIOR TO ISSUANCE OF PERMIT 7 IMPACT FEES - RESIDENTIAL* IPer Dwelling I Per Dwelling Per Dwelling Aoolications After 2/14/05 1 SFD I,: MFD ,c MH $ 9 9a 10 10a County 4096.871 3071.141 3117.43 RECEIPT DATE Tech/Asst RECEIPT DATE Tech/Asst Chico Urban Area 1 5372.091 3995.451 4889.56 EI Medio Fire District 1 3128.311 2297.771 2326.36 North Chico Specific Plan A SR -1, SR -3, SR-1/PD 7938.531 6757.081 7633.49 R-1 8031.53 6850.08 7726.49 'L° R-2 7541.53 6360.08 7236.49 R-3 6780.53 5599.08 6475.49 Processing Fee is automatically added to impact fee total 0 $100.00 WATER TENDER FEE (Not collected when Impact Fees Applicable) Enter Bat.# $200.00 DRAINAGE FEES* CHICO STORM DRAINAGE MASTER PLAN 770 Butte Creek $7,736 771 Comanche Creek $8,069 New construction, vacant land, on 1 acre or less - Enter 1 or less acre value 772 Little Chico Creek $8,792 773 Big Chico Creek $6,596 774 Lindo Channel $8,139 775 SUDAD Ditch $6,975 776 Mud -Sycamore Creek $6,070 777 PV Ditch $8,603 More than 1 acre, existing buildings - fees to be assessed by Public Works Fee Determination Sheet Needed - Enter amount determined by PW THERMALITO DRAINAGE AREA 1 $652 Maximum Per each new living unit on existing lots where full drainage fees have not been paid Temporary Dwelling 1 $130 At time of building permit $130 annual renewal fee for first 4 renewals. Not to exceed $652. PROOF OF PAYMENT OF FEES (BELOW) MUST BE RECEIVED PRIOR TO ISSUANCE OF PERMIT. Forms will be prepared after plan check is completed for applicant to take to respective district office. 11 SCHOOL DISTRICT FEES" 11a RECREATION DISTRICT FEES" Paradise High 093 I Durham 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:�j,.Date: S, 7"965)Pursuant to Govern men code a to are hereby notified those Items followed by an ""may have been imposed on—your—project. You have 90 days from the date of approval of the porject or f5drn the impostion of the above referenced items during which you may protest. The requirements for a protest are specified in Goverment Code Section 660910(a). K:/Building/Forms/Schedule of Receipt Fees Residential 1105 A -%61GU� kiQCIc wOP�5 Department of Public Works J. Michael Crump, Director 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 ACRE1 Project Description: Project Location and/or Parcel Number: By signing below, I, the project owner/owner's agent, certify that this project WILL NOT DISTURB I acre or more of land and that L therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. Signed: Title: / 15 \ \�/S, REPLAC�ENT t \�� 6S 15 � \ AREA \ \ �l - LEACH FIELD. INSTALL \ \ �9��. PER BUTTE COUNTY I \ STANDARDS \ �0 % i E�1500 GAL x\ / SEPTIC TANK / S ,90 , ?o .45 ACRES �922a x'37. s � / p,9 { / `% (N) 2 -BEDROOM RESIDENCE 0 jA` PLANNING DIVISION - BUILDING PLAN APPROVAL Use• Date: 6G Use*- Partcing: _ __ Landscaping: Other. Signature: SITE PLAN SCALE: 1"=20'-0" P U U N M 0 0 aD CN ►'I Cv U Lu Q C O • �61 Cv Date: II -2005 Drawn: GC Job no.: 05-163 Sheet: 1� of: 0 0 N ENVIRONMENTAL HEALTI•r JUN 2 9 2006 7 COUNTY CENTER DRIVE ., �,K....,.«�.�.w..„.:-.-..� '�;-., •_-""'."-..•..,�: may. �,,..,�.-�-a:,..-a^^��.:-..wa.�..'-, ..n.,..�..� — +'ter«w--au..,,+,rs..aa.,,..st -- .:x,=-smc,,:--.....,„..._ __ --- -. _. i �z i5' \ \REPLA AREA GENT 41 120 LEACH FIELD, INSTALL \ \ \ / PER BUTTE COUNTY \ \ \ STANDARDS \ \ / i \ f�-1500 GAL x�/ SEPTIC TANK AS ACRES S/ gPPFOVED 7q -2922N \ ?n` p+ / Butte County x=37./6'neltalH atth 99e 'ice ata <,, \ (N) 2 -BEDROOM 3oys RESIDENCE / s ROVAL PLANNING DIVISION - BUILDING PIAN APP Use'rt�'"'—. �G Date: OG Parking: Landscaping: Other: $. Signature: SITE PLAN Revisions: Plot date: 6/16/2006 Q N z 0 m Z E-Q N0)p Qi 0 0J Q( �J LO N m v@ Q U LL a pp^^ a u�1 � a m W +n _m Ld QLO (f)0) w U 0 � o O = OX U SED ARCy� HAWj�iylF�� * No. C 18693 REN Q �qc� Ar CA1.\F��\ ca C O U U� O C.) U U c E Cf) O � y m GV O 3 � 7D Z Dcate: II -2005 Drawn: GC Job no.: 05-163 A F 41442 ' FURR -- co PLASTIC LAMINATE N TOP, EDGE & SPLASH } 00 FALI FRONTS SINK 1 w run 0 . 0 0 0 0 .o r DW i I 5 ? •�-0 815 2 —0 I 10'-3Yb" f L l I-- AREAS ' - Homestore DOOR SCHED MRGR'S. NO. MARK FEET SIZE - (3) 2050 DESCRIPTION . 1 3'-0" X 6'-8" X 1 3/4" EXT., METAL CLAD, PEACHTREE "AVANTI" NO. A600 ENTRY DOOR UNIT 2 8'-0" X 6'-8" X 1 3/4" EXT., METAL CLAD, PEACHTREE "PRADO" 3 PANEL PATIO DOOR UNIT 3 2'-8" X 6'-8" X 1 3/4" EXT., METH_ CLAD, PEACHTREE "AVANTI" NO. A31D ENTRY DOOR UNIT 4 3'-0" X 6'-8" X 1 3/4"• EXT., METAL CLAD, PEACHTREE "AVANT}" NO. A300 ENTRY DOOR UNIT 5 2'-6" X 6'-8" X 1 3/8" INT., WOOD, FLUSH HOLLOW CORE 6 2'-0" X W-8" X 1 3/8" INT., WOOD, FLUSH HOLLOW CORE 7 V-0" X W-8" X 1 3/8" INT., WOOD, FLUSH HOLLOW CORE, BIFOLD I 4 I o•.. N O ES:. o AREAS WINDOXW"IT - Homestore SCHEDULE MARK MRGR'S. NO. ROUGH OPNG.SI E FEET DESCRIPTION :4 (3) 2050 72 1/2" X 61" SINGLE HUNG ALUMINUM W/ INSUL GLASS & DIAMOND GRILLES B PR 2050 48 1/2" X. 61" SINGLE HUNG ALUMINUM W/ INSUL GLASS & DIAMOND GRILLES. C 3034 32 1/2" X 41•" SINGLE HUNG AE)MINUM W/ INSUL. GLASS & DIAMOND GRILLES D 2'-8" X 1'-8" 32 1/2" X 21" FIXED STAINED GLASS ' E 1'-8" X 1'-8" 20 1/2" X 21" FIXED STAINED GLASS F PR 2660 -60 112" X 73" SINGLE HUNG ALUMINUM W/ INSUL. GLASS & DIAMOND GRILLES No s: AREAS LMIRROR M CULTURED MARBLE TOP,, EDGE & LAVATORY - Homestore DECKER TOTAL HEATED AREA 1014 SQUARE FEET STORAGE 30 SQUARE FEET PORCHES 83 SQUARE FEET TOTAL AREA UNDER ROOF 1097 SQUARE FEET ,GENERAL NOTES 1. EXTERIOR STUDS OF HEATED AREA ARE 2" X 6" O 16' O.C. 2. INTERIOR- STUDS OF HEATED AREA ARE 2" X 4" 0 16" O.C. 3. INSTALL A SILL SEALER, EQUAL TO "POLY -CEL ONE" UNDER EXTERIOR SILLS OF HEATED AREA. 4. INSTALL 6" FIBERGLASS BATT INSULATION (FRICTION FIT, R-11) IN EXTERIOR STUDS OF HEATED AREA. 5. INSTALL 12" FIBERGLASS BATT INSULATION (FRICTION FIT, R-38) IN CEILINGS OF HEATED AREA. 6. CAULK AROUND DOORS, WINDOWS, AND ALL OTHER PENETRATIONS OF EXTERIOR WALLS OF HEATED AREA. 7. INSTALL ATTIC COOLING FANS ON ROOF - SEE BUILDING ELEVATIONS FOR LOCATION. L -= FURR LMIRROR M CULTURED MARBLE TOP,, EDGE & LAVATORY - Homestore DECKER to 1 PRpJE NUMBER CT � L—=J 0 I �•-.-' •`t FURR 1 0 0 . 1 . - Homestore DECKER to 1 PRpJE NUMBER CT � 2604-069 \ 1-888-266-z3439 Fax 651402-5050 I �•-.-' IDRAWERS ' ' i•- 2 -662 83'� 1 -5-Y4 2 -6 4' II II VV 3'-11 W Qp 33'-9" 21_0" 30'-0" 1s-9" 10'-0" 11 •-0" 9'—O" I5'-0" 5'-0" 2'-0" 3'-6" 3'-6'•' 2'-0" 1'-8" IBEAM BELOW"CEILING • I HOS C (2) 2" X 12 FURR BIB � _ . I . � . TO COLUMN WIDTH . 151 2 04 /00" F1 lSINK D•yy, - PORCH 2 - — 1 t OD COLUMN DISPOSERI 0 KITCHEN I I DINING -VENT HOOD ! RANGE F l \ k2y 6 I \ to I ATTIC iI V�CCES 1 R O ------------------------ r .--..--.----_._-----•----•— —r o l I i 6ccl O • FLUSH HEARTH 1 I SEE SPECIFICATIONS FOR�— t. MANTEL & PRE—FAB "TEMCO" I t FIREPLACE W/1 FLUSH HEARTH- I 1 -� 2'-9" METAL FIREPLACE •—I LIVING i MASTER SUITE 116'-0" 1 am 14'-0" m VAULT CEILING (FLAT CElll' rn A 5'-6" A I I a- M iM 1 SPREAD STUDS FLAT STUDS I I R HALLI t 1 z `� o �` 1 1 I PORCH 1I s N O 3 1 N H• SE N I II I 3'-9" 3'-9" 2'-6" I o . a MC MODIFIED BY NAME - Homestore DECKER WOOD COLUMNS PRpJE NUMBER CT � 2604-069 \ 1-888-266-z3439 Fax 651402-5050 I �•-.-' — . I i � 1 I rn e o � -I I f o 1 r I 4 I o f BEDROOM NO. 2 I r l o ( r I CV a Q r- I •J--- % `-' 1 � t •2 4 10:-0" 1f-0" 1 � 8'-0" I T-`-0" 1 1 30'-0" 1 1 33'-9" •- 1 MODIFIED BY NAME - Homestore DECKER D e s i g n., S e r v i c e -s PRpJE NUMBER CT 213 East 4th Street St. Paul, MN 55101 2604-069 \ 1-888-266-z3439 Fax 651402-5050 I -;� i® a ,. N 0 11! � 2'-7W r '011i - U lam z MUDOGS ISL IE W VON & J �t:l:f 3�s. S t t:,� ,. w z l� G� v f is 'RtlF i;t1�1'C 5112116'etrifyr aII cDndltPj SCALE: , ns , ¢ f, I ars" easlstructlon.-� L"I'. F'•.�.?>��i�{t {:7 x::11. i �s �'V- �• �� �.,' F i e. ,,, C!)1" rte - rr1:.•WY i`^5t11'tC:it1JIF r ° "1 v ti{�c�r ' , �i.�i�r• ; )TC l:`:`OCfQCtiil 'WITI, work. v � � t ' ' :: •' r• j1. w'.r.< •U r4� �~� s s,rtl1 r F,�a+ "'� r,^:tet. lite., '1 r�IES Q filf :t11 etTurs t' •z• Sststre 1"CSj}6119tiJi'i ': j o ,-•y�lti,j�:il•�{%+•' ssa, ��' ��� nr.2 are trot ;rporteti. o � 'w'C s• 01' � �tJ•:+•qe � ;f%cy g-, } ""--- - - (998) 266••3.39 � "v �c Nt.. 6 `` z act m --........,.,,__„• .— _-.-.,__„- �'t.. iryry G'•:6 r7 a :t 6 ,• L \ - ti` D� a O pa 151 _ :Y _ 1..... • KITCHEN -i-- PORCH 2 i { I I I 1 Ir C? tL I` I 11DININQv \I r.. ' I TO C LIGH �' U i I ITY lam cn r 1 r ti 1 1. . . L . _,�,..,.• � i fes, ..� •i %✓ LIVING I MASTER SUITE / Aw I 1t11 .. . I 1 I.•,. •t— 1. ,..1 •� 2 iI I •4j I I PORCH NIA11W 11 Q �• r v i 1 MENTALHEAI.T� _ ----- 2 9'2006 BEDROOM JUN No. 2 ER DRIVE -- - • 7 COUNTY CENT r _.. _ _.: _. .... L dtAPPROVED Cutte Cotinty Environmental H alt DATE 10-15-88 e cy�oer ` _R.ni�S �yJ 77-1 TE OCALL [S@Vwg@& LpLJaia REVISIONS puV 10.21•`'1Ilral-��{Z}ZIL SCALE: y+" � 1,_011 NOTE: HEA_( & ' A/C DUCTWORK TO BE %LOCATED !N ATTIC S,0ACE. StfITI HEATING & AIR CONGITIO NINA EQUIPMENT AND AIR Z� "'S'SS'° OF DISTRIBUTION SYSTEM SHOULD BE DESIGNED k SPECIFIED PLAN NO. BY A LOCAL MECHANICAL ENGII c__R FAMILIAR WITH LOCAL FtQSEL E. BRELAND � CLIMATE CONDITION$. .D, Ctrl. No. MS -104 90'1 -.4 kN 15 RTA M. •�Y' 1. All work on this project shall conform to the 1997 edition of the UBC,2001 CBC and any other applicable county and/or city codes and ordinances. 2. Written dimensions are to be used, do not scale drawings. 3. Specific information on the drawing differing from these notes shall apply. 4. The contractor shall verify site conditions and their correlations with the drawings. 5. In the event certain features of the construction are not fully shown on the drawings or called for in the notes, then their construction shall be of the same character as for similar conditions that are shown or called for and shall be approved by the architect. 6. The drawings represent the finished structure. Unless otherwise indicated, they do not indicate the method of construction. PAINTING 1. Perform all work necessary and required for completion of the project as required to complete the finishing of the building. Painting of electrical work in finished areas of the building and access doors is included. 2. No painting or finishing shall be started until tlhe surfaces to be painted or finished are in proper condition im every respect. Application of first coat shall constitute acceptance. 3. Wood surfaces shall be sanded and dusted clean. Putty all nail holes, cracks, etc. after first prime coat. 4. Leave all glass areas, stucco surfaces, floors walks, hardware, and any other surfaces clean and free of paint, stain, spatterings, smears, smudges which are the result of these operations. Replace any glass damaged in any way. Seismic................................Zone 3 Wind...................................75 MPH Floor Live Load........................40 PSF Roof Live Load .........................n/a PSF 1. Concrete shall have a minimum compressive strength at 28 days and a maximum slump of: Strength.... 2500 psi Slump........ 4" 2. Construction joints shall be prepared to expose clean, solidly embedded aggregate over the entire joint interface. 3. Placement of pipes, conduits, or other embedded items in the concrete shall be in accordance with these Drawings. 4. Contraction joints in slabs, shall be so placed that the maximum dimension and.area of any section do not exceed 30 - feet and 600 square feet, respectively. 5. Structural steel shapes, tubes and pipes embedded in concrete shall have a minimum of 311 concrete cover. 6. Bottoms of all footings shall rest on firm, undisturbed soil. Minimum depth is noted on Drawings. 1. In addition to framing operations normal to the fabrication 111 x 61' subfloor or less to each joist, face nail ......... and erection indicated on the Drawings, install wood blocking Wider than 111 x 611 subfloor to each joist, face nail ...... and backing required for the work of other trades,. 2. Structural framing shall be douglas fir of the grades Sole plate to joist or blocking, indicated or better (WWPA grading rules): typical face nail. .* ..................16d at Sole plate to joist orblocking, 2 x joists NO. 2 PT per 161' Posts & beams NO. 1 Double studs, face nail...... ..... ...........16d at Doubled top plates, typical face nail 16d at Studs NO. 2 Sills & plates No. 2 HF totop plate, toenail....................................3-8d Rim joist to top plate, toenail 8d Sills on concrete PTHF i6 o . c . .2-16d Misc. framing not noted NO. 2 3. Bolt holes in wood or steel shall be 1/16" larger than bolts. 4. Framing hardware shall be Simpson STRONG -TIE or approved Ceiling joists to parallel rafters, face nail ............. equal, with connectors as specified in Catalog NO.0-2006. Install connectors with nails and/or bolts as indicated in the 1" x 8" sheathing or less to each bearing, face nail ....... catalog. Wider than 111 x 81, sheathing to each bearing, Except as noted on the Drawings, nailing shall be as specified: Joist to sill or girder, toenail......................... Bridging to joist, toenail each end ............ ...2-8d .3-8d 111 x 61' subfloor or less to each joist, face nail ......... 2-8d Wider than 111 x 611 subfloor to each joist, face nail ...... 3-8d 2" subfloor to joist or girder, blind and face nail ...... 2-16d Sole plate to joist or blocking, typical face nail. .* ..................16d at Sole plate to joist orblocking, 16"o.c. at braced wall panels............................3-16d Top plate to stud, end nail. per 161' . . . Stud to sole plate ............ 4-8d,toenail,or2-16d,end .2-16d nail Double studs, face nail...... ..... ...........16d at Doubled top plates, typical face nail 16d at 2411o.c. 1611o.c. ........... Double top plates, lap splice ........................... Blocking between joists or rafters .8-16d totop plate, toenail....................................3-8d Rim joist to top plate, toenail 8d ', . . . . . at Top plates, laps and intersections, facenail..���� ... i6 o . c . .2-16d Continuous header, two pieces.....................16d at 16" o.c, along eacch edge Ceiling joists to plate, toenail ....................... Continuous header to stud, toenail. . . .... 3-8d .4-8d Ceiling joists, lap over partitions, facenail...........3-16d Ceiling joists to parallel rafters, face nail ............. 3-16d Rafter to plate, toenail ................ .................3-8d 1" brace to each stud and plate, face nail............ ..2-8d 1" x 8" sheathing or less to each bearing, face nail ....... 2-8d Wider than 111 x 81, sheathing to each bearing, facenail ........................................ .........3-8d Built-up corner studs.......................at 24"o.c. ....16d Built-up girder and beams ............ 20d at32"o.c. at top and bottom and staggered......... 2-20d at ends and at each splice 211 planks ................................ 2-16d at each bearing ty 40, 0/ ` ♦ / `X ♦ / ��' % h' .45 AGRES AREA OF/55PTIG TANK ♦ / GONSTRUGTION / 5-7 ire .� � \ ifJ RE51D�11G� 110/ /�,�� , / / �,bo. `` Refer to APPROVED PLANS for additional notes and information for this project ,C Y/L/p7 G.J Owner: 0h C, Kf-A- REVISION: BP# 607, 003/ APN: OU1 - Soo - o? 9 Date Y/1/0-) FILE C PY 51 TE PLAN 50. 1 " = 20'-0" N OQ� to 1\ go ®0)CD0 CO O on O 0@) m"a LL0 II' D ARCy�I HAWk, Fc� tis No. 18 3 �¢ REN OF CAL\Eo���Q L LU V LU V 11 tu Q Date:. 1/3101 Drawn: PM Job no.: 05-163 Sheet: of. FOUNDATION PLAN 2x6 DIA. BRACE 5-I6d NAILS LEDGER C-iil—1 G BOLT�A pl-FIa>� RIGHT ELEVATION SCALE: 1/4" = 1'-0" T ELEVATION SCALE: 1/4"= P-0" %QGJrSi�,J ��r.rF r�.9 t�A A5 BUILT/FLOOD PLAN SCALE: 1/4" = 1'-0" FLOOR: 1014 S.F. (N) DECK: M S.F. i LITT I' Revisions: Q 3/20/01 rA2 LO a CO QLo U)0) w Q � U O ppQ Lo U a m U Gk,�S�D AA RD s * No. REN LLA✓_ O v LU LU luv UA v, -�- uu c� O lu lu Date: 5/20/01 Drawn: OM Job no.: 05-165 Revisions: 0 3/20/01 G��SED ARCy�� 2xb — �OLO � REN ��91F CF CAOF���\P 2x4 I� o LE -55 THAN 4" MAX. N 9, MN �� 4x4 P05T DEGKIN6 LL MO L J015T Q Lo UA LU luc�v P05T ME PROVIDE JOIST EA. m SIDE OF POST 2-3/4" BOLTS LU526 BEAM I 12r(o 3 DECK DETAIL t lu d � � U) 0) LLIQ SCALE: I" = V -O" U DEGKIN6 O � U �U JOIST BG4 GAP POST TO 61RI ER 4x POST —01 AB BASE -01 12" 4) d) � GRADE b FOOTING 14 I I 8 2 POST FOOTINO DETAIL DECKING 2-I/2"mx5" LA& BOLTS AT 16" OC. THRU LEDGER INTO RIM J015T PRESSURE TREA A 0 FOOTIN6 Lj I DEOK DETAIL SCALE: I" - 1'-0" Revisions: 0 3/20/01 Date: 3/20/0? Drawn: OM Job no.: 05-163 Sheet: 0 D of:. G��SED ARCy�� s �OLO � REN ��91F CF CAOF���\P I� o N 9, MN �� 1.� LL MO L Q Lo UA LU luc�v ME m rco Lu LU Q Lo t lu d � � U) 0) LLIQ U d O � U �U Date: 3/20/0? Drawn: OM Job no.: 05-163 Sheet: 0 D of:. G��SED ARCy�� s * No. 3 REN ��91F CF CAOF���\P 1.� LL UA LU luc�v LU t lu d � � Lu O^ CN C)l Lu LU Date: 3/20/0? Drawn: OM Job no.: 05-163 Sheet: 0 D of:.