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079-370-005
0-79- 3?0- 00 g ag @gs 99-0814 A36 336 0@5 03AGO77 : 1 DAVIS, John & Bobbi DAVIS, JOHN 11 312 Circle Driv Or v X� 312 CIRCLE DR, OROVILLE 4 AG. BLDG (24'X 30') Contr: Owner install fnd under ex house - 079 -370-005 06-0773 DAVIS, JOHN 312 CIRCLE DRIVE, OROVILLE CONT: AUSMUS ENGINEERING NSP(LIV,GAR, COV) 079-370-005 06-0985 DAVIS, JOI-IN & BOBBI 312 CIRCLE DR, OROVILLE Cont: OWNER DEMO SP B07-0703 079-370-005 MISCELLANEOUS Demolition DEMO PERMIT REPLACING BP# 06-0 312 CIRCLE DR DAVIS. JOHN L & BOBBI S F —Q L. \r f 4 0,51 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.buttecou nty.netldds PLAN CHANGER RECHECK ❑ Owner's Name: JOHN D1161Z BP#:`Q— C5 b Date: 2— P- O F Contact Person & Phone Number: AP#: ()79 -370—ooS- Odo Received By: Time: PURPOSE OF PLAN CHANGE OR RECHECK l J,r 7'o 7W0G ,•AG� _-7-d 0/11)z GAlt.BC,E ,Oe 0� �3 % 'k /.3 S- �? " 2vF - v� «u/,� ❑ 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. .WHEN APPROVED: ❑ Call / and hold for pick-up. ❑ Deliver with Next Inspection ( for 8 Y2 X 11 only) Minimum plan change fee to be collected at time of submission, plans examiner will determine if additional plan checking fees are needed: ❑ Additional Fee Amount: Receipt #: Revised 6107 ? USMUS M Civil Engineering & Design 3115 Johnny Lane, Chico, CA 95973 Phone: (530) 521-2648 , Fax: (530) 230-2700 eda@ausmusengineering.com TRANSMITTAL January 22, 2008 John & Bobbi Davis 312 Circle Drive Oroville, CA tightwad@yahoo.com Subject: Garage Door Header Dear Mr. & Mrs. Davis Please allow this letter to serve, as:agreeiiment`to allow -a 3 1/8" x 13.5" x 18' 24F -V4 glulam to serve as the garage door header please find aw-atta'ched calculation to support. 1110,0 -0 -0001 - Eric D. Ausmus, P.E. Ausmus Engineering ISSSI���`�y . 6 GLAS , W.65286- 09-30-2009 / DTVI. ell Page 1 of I CAAusmus Engineering\2006 ProjectsMavisMansmittaWdoc .t3 Roof Beamf 2007 California Building Code (05 NDS) I Ver: 7.01.13 BV: Eric Ausmus , Ausmus Engineering on: 01-22-2008 : 6:21:53 PM Project: DAVIS - Location: GARAGE DOOR HEADER Summary: 3.125 IN x 13.5 IN x 17.0 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 29.5% Controlling Factor: Section Modulus / Depth Required 12.15 In Deflections: Dead Load: DLD= 0.42 IN Live Load: LLD= 0.41 IN = U498 Total Load: TLD= 0.83 IN = U247 Reactions (Each End): Live Load: LL-Rxn= 2137 LB Dead Load: DL-Rxn= 2173 LB Total Load: TL-Rxn= 4310 LB Bearing Length Required (Beam only, support capacity not checked): BL= 2.12 IN Camber Reqd.: C= 0.62 IN Beam Data: Span: L= 17.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: ' RP= 6. :12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: U 180 Camber Adjustment Factor: CAF= 1.5 X DLD Non -Snow Live Load: Roof Loaded Area: RLA= 249.9 SF Roof Loading: Roof Live Load -Side One: LL1= 17.1 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 14.7 FT Roof Live Load -Side Two: LL2= 17.1 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 0.0 FT Roof Duration Factor: Cd= 1.25 Beam Self Weight: BSW= 9 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 17.0 FT Beam Uniform Live Load: wL= 251 PLF Beam Uniform Dead Load: wD_adj= 256 PLF Total Uniform Load: WT= 507 PLF Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 265 PSI Modulus of Elasticitv: E= 1800000 PSI Adjusted Modulus of Elasticity: E -Min= 930000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PSI Adjusted Properties Fb' (Tension): Fb'= 3000 PSI Adjustment Factors: Cd=1.25 Fv': Fv'= 331 PSI Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: M= 18318 FT -LB 8.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 3793 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 73.27 IN3 S= 94.92 IN3 Area (Shear): Areq= 17.18 IN2 A= 42.19 IN2 Moment of Inertia (Deflection): Ireq= 467.03 IN4 1= 640.72 IN4 BMJ C01 N Pr MGM Zo%s Roof Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.13 By: Eric Ausmus , Ausmus Engineering on: 01-22-2008 Project: DAVIS - Location: GARAGE DOOR HEADER Summary: 3.125 IN x 13.5 IN x 17.0 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 29.5% Controllinq Factor: Section Modulus / Depth Reauired 12.15 In LOADING DIAGRAM Reactions Live Load Dead Load A 2137 Lb. 2173 Lb B 2137 Lb 2173 Lb Span Span = 17 ft Total Load Uplift Load. . 4310 Lb 0 Lb 4310 Lb 0 Lb Uniform Loading Live Load Dead Load Self Weight Total Load W 251 Plf 247 Plf 9 PIf 507 Plf 3�3 J W A a Reactions Live Load Dead Load A 2137 Lb. 2173 Lb B 2137 Lb 2173 Lb Span Span = 17 ft Total Load Uplift Load. . 4310 Lb 0 Lb 4310 Lb 0 Lb Uniform Loading Live Load Dead Load Self Weight Total Load W 251 Plf 247 Plf 9 PIf 507 Plf 3�3 J �s LOWER LEVEL FLOOR PLAN r -..j _ r•-nj. I I awel� e UP UPU4 I I I 1 yI BEDROOM 2 g® j g�i g� BEDROOM 3 I saw u I W.I.C. I' I SR Y MASTER BDRM [ode s.. I 1 I I •_sem-1�5._a• � I1 �/ r.o i +. ._a.�._,. UPPER LEVEL FLOOR PLAN eO.- FFW NOTER x e rva�s.w.an s..0 ¢ PRwem wrn wmaD¢ w.R¢ us w.oms ro e[ R.iD uea[ss orR[xus[ RDIm . r< c¢um rD a[ e•.o• uwsn ar.[Rwc •D:m . vPptp[ re•tl. IDUxMROM KCL6f .t ortwOP e. PPD.m[ OPOevO N R64Rm .xD CORD161[ aW e. naN.i[ .i Tb .WD SXDRW ¢fCdAv •.tle DDT¢ xMoq Uv SD.O DRS fr¢i� .pMgw[ .Or6 nsaw¢ uP[ ro aursm[ • .RcxaR sous o: e� ra roan ew rO. nRWP .xD ElOWD OrMa Deep OPUeK9 aRY PN Col-OYf. ODOR MpeC9 Y2 C41Wi PWS Y. �r, DOune rRnc.i DDDR oiancs .R[ eu[-our P[us a•. D..em ce[w+s • Posu IDr rm v+omernw oa ..¢c mosm ro •anal swu ¢ swrwrm Dr eaz¢re we PPoaenPD n war e• Rsov[ ame[m ear. • n uRsr i� .Dw[ ra aur. eR PDso uun ¢ .Dao aP wruPas wxr.Re[ ►v ES31IONHOAV3CIN3 _ la_ as 310a1� z)F7 0 SIAVO 18808 V NHOf> may , g d a Y 41 0 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE 4:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 312 CIRCLE DR Owner: Permit No: B07-0703 APN: 079-370-005 DAVIS, JOHN L & BOBBI S Issued Date: 04/04/2007 By TMP Permit type: MISCELLANEOUS 312 CIRCLE DR Subtype: Demolition OROVILLE, CA 95966 Expiration Date: 04/03/2008 Description: DEMO PERMIT REPLACING BP# C Occupancy: Zoning: AR5 Contractor Applicant: Square Footage: DAVIS, JOHN L & BOBBI S DAVIS, JOHN L & BOBBI S Building Garage Remdl/Addn 312 CIRCLE DR 312 CIRCLE DR OROVILLE, CA 95966 OROVILLE, CA 95966 Other Porch/Patio Total FEE INFORMATION DBMSC Demolition $55.00 Total Charged: $55.00 Fees Paid: $55.00 Balance Due: $0.00 Receipt No: B2500 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 DAVIS, JOHN L & BOBBI S OL:CRW_00424357 / / Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, , also requires the applicant for such permit to file a signed statement that he or she is licensed I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license pursuant to the provisions of the Contractors License Law [Chapter 9 (commencing with Section 7000) is in full force and effect. of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects X 04/04/2007 the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: Contractors Signature Date I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK AND THE STRUCTURE IS NOT INTENDED OR WORKERS' COMPENSATION DECLARATION OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of the property, who builds or improves thereon, and who does I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: the work himself or herself or through his or her own employees, provided that such improvements ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). ❑I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, 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 Contractors License Law dows not apply to an owner of the property who builds or improves My Workers' Compensation insurance carrier and policy number are; thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors License Law.). Carrier: Policy Number. Exp. Date: (This section need not be completed if the permit is or one hundred dollars ($100) oror est 1 AM EXEMPT under Section B. & P.C. for this reason: I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California, and agree that if I should become subject to the workers' X • 04/04/2007 compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those rs Signature Date provisions. X 04/04/2007 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 Signature Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS 5100,000 IN ADDITION TO THE COST OF COMPENSATION, ( ) injury, including death, and property damage caused arising out of, in any way connected with , DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND the issuance of this permit. I hereby acknowledge thatt is issuance of this pea rmit does not authorize the 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 props y owner or am authorized to act on the property owners behalf. d �/�S 04/04/2007 t , CONSTRUCTION LENDING AGENCY I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for a e O I e IG Print Date the performance of the work for which this permit is issued. (3097 civ. code) �] Owner Contractor OR Agent for Owner ❑Agent for Contractor �2 FILE COPY Lender's Address City State Zip BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BP060985 B. C. Building Permit 01-16-04 pg 1 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date: 04/28/2006 APN: 079-370-005-000 the Business and Professions Code, and my license is in full force and effect. Site Address: 312 CIRCLE DR ORO License Class : License Number: Map Index: Date: Contractor: Description: DEMOLITION OF SF (736) OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: DAVIS JOHN L & BOBBI S permit to construct, alter, improve, demolish, or repair any structure, prior 312 CIRCLE DR 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 OROVILLE, CA the Contractor's State License Law (Chapter 9 commencing with Section 95966 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).): I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Applicant: DAVIS, JOHN & BOBBI Code: The Contractors' State License Law does not apply to an 312 CIRCLE DR owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, OROVILLE, CA provided that such improvements are not intended or offered for 95966 sale. If however, the building or improvements are sold within one (530)534-0755 year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does Contractor: 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.). El I am Exempt under Article 33 of the Business and Professions Code s 0 6 � J Date: aOwner: a"&J� License #: 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 Architect: Labor Code, for the performance of the work for which this permit is issued. Engineer: ❑ I have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: Total Square Ft: 0 S. F. Valuation: $0.00 Policy #: Census Code: ❑ 1 certify that in the performance of the work for which this permit is issued, 1 shall not employ any person in any manner so as to� 00 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. T L Date: Applicant: WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY This permit is hereby issued under the applicable provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency for the Resolutio s to do work indicated above for which fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) ' pp Name: By: Date: -218-0G) - - (� r Address: PERMIT EXPIRES ON: Date ❑ I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. O Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purposes. n Print Name: T3 ,(:, 1, , t/ l S Signature: bZS Date: &6wner ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor B. C. Building Permit 01-16-04 pg 1 f ; 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.buttecounty.netldds "PLEASE PRINT CLEARLY" OWNER INFORMATION Last Nameq 1( i JZ7 Name irst Name 0 �o Address _3)t fz k City d rD J r %,C- Statee State Phones - O 7,T S' Fax E-mail Fax APPLICANT INFORMATION CONTRACTOR Name City Address ZiW City Fax State Zip Phone Name Fax E-mail Lic. # Class APPLICANT INFORMATION ARCHITECT/ENGINEER --Name- City Address ZiW City Fax State Zip Phone Name Fax E-mail State License Number APPLICANT INFORMATION Name ! 1 Address City State ZiW Phone S d 7 65— Fax E-mail APPLICANT SIGNATURE X - For office use only: Zoning Flood Zone SRA I Yes I No Occ. Type Const Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS K:IFORMSWILDING FORMS1BldgApp1SubRgmts.doc PERMIT NO. BIN # PROJECT LOCATION AP#0 n -.3211 /Address Property 31'2' City 1/ li Cross Street 14 jGl. 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 _ . _ ....._ _. . _ . Descriplion or -$cope -of -Wort _._....CT___ _ _ ... . . . . .... .. C`7 J Sr Sq FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancyov S e- 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. I I Received by: K,6, Amount" 55.°° Bldg I I Page 1 of 2 Receipt a.ec>k 1 D SRA Sheriff SMIP Other Date: ;4• 2� -� c� 00 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 /N 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. ❑ 1 Engineered truss details and layouts in duplicate (if required). No faxesl ❑ 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.--NP-DES-Fom�-------- -------------............._..-------------------...--.__..._..._.----------..-------_ -------....-------------------- ❑ 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 KIFORMSIBUILDING F0RMS1BIdgApp1SubRgmts.doc Page 2 of 2 REV 8-12-05 e OWNER—BUILDER Y ERIFICAT.Rl.lN Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is received. 1. I personally plan to provide the nipr labor and material for construction of this proposed property improvement: YES .[�NO [ ]. 2. I HAVE [k--fHAVF-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: PHONE: CONTRACTOR'S LICENSE NO: 4. I plan to provide portions of the workbut I have hired the following person to coordinate, supervise, and -provide the major work: NAME: _ ADDRESS: PHONE: CONTRACTOR'S LICENSE NO: 5. ' I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK SIGNED: PROPERTY OWNER- DATE: WNER DATE: Y/J g NOTE: This Owner -Builder verification is required by Section 19831 and 19832 of the California Health and Safety Code. Butte County Department of Development Services 111�STT ADMINISTRATION `BUILDING t GIS t PLANNING o p o o 7 County Center Drive Oroville, CA 95965 0 = o o U (530) 538-7541 Telephone (530) 538-2140 Facsimile COU µby OWNER -]BUILDER INFORMATION Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "owner -builder" you are the responsible party of record on such a 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 your plan to subcontract, you should be aware of the following information for your benefit and protection: o If you employ or otherwise engage any persons other than your immediate family, and the work (including_ materials and other costs) is $200 or more for the entire project and such persons are not licensed as contractors or subcontractors, then you may be an employer. o If you are an employer, you must register with the state and federal government as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes,workers' compensation insurance, disability insurance costs, and unemployment compensation contnbutions. o There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to workers' compensation insurance. o For more specific information about your obligations under federal law, contact the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under state law, contact the Department of Benefit Payments and the Division of Indushial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractor is to secure an `owner -builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contacting the Contractors' State License Board in your community or at 1020 N Street, Sacramento, California 95814. Please complete and return the enclosed owner -builder verification from so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned_ Sincerely, Scott Rutherford Chief Building Inspector NOTE: This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BP060773 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. LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date: 05/17/2006 APN: 036-230-005-000 the Business and Professions Code, and my license is in full force and effect. License Class: License Number: Site Address: 312 CIRCLE DR ORO Date: Contractor: Map Index: Description: NSF (2179), GAR(535), COV(605) 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 Owner: DAVIS JOHN L & BOBBI S to its issuance, also requires the applicant for such permit to file a 312 CIRCLE DR signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 commencing with Section OROVILLE, CA 7000) of Division 3 of the Business and Professions Code) or that he or 95966 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).): 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 Applicant: DAVIS, JOHN L. & BOBBI S. owner of property who builds or improves thereon, and who does 312 CIRCLE DRIVE such work himself or herself or through his or her own employees, OROVILLE, CA provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one 95966 year of completion, the owner -builder will have the burden of (530) 534-0755 proving that he or she did not build or improve for the purpose of sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, Contractor: and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ❑ I am Exempt under Article 33 of the Business and Professions Code Date: 7 6 Owner: License #: WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit Architect: is issued. ❑ I have and will maintain workers' compensation insurance, as Engineer: AUSMUS ENGINEERING required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier:3319 Total Square Ft: S.F. Policy #: Valuation: $164,155.00 U-01 certify that in the performance of the work for which this permit is Census Code: issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, 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: S J/ Applicant:____/ ' "4..• WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and oneI�vv1 hundred thousand dollars ($100,000), in addition to the cost of I compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. 7 Q L( CONSTRUCTION LENDING AGENCY This permit Is �iss d under the applicable provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097 Civ.) Resolutio �d woT1 ' dicated a ove for which fees have been paid. l� Name: ey: Date: G-� Address: PERMIT EXPIRES �— 1� - Date ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purposes. en Print Name: / -5'1!9 L t t 1 / / 5 Signature: Date: S /' 1 7 '/,Q Owner ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor B. C. Building Permit 01-16-04 pg 1 0?266 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 I•VILL BE REQUIRED AT TIME OFAPPLICATION Website: www.buttecounty.net/dds T� "PLEASE PRINT CLEARLY* SIOh .217 OWNER INFORMATION Last Name U irst Name Address 3,1 2. CIA CLF I/f city (nylW I//4C F State ,�r Zip 5 Phony O :S?v - p 7; 3' Fax E-mail fy 0, C( 6,9,0 /--A •it/F_ T ARCHITECT/ENGINEER CONTRACTOR Name City Address Address si�S City City C/�/Cd State Zip Phone Fax 35 3 S3 2 O Fax E-mail c,.ocWsm i.v rei Lic. # Class ARCHITECT/ENGINEER Name Address City State Address si�S Phone City C/�/Cd State CA Zp 9592 7 Phone �'S,21, 26 y� ,5,3o Fax 35 3 S3 2 O E ail State License Number c,.ocWsm i.v rei 2 6 cd..1 APPLICANT INFORMATION Name Address City State Zip Phone Fax E-mail APPLICANT SIGNATURE X For ice use only: Zoning - lj Flood Zone Cross Street xmloultlu 4 SRA Yes No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS PERMIT NO. BPO BIN # PROJECT LOCATION AP# .a 72 -,3 70 -00--00 0 Property Address /2 Cl/C41-4- Awlelrc City 0,00?0r//CC Cross Street xmloultlu 4 WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address Description or Scope of Work: sr/F_ uJ c� vsF Sq FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be required. REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refu able. Received by: /6' Amount: M. 0162 Bldg 20 4 q$ sRA Receipt #: Sheriff SMIP Rol Q Date: � -5- oG 1 R D 0 1 Other Total 0— 1 of 9 RFV A-19-05 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. P--" 3. Engineered truss details and layouts in duplicate (if required). No faxes[ W' 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) 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. ❑ Legal description from current recorded grant deed, ❑ Copy of M.H. Title, Title transfer, or MCO. ❑ 12. Sanitation and site plan approval from the Environmental Health Department. . If you have questions or would like additional information regarding this process, please contact a Permit Assistant at (530) 538-7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the.person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION K:\FORMS\BUILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 8-12-05 g P COOT3 COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA .95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: Myiis �- fi ASSESSOR PARCEL NUMBER o%Q-,.2n J`l n5 Proposed Building Use: � l� U\NH11M Permit Technician: V. fZ Date: Items required in order to apply for a permitJAll boxes MUST be checked OR marked NA in order to apply. 1. Site plans03or 4 sets, signed by the preparer of the plans. 0� 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3. Engineered plans3 r 4 sets, with wet signature on plans AND 2sets 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. %�1 W 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. E] / . 11. Hazardous Material Form s 12. Acknowledgement of building permit application without required clearances. ❑ 13. Other Re inin 'tems needed to issue the permit. (May require additional plan review upon receipt of the following items.) y��,,�� ('f5 anitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable LKL1J�1 ❑ . Fire Sprinklers....................................................... ............................... ❑ 16. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 17. Soils Report and/or Engineered Foundation required ............................................ ��o _ 1 rosion Control Plan Required........................................................................ 9. ees as shown on the attached Schedule of Fees Due Sheet .............................. ❑ 20. City of Chico Plumbing permit........................................................................ Z 021. Site plan and business license approval from the Cty of Biggs ................ 22. California Department of Forestry plan approvaVpaid. Sent by: .5%)c .�.../ 23. Planning approval for (A) Use: (B) Parking: (C) Parcel Check: ............ 6 ❑ 24. Contact Land Development about _ Improvements, _ Drainage ........................ ❑ / 25. Fire Marshall Review (commercial projects only). Sent by: ...................... 9N DV. 2 NPDES Form............................................................................................. Encroachment Permit for driveway from the Public Works Dept ........................... O . 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) ..................... ❑ 3 Letter of Signature authorization.................................................................... ecorded 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 ......................... `p//�N 36. Other: (-P*r- of In �lYN 37. Other: r R=MS _ When issued Telephone f ,ho - .S ; i- 6 7!5s-__ and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. Applicant . _ , -- _ Date: 1. Index�a it application for the above items numbered: lsd4f Plan Check Le ter 2. Additial items re Contractor, design o was advised of the above data by EYphone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, o r as advised of the above data b ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: Date:- Plans approved by: 4V 47Date: Structural reviewed by: Date: Structural approved by Date: Note transfer by: Date: Yellow: Building Division K/Building/Plan Check/Data Sheets/data sheet page 2 9.27.05 TO: FROM: Building Division - Development Services Environmental Health E H LSE ONLY Plot Plan Attached 4 Floor Plan Attached S t to BD/DS I SUBJECT: Sanitation Clearance T, D� aA Owner Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for dwelling. Other . �L,�cj1% [ —2,2),Q Hold final for: Final clearance O.K. for: NOTE: Environmental Health Specialist Date Building Clearance 9/2005 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 DAVIS APN No: 079-370-005 Application Date 4/5/2006 Permit No: BP 060773 Permit Type: NSF DWELLING 1 BUILDING PERMIT FEES ESTIMATED AT APPLICATION $2,984.58 Plan Check portion of Permit Fee $1,193.83 $1,790.75 Balance of Building Permit Fee 2 FEMA Res Flood Elevation Review $109.98 0 3 SRA* Yes Fire Plan Check - Non -Refundable $95.00 $95.00 (State Responsibility Area) Building Inspection $109.98 $109.98 1 - $204.98 NON-REFUNDABLE portion of fees due at application $1,288.83 RECEIPT DATE Tech/Asst FEES DUE AND PAYABLE AT TIME OF PERMIT APPLICATION $1,398.81 r c c 4/5106 Kourtni FEES (BELOW) DUE PRIOR TO ISSUANCE OF PERMIT $1,807.17 c _ 4 Balance of Building Permit Fees (from No. 1 above) $1,790.75- 5 SMTP* - Strong Motion Instrumentation Program (Enter amount from permit system) $16.42 6 Additional Plan Check Fees (NON-REFUNDABLE) 7 Other*: 7a Other*: 8 IMPACT FEES - RESIDENTIAL* Per Dwelling Per Dwelling Per Dwelling Applications After 2/14/05 ,c SFD a MFD ac MH County 4096.87 3071.14 3117.43 Chico Urban Area 5372.09 3995.45 4889.56 EI Medio Fire District 3128.31 2297.77 2326.36 North Chico Specific Plan A SR -1, SR -3, SR-1/PD 7938.531 6757.081 7633.49 coo R-1 8031.53 6850.08 7726.49 do R-2 7541.531 6360.081 7236.49 R-3 6780.531 5599.081 6475.49 n\� RECEIPT DATE Tech/Asst Processing Fee is automatically added to impact fee total 0 $100.00 9 WATER TENDER FEE Ingot collected when Impact Fees Applicable) Enter Bat.# $200.00 ALJ DRAINAGE FEES* 10 CHICO STORM DRAINAGE 770 Butte Creek $7,736 MASTER PLAN 771 Comanche Creek $8,069 772 Little Chico Creek $8,792 773 Big Chico Creek $6,596 New construction, vacant 774 Lindo Channel $8,139 land, on 1 acre or less - 775 SUDAD Ditch $6,975 Enter 1 or less acre value 776 Mud -Sycamore Creek $6,070 RECEIPT DATE Tech/Asst 777 PV Ditch $8,603 10a More than 1 acre, existing buildings - fees to be assessed by Public Works Fee Determination Sheet Needed - Enter amount determined by PW 11 THERMALITO DRAINAGE AREA $652 Maximum Per each new living unit on existing lots where full drainage fees have not been paid 11a Temporary Dwelling 7 $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. 12 SCHOOL DISTRICT FEES* IOroville Elementary 091 12a RECREATION DISTRICT FEES* I Oroville 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: 4ZU Date: 5" 6 F, Pursuant to Gov n ent code Section 66020, you are hereby notified those Items followed by an "*" may have been imposed on your project. You have 90 days from the date o proval of the porject or from the impostion of the above referenced items during which you may protest. The requirements for a protest are Specified in Goverment Code Section 66020(a). K:/Building/Forms/Schedule of Receipt Fees Residential 121205 (I O A)cz-j,<fE /IJ _flit /�D dJ i` AS GviL L ��ir dyi.F/G 7-/7'F ef L721&2 6 ZZ -2 F . j JII OSP pSTMEtgr O-- 11' o �� ^ O O cOU N-� A�BCIC W0 D'eptaFrtment 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: 071'—,_1570-00,5--000 By signing below, I, the project owner/owner's agent, certify that this project WILL NOT DISTURB '1 acre or more of land and that I, therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -:outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. Signed: Title: Date: 06 Less than 1 Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program Revised 5/24/04 OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is received. 1. I personally plan to provide the major labor and material for construction of this proposed property improvement: YES NO [ ]. 2. I HAVE [X] HAVE NOT [ ] signed an application for a building permit for the proposed work. ' 3. I have contracted with the following person (firm) to provide the proposed construction: NAME: ADDRESS: PHONE: CONTRACTOR'S 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: PHONE: CONTRACTOR'S LICENSE NO: 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK i SIGNED: DATE: NOTE: This Owner -Builder verification is required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit. Rev'd 11/4/2004 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile www.buttecounty-net/dds OWNER -BUILDER INFORMATION Dear Property Owner: An application for a building permit has•been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "owner -builder" you are the responsible party of record on such a 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 your plan to subcontract, you should be aware of the following information for your benefit and protection: o If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $500 or more for the entire project and such persons are not licensed as contractors or subcontractors, then you may be an employer. o If you are an employer, you must register with the state and federal government as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers'' compensation insurance, disability insurance costs, and unemployment compensation contributions. o There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to workers' compensation insurance. o For more specific information about your obligations under federal law, contact the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under state law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractor is to secure an "owner-builder"=1luilding 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-CSLB (2752) or by accessing their website at www.CSLB.ca.gov. Please complete and return the enclosed owner -builder verification from so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. J Sincerely, k0 —1 et Scott Rutherford Manager, Building Divi lon NOTE: This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. )3utte CoulrtyDepar&nentofDevelop7lentSe7vzceS 7 County Cepter brivq. °�urr�.° Oroville, CA 95965 (530) 538-7601 Telephone 0 (530) 538-7785 Facsimilec'pUK-1 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 arta required to bring the approved Environmental Health site plan and approved sanitation clearance to the Building Division as soon as clearance is obtained e 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 require submission of amended buildingplans 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: j o /ay '0wy- APN: 0 7 c� - 3,'20- o os -- yd d Building site address: 0.i 2 C /✓2 C LF oJw. o✓Fd is c,�- Permit No.: oe o-7 1-73 I have read, understood and accept the terms and conditions as expressed herein as indicated by my submission of the above -referenced building permit application and my signature below: 'c S ATUP_E OF APPLICANT DATE 9 Copy to Applicant/EH/File Y•Forms/B1dePermitwithoutClear2nces 020705 < PRWEN?- e" 5- M ENTe"F °& "epartment ®f Public Works �� C o u n t y o f B u t t e O O 7 County Center Drive • 9)OrovWe, CA 95965 J. Michael Crump, Director (530)538-7681 G (FAX) 538-7171 A 14;5 Cl�woC W°�� Shawn Shawn H. O'Brien, Assistant Director Assessors Parcel Number: O?T — 3 70: Q� Building permit # Owners Name: n/ o �� �dlG Owners Mailing Address: Property Address: �� 2 G' c /e ENCROACHMENT PERMIT ACCEPTED: PERMIT NUMBER ENCROACHMENT PERMIT EXEMPTION: Reason for exemption: F1 Not a County maintained road Existing driveway conforms to County S-31 standard Other Approved by Printed Name e Title Date J -- CONDITIONS FOR EXEMPTING A DRIVEWAY PERMIT An existing home with a driveway 10 years or older and doesn't cause any problems with the county road or. drainage. 2. An existing home with only minor remodeling or repairs. BUTTE rUNTY (DEVELOPMENT FEE CERTIFICATION FORM FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) ❑ CHICO AREA RECREATION AND PARK DISTRICT (CARD) ❑ PARADISE RECREATION AND PARK DISTRICT (PRPD) 0 DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s)Building Permit Number 0X T`7 rJ Property Owner (s) J)QM IS Project Location /Address Subdivision Name Assessable Sq. Ftge 2 Type of Residential Development (check one) New Development __,"Azngle Family -Detached Single Family -Attached Alteration/Addition(s) Non -Residential to Residential Multi -Family Dwelling Mobile home Mobile home replacement verified by Assessor Department Demo Permit (date issued 9 -2$ -OG+) -. verified by Building Department Comments: R2`bI (A6f)% `7 �% �Q, h0 YY11i✓ 1nl I 21 77q S(1 s oq�t - Building 0 FRRPD 0 CARD 0 PRPD ❑ DRPD certifies that: Applicant Name Mailing Address a Date Phone Number City State Zip 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: Paid by Cash: ISrhou")-n per unit for a total of $ per sq foot for a total of $ Receipt No: ,�laallob District Identification No. —1 u{- . S QV -4 kf, ll = School District certifies that �; �b (Applicant) 31 (Street Address) (Phone Number) �v-1-3 •! L ul to L (City) (State) (Zip Code) 32. has complied with the requirements of Resolution No. by payment of $ 332 representing I %t j 3 square feet. School District B 2926 $ ULL MITIGATION $ Paid by Check # Remarks: 6,1 1�7( Z •-) � oz) S Date 1 *,f 3 (2 - 'A4 IVotla: You may protest On Imposition of the fess Identified above by submitting a written protest to the District, In compliance with Government Code Section 66020(a), within 90 days from the dote fees are paid. Failure to submit a timely written protest will prohibit you from challenging the Imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School Disthict is notified by the applicable Local Planning Agency that this Project Is being reviewed under the CalHonnis EnArmnental Quaft Act (CEQA), this project may be subject to additional school fees to fully mitigate its Impact an the school district's schools. White (school district), Yellow (building department), Pink (applicant) feetormids (g5W= BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (Ons form per Building) P oGo7-73 School District i n ! Building Departm t No..� , A.P. Number 0gCj " � - � Jurisdiction: City County Property Owner Dav 1 -,, ibh n V* bh j Property Location/Address ' 2 Clr� �P I )r ((1�/1 ��PT Subdivision Lot No. Residenbal Development m Q ....................................................................................... - Q Q Sq. Footage2179 No of Living Mobile Home Addition/ 'Supplemental to (Gr up R) Units Installation Conversion Permit # See cchPd sheep *(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 1 u-9'�-A rA Building Department Represents rve Date ' District Identification No. —1 u{- . S QV -4 kf, ll = School District certifies that �; �b (Applicant) 31 (Street Address) (Phone Number) �v-1-3 •! L ul to L (City) (State) (Zip Code) 32. has complied with the requirements of Resolution No. by payment of $ 332 representing I %t j 3 square feet. School District B 2926 $ ULL MITIGATION $ Paid by Check # Remarks: 6,1 1�7( Z •-) � oz) S Date 1 *,f 3 (2 - 'A4 IVotla: You may protest On Imposition of the fess Identified above by submitting a written protest to the District, In compliance with Government Code Section 66020(a), within 90 days from the dote fees are paid. Failure to submit a timely written protest will prohibit you from challenging the Imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School Disthict is notified by the applicable Local Planning Agency that this Project Is being reviewed under the CalHonnis EnArmnental Quaft Act (CEQA), this project may be subject to additional school fees to fully mitigate its Impact an the school district's schools. White (school district), Yellow (building department), Pink (applicant) feetormids (g5W= tit AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 2006-0020327 Recorded I REC FEE 10.00 Official Records I County of I COPIES 2.50 Butte I QRP(I>saCE J. GRUBBS I County Clerk-Recorderl I I JC 811:53AM 21 -Apr -M I Page 1 of 2 IIII'I'II"II"IIII"III�'II'II'�I AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT �- FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: SEE EXHIBIT "A" Dated �y 21 2-00LP PROPERTY OWNERS: //,JOHN L. DAVIS BOBBI S.DAVIS G State of Cali rnia ) County of in4' u ) On q" Z 1- ol�s before me, personally appeared ,41� L. �a�S ,� " j�j,� p, 1 �� personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS hand and 1 seal. Signature Seal: TOSHA M. RYMEL Commission # 1487649 ._�� Notary Public - California_ Butte County # J7�o`�®�A.P. My Comm. Expires May 4, 2008 Lot 133, as shown on that certain map entitled, "OFFICIAL MAP OF OROVILLE-WYANDOTTE FRUIT- LAL1pS- UNIT- NOF. 4"-, which map was filed in the office of the Recorder of the County of Butte, State of Cali- fornia, on December 17, 1927 in Book 11 of Maps, at pages 27, 28; 29, 30 and 31. EXCEPTING THEREFROM the following described parcel of land: Beginning at the Northwest corner of said Lot 133 in center line of Circle Drive as shown on said map; thence along the Westerly line of said Lot 133, the following courses and distances: South 49' 00` West, 458.84 feet; thence South 7" 06' West, 112.00 feet; thence South 15` 58' East, 127.00 feet; thence South 360 39' East, 55.00 feet; thence South 191 07' West, 304.76 feet to a point in the center line of the Oroville-Bangor Highway; thence along the center line of the Oroville-Bangor Highway the following courses and distances: South 56' 45' East, 50.00 feet; thence South 52° 30' East, 50.00 feet; thence South 47'� 58' East, 25.00 feet; thence South 40' 23' East, 25.00 feet; thence South 31° 42' East, 39.59 feet; thence leaving the center line of the Oroville- Bangor Highway and running along the Southeasterly line of said Lot 133, North 62e. 21' East, 144.90 feet; and North 76° 13' East, 204.80 feet; thence leaving said Southeasterly line of said Lot 133 and running North lv 37'.30" East, 851.81 feet to a point in the center line of Circle Drive in the Northwesterly boundary line of said Lot 133; thence along the center line of said Circle Drive along the arc of a curve to the right, having a radius of 1100 . feet (the long chord of which at this point bears North 74° 48" West, 99.79 feet) through an angle of 5' 12' an arc distance of IGG-00 feet to the point of beginning of this description. ki� SHEET OF NA NAME. SITUS ( 2 C LTC� ZONING City ❑ Cc UTILITIES -SITE IMPS. Electricity: Yes Gas: Public M _LPG Sanitary Swr: Public Street: Conc.OAsph. Street Lights:_ C&G: Sidewalks: BUTTE COUNTY PROPERTY RECORD n Telephone ❑ ❑ None ❑ ❑ Indiv. Dirt E] Gravel Yes ❑ No ,- Yes ❑ No Yes ❑ No SITE TOPOGRAPHY Level ❑ Rolling Other Slopes: Up L --]Down` ❑ S -S At: ❑ Above Below On View: ❑ Of: WATER GPM: Public Supplier Aerial Photo Depth: Well 0 . Ditch Year Topo Map Year Assessment Fee Number l Book Page/Block I Parcel Assessment Year 19. 2.6r_)s 19 19 19 19 19 Date 3 - 2.3-.05: Structural Imps. 1, 30 -7 Size:: Growing Imps. Appraiser _T6 5 Growing Imps. Use Code Personal Propertv Dwelling Units Building Class A 2 o elal' Bedrooms 7— Baths Baths 00 Effective Year c Area of Residence Car Shelter Yes ® No to Yes ® No ❑ Yes ❑ No ❑ Yes ❑ No ❑ Yes ❑ No ❑ Yes ❑ No ❑ Misc. Buildings Pool Yes ❑ No Yes ❑ No ❑ Yes ❑ No ❑ Yes ❑ No ❑ Yes No ❑ Yes ❑ No ❑ Phy. Char. Checked 12( Checked ❑ lChecked ❑ lChecked lChecked [, Checked MARKET DATA Comparable 1 `.. ; Comparable 2 Q. d606, Comparable 3 Sale-Date/Price PRIMARY EASE SECTION Soil Name Index Acres Base Year . 3 Avg. Soil Rating Event Date i�vE LAND REMARKS: Land z & Land Type: Lot 0 H/S Acs. Structural Imps. 1, 30 -7 Size:: Growing Imps. Description: Fixtures Personal Property Avg. Soil Rating SECONDARY EASE SECTION LAND REMARKS: Base Year z 00 5 Land Type: Lot 0 H/S Acs. Event Date , z -3 /-.o Size:: Land Description: Structural Imps. ii"' 00 Growing Imps. Fixtures Personal Propertv REMARKS / 2�3d� r 9 S/Jc�IG G�/ /�?�S, i3s//d /I. : Fy.t ,,slr"'nrC—,.� i�=:,?,�-. Viz• % sTicc a� �b �s��°� ` o CL � 6 FI ! od 7 �mc 1``*/zp J 4a"1"° t ! ? uPf i.� 7"7�� ; 'Y / !? / J6% �� . y'IPT- X7 -,"W' MX,, 1 fib! Z e p PRIMARY LAND VALUE COMPUTATION SECONDARY ASST. YEAR PRIMARY BASE YEAR LOT H/S VALUE SQ. FT./ ACRES UNIT VALUE VALUE ADDED TAXABLE VALUE ASST. YEAR SECONDARY BASE YEAR LOT/HS VALUE SQ. FT./ UNIT ACRES VALUE VALUE ADDED TAXABLE VALUE PARTIAL ASST. EXISTING OWNERSHIP CHANGE YEAR BASE YR. EXISTING VALUE PORTION RETAINED RETAINED VALUE EXT. % EXTENDED VALUE TO TRANS. DATE YEAR VALUE PORTION TRANS. TRANS. VALUE EVENT DATE VALUES LAND COMPUTATIONS X = X = X = LAND IMPROVEMENT COMPUTATIONS X = X = X = IMPS GROWING IMPROVEMENTS X = X = X = G/I LAND COMPUTATIONS X = X = X = LAND IMPROVEMENT COMPUTATIONS X = X = X = IMPS GROWING IMPROVEMENTS X = X = X = G/I LAND COMPUTATIONS X = X = X = LAND IMPROVEMENT COMPUTATIONS X = X = X = IMPS GROWING IMPROVEMENTS X = X = X = G/I Ml,ti(A: L L A Nt UUZi 5 / KUU I Ufft-Zi COMPUTATIONS Remarks: (r, Gf F,!,'v .� ADDRESS /.?- 6, �2 cL6 r1Z MISCELLANEOUS BUILDING RECORD DESCRIPTION OF BUILDINGS PARCE[.AM — 2A2 DVS SHEET OF SHEET: Bldg No _ r structure Size Found. boll Cxterior Roof Type Cover Floor Interior Detail Second Story or Loft Year Built Est Tot. Life Yrs _( /'r 6 7 %ZV_7� 'Cy 74 Y 30 0o" G _ . & SiOiA% rn8, c. G. 5 • �2 SLA Cost Zaf� R. C. N. L„ N. Unit Cost � C05P �/o Good R. C. N L. N. D. Unit CosP CosP '/a Good R C N L. N. Unit Cost Cost % Good R. C. N. L. N. D. Zo r2� �G�4o . COMPUTATION Appraiser -Date OL 34, 3-23 ag 19 19 19 19 191dg. No. �� Area Unif CosP Cost % Good R. C. N. L„ N. Unit Cost � C05P �/o Good R. C. N L. N. D. Unit CosP CosP '/a Good R C N L. N. Unit Cost Cost % Good R. C. N. L. N. D. Zo r2� �G�4o . v Narn �� Z -Ga --- / Z� Total AS 6-f- 12 -3 /-o:l /700 Appraiser- Date 19 19 /9 19 Bldg. Area o: Unit Cost �/m o R. C. N. Un t Cost wjUn, d L' C. Cost % R. C. N. Psi' f=oil - qmr, DATE 0-077 -Qet-zR66 g000 5- 7-05 tl�ts ti+ s ::�eln':1 i:W :r, t?:o+tsg^.0 AupF4 i0r.v .7 ::7 " , k - 1 .f!J�ws�SOf B1 - l.)`1 Taxol.... ,_ _ ... . _. �. _ _._._..... A}7 St1.H 024(. NOTES RESIDENTIAL 036-230-005 99-0814 PERMIT NO..-DAVIS, John & Bobbi.. _ _ _ 312 Circle Drive, Oroville Contr: Owner install fnd under ex house 079 S -7o -o06- 11 s SPECIAL CONDITIONS 11 CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER LXP I k� JOB FINALED (Date) Signature r RESIDENTIAL 036-230-005 99-0814 PERMIT NO..-DAVIS, John & Bobbi.. _ _ _ 312 Circle Drive, Oroville Contr: Owner install fnd under ex house 079 S -7o -o06- 11 s SPECIAL CONDITIONS 11 CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER LXP I k� JOB FINALED (Date) Signature V= OK 0 = Not OK ` - = Not Applicable = Not Ready MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s Zoning Requirements -Setbacks -Easements 1. Zoning Requirements -Setbacks -Easements Footings; Soils -Size -Depth -Spacing -Connectors -Steel 2. Soils; Special MH Support Sketch Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 3. Sewer; Location -Test -Fall -C/O -Concrete Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Frg-Bracing 4. Water; Location -Test -Easement Needed (Sketch) Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Carports; Windows -Doors 6. Gas; Location -Test -Wrap;-/ /" L'ft. / /'Nat. or/ /"L"ft./ /'LPG Electric 7. Well Clearance & Disconnect Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 8. Utility Clearance Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 1. 4. Electricity; MH Test -Crossovers -Breakers -Clearances 2. 5. Drain; MH Test -Fall -Flex Connector 3. 6. Water; MH.Test- Regulator -Connector 4. 7. Water and Sewer Connected -C/O to Grade -HD Approval 5. 8. Gas and Electricity Tagged 6. 9. Tie Downs -Type -Installation Can. 7. 10. Exits; Insp.-Sketch 8. 11. Cert. of Occupancy 9. 12. Permanent Foundation Only; License Decal Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosure s-Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J = OK 0 = Not OK = Not Applicable = Not Ready RESIDENTIAL (; Date Underfloor (Plans) OK except #'s Hangers -Post Caps -Anchors -Connectors 1. Zoning -Setbacks -Easements -Flood -Slope Cling. Joist-Rhr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rfng. 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth Fireplace Ties or Type A Flue -Fireplace Throat Clearance 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ r Ftg. Depth Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 4. Ftg., Porches & Decks; Soils -Steel-/ r Ftg. Depth Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 5. Stemwalls, Main; Steel-Blockouts-Wrapped Garage Fire Protection Framing 6. Stemwalls, Garage; Steel-Blockouts-Wrapped Property Line Firewall & Openings 6a. Hold Downs and Special Anchors Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 7. Slab, Steel -Wrapped Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 8. Piers -Fireplace Ftg.-Steel Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test Siding -Nailing Veneer 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 11. Water Pipe; Test -Anchors -Regulator -Service Test Glazing Area -Glass Protection -Skylights -Plastic 12. Electric Underground Shear Walls; Nailing -Bolts 13. Plenums & Ducts; Clearance -Material -Support -Ins. Brace Interior/Exterior Wall Panels 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies Insulation -Walls -Ceilings 15. Access & Ventilation Infiltration -Walls -Windows 16. Insulation Date Date Date Card B-1 Date Card B-1 Date Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s Ext. Steps -Door & Sidelight Protection -Landings 17. Water Htr.; Vent -Access -Combustion Air Baffle Smoke Detector 18. Water Pipe; Test & Anchor -Nail Protection Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection Bedroom Exiting 20. Shower Pan; Test, First Floor -Tub Access G.F.I. & Bath Fixtures & Tub Access -Spa 21. Test Tub & Shower, Second Floor -Tub Access Elec. Trim & Subpanel, Breaker Sizes & Labels 22. Gas Pipe; Sixe & Anchors Stairs & Rails 70. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s Elec. Outlets & Receptacles at Kit. Counter 23. Fixture & Transformer Clearance -Ins. Protection Garage Fire Door; Swing -Landing -Closure 24. Elec. Receptacles Spacing -Lights & Switches at Doors A.C. Duct in Garage -Damper 25. Size Boxes & No. of Conductors Stapled Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 26. Romex Installed Close to Edge of Studs & C.J. Plb., Elec. & Mech. Equip. Listed for Location 27. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water Elec. Receptacles in Garage (F.F.I.)-Romex Protection 28. 2 Appliance Circuits in Kitchen & Conductor Size GFI Insulation -Foam -Looked in Attic 29. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or At Guard Rails & Deck Construction -Post Caps 30. Range Circle / / ga Cu or AI -Oven Circ. / / ga Cu or At Insulated Neutral Q Yes ❑ No Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth 31. Service -Riser Conductors & Ground Main Disconnect Clearance Looked under Floor C) Yes 32. Equip. Clearances Panels-Motors-Mech. Equip. Following Instld./Drive J Yes :1 No/Walks Q Yes :) No/Planters ] Yes J No 33. Clothes Closet Light -Shower Light -Spa Light Stucco Brown -Finish 34. Smoke Detector A.C. Unit Disconnect, Electrical -Plumbing 85. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s Ventilation Throughout House 35. A.C. Ducts Insulation & Support Glass Protection 36. Vent Fan, Exhaust above insulation Corrections from Previous Inspections 37. Condensate Drain & Overflow, Size & Grade Gas Test -Meters Tagged, Gas -Electric 38. Furnace -Vent Access -Comb. Air -Return Air Vent 115 outlet Water & Sewer Connected -C/O to Grade -HD Approval 39. Attic Access & Platform if Furnace in Attic Energy Compliance Certificate -Other Certificates 94. Address Posted Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Date FRAMING (Permit) OK except #'s Comments at Final: 40. Sits Proper Materials & Anchors 41. Walls Studs -Nailing Spacing & Braces -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 45. Headers & Beams -Size & Bearing jingle & Duplex) Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Cling. Joist-Rhr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rfng. 48. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 51. Garage Fire Protection Framing 52. Property Line Firewall & Openings 53. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic 59. Shear Walls; Nailing -Bolts 60. Brace Interior/Exterior Wall Panels 61. Insulation -Walls -Ceilings 62. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 63. Ext. Steps -Door & Sidelight Protection -Landings 64. Smoke Detector 65. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 66. Bedroom Exiting 67. G.F.I. & Bath Fixtures & Tub Access -Spa 68. Elec. Trim & Subpanel, Breaker Sizes & Labels 69. Stairs & Rails 70. Fireplace or Stove, Clearance -Hearth 71. Elec. Outlets at Wood Panel, Int. & Ext. 72. Kit. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance 73. Elec. Outlets & Receptacles at Kit. Counter 74. Garage Fire Door; Swing -Landing -Closure 75. A.C. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 77. Plb., Elec. & Mech. Equip. Listed for Location 78. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 79. Insulation -Foam -Looked in Attic 80. Guard Rails & Deck Construction -Post Caps 81. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor C) Yes 82. Following Instld./Drive J Yes :1 No/Walks Q Yes :) No/Planters ] Yes J No 83. Stucco Brown -Finish 84. A.C. Unit Disconnect, Electrical -Plumbing 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86. Water Well, Disconnect, Electrical, Plumbing 87. Exterior Elec. Trim, G.F.I. Receptacle -Underground 88. Ventilation Throughout House 89. Glass Protection 90. Corrections from Previous Inspections 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -C/O to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates 94. Address Posted Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: 16utte count L A N D O F N A T U R A L W E A L T H AND' BEAU T Y BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530)538-2140 RE: Building Permit /t Expiration Date: 99-0814 A.P. # 4/22/00 036-23-0-005 With reference to the above subject, our records indicate that your building permit expires on the above date and your permit falls into one of the categories marked below: [ ] Permit work started, but not completed. Permit may be renewed for 1/2 the original building permit fee (plus a $20.00 filing fee). The renewal permit will extend the building permit for an additional year from the original expiration date. Should you not renew your permit within 30 days of the expiration date, all work must cease until a new building permit has been issued. For your convenience, we are enclosing a renewal application form and owner -builder form to be completed and signed by you where indicated and returned to this office together with the fee shown. Please return all copies of the application form. glxx No inspections have been made on permit work. Inspections are required to verify code compliance. We are unable to renew a permit where the work has not been started and inspected prior to permit expiration. After expiration of your permit, no work may be started until a new permit has been issued. [ ] A final inspection has not been made on permit work. Final inspection approval is required before occupancy. Our field inspector has verified that the building is occupied. Occupancy must cease until a final inspection can be made and final approval given. You have 30 days to voluntarily cease occupancy or to present an acceptable plan for abatement or corrective actions to be taken by you. If our records are in error or should you have any questions concerning this matter, please contact the OROVILLE office. Thank you for your prompt attention concerning this matter. MCV:ahb Attachments Yours very truly, 4L MicelC. V ira, C.B.O. Manager, Building Inspection Chico Office - 1469 Humboldt Rd/891-2751 Paradise Office - 747 Elliott Rd/872-6307 MARCH 24, 2000 JOHN L AND BOBBI S DAVIS 312 CIRCLE DRIVE OROVILLE, CA 95966 16utte count L A N D O F N A T U R A L W E A L T H AND' BEAU T Y BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530)538-2140 RE: Building Permit /t Expiration Date: 99-0814 A.P. # 4/22/00 036-23-0-005 With reference to the above subject, our records indicate that your building permit expires on the above date and your permit falls into one of the categories marked below: [ ] Permit work started, but not completed. Permit may be renewed for 1/2 the original building permit fee (plus a $20.00 filing fee). The renewal permit will extend the building permit for an additional year from the original expiration date. Should you not renew your permit within 30 days of the expiration date, all work must cease until a new building permit has been issued. For your convenience, we are enclosing a renewal application form and owner -builder form to be completed and signed by you where indicated and returned to this office together with the fee shown. Please return all copies of the application form. glxx No inspections have been made on permit work. Inspections are required to verify code compliance. We are unable to renew a permit where the work has not been started and inspected prior to permit expiration. After expiration of your permit, no work may be started until a new permit has been issued. [ ] A final inspection has not been made on permit work. Final inspection approval is required before occupancy. Our field inspector has verified that the building is occupied. Occupancy must cease until a final inspection can be made and final approval given. You have 30 days to voluntarily cease occupancy or to present an acceptable plan for abatement or corrective actions to be taken by you. If our records are in error or should you have any questions concerning this matter, please contact the OROVILLE office. Thank you for your prompt attention concerning this matter. MCV:ahb Attachments Yours very truly, 4L MicelC. V ira, C.B.O. Manager, Building Inspection Chico Office - 1469 Humboldt Rd/891-2751 Paradise Office - 747 Elliott Rd/872-6307 "COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev.12/96)' APPLICATION AND PERMIT W 01 1.4 ASSESSOR PARCEL NUMBER ZONING 1...15 BUILDING PERMIT OWNER DAVIS,TEWHOI1755 7 .0--. �il..r7JJ QT. SO. FT. OCC. BUILDING VALUATION 3 OOO.00 OwNJT;r RT DR. OROVILLE CA 93966 �" CONTRACTOR'S NAME Q TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ 3 (00 oo ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ g ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADDRESS a/I , r /tom i) ! Energy Plan Checking Fee $ $ PERMIT FEE $ 74,11710 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF © Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.0015.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other C"V Describe Work: �e•t �,� a poo m "T T Tfl n Fy S=_ Gay.3�i�3"LTi'�7i3rTu. sx�rs v�cYa�==—=R� _—�—+� HOUSE Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE WOW ELECTRICAL PERMIT Fling Fee 20.00 Main Service 200A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class LIC. NO. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A To ,000A 46.00 NEW CONST. DW ELNG OCCUP. ( 3,5a SO. FT. NEW CONST. MUAiLIrIC-O �S. NON-RESID. 97.50 POWER APPARATUS 8 SINGLE OUTLET CIR. Ex. Occup. OUTLET ORFDRURES 2-@ 1'0° BA L @ .50 Ex. Occup. ouriETsRED°E, 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE $ WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ I have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100),,or,less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that f I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. /� X'�� 04-1"C� Date r2�22 SignatGre of Applicant - Owner O Contractor ❑ Agent Ari OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE 4.UU TOTAL FEE $ HAZ. D. FEES IMP FLOOD CDF PARCEL HD IS_SU- V This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have PERMIT EXPIRES ON 44 ` the applicable provisions Resolutions to do work been paid. 'nz�,y ` Date Receipt No. `Lb Cb WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION • 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PE MIT NO. (Rev.12/96) APPLICATION AND PERMIT �9 W ASSESSOR PARCEL NUMBER 06-910-009 ZONING AR5 BUILDING PERMIT OWNER 3nQ15755 -SQ. FT. OCC. BUILDING VALUATION 3 000.00 DWNTTfI`t lf) ff DR. OROVILLESCA 95966 CONTRACTOR'S NAME TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Fee $ 20.00 —Filing Permit Fee $ _ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADDR �! / Energy Plan Checking Fee $ $ PERMIT FEE $ LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE SF 6 Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other Dj( Describe Work: �y�+ VT�TT�T/� 1NST*LTnnrTDA�T UPA)ER EXIFN t'NC' HOUSE 11V SC71 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 , Mobile Home S G W 920.00 PERMIT FEE $ 50.00 ELECTRICAL PERMIT Filing Fee 20.00 Main Service 2*'AORLESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.PSING License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License L!gfor the following reason: I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permitis issued. My workers' compensation insurance carrier and policy number are: Carrier Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING Occup. OR ADDNS. ( a ACC. BLDS. so 3.5¢FT, T. NOµRESID. MULTI.OUT UT ITS @7.50 a OUTLET OWELER APPARATUCIRS . OR Ex. Occup. OUTLET OR FURES 20 @ ,,� BAL p .50 Ex. Occup. OUTLEEDTSA .a.OEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE _ MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) 1�. 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X _�lllJ2, _ Date L�_�_ Si n 464pplicant -)' Owner ❑ Contractor ❑ Agent A SHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE 1 TOTAL FEE .00 $ MAZ. D. FEES IMP FLOOD CDF PARCEL HD Vcompensation This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have beenpai . _ �% . // --Sate ��'�T 1011 A-1 PERMIT EXPIRES ON Cif i `p V T (Date) Receipt No. 264826 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your Si Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is received. ; 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement: YES Pk NO 13 2, I HAVE' HAVE NOT 0 signed an application for a building permit for the proposed W6-&,,, I have contracted with the following person (firm) to provide the proposed constructiow.�,f: NAi1�1E:e- - ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO. 4. Irovide to lan p p portions of this work, but I have hired the following person to coo supervise, and provide the major work:. "� NAME: ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO. 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK.. SIGNED: PROPERTYOWNER: SOCIAL SECURITY ER: DATE: =e22, c�, c� NOTE: This Owner -Builder Verification is required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit. OVER OWNER BUILDER INFORMATION 1 Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of property. improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party oflecord 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 shduld . be aware of the following inf for your benefit and protection: ♦ If you employ r o erwise engag any persons other than your immediate family, and the work (including materials and other sts) is x300 orjt4 for the entire project, and such persons are not licensed as contractors or subcontrac rs, en you an employer. If you are an er, you register with the State and Federal Governments as an employer and you -are subject to several obligations. including state. and, federal income tax withholding, federal social security taxes, :... workers compensation insurance, disability insurance costs, and unemployment compensation contributions: ,. ♦ There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation insurance. ' ♦ For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under" li sited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contraggrs may be obtained by contracting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification' bn the reverse side of this form so that we can confirm that you . are aware of these matters. The building permit will not be issued until the verification is returned. 4Micly, l C. Vi ira, C.B.Or, Building Inspection NOTE. This Owner-Builder.Information is required by Section 19830 of the California Health and Safety Code. OVER BUILDING DIVISION COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE — OROVILLE, CALIFORNIA 95965 — TELEPHONE: (530) 538-7541 AGRICULTURAL BUILDING EXEMPTION PERMIT�h �3'D %-7 PERMIT NO. J Agricultural building is defined as follows: Agricultural building is a structure designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticultural products. This structure shall not be a place of human habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a place used by the public. ASSESSOR PARCEL NO. ZONING 7 - OWNER PHONE NO. OWNER'S ADDRESS ' g12 pl?czeet'f/ a L t &-S— LOCATION OF DUILDING �?Sqc�,'ricf/-/ OF /vv f1Ur Vg W. 20'rOF USE OF BUILDING v R /C SIZE OF STRUCTURE —'X �' _ -7 20 SQ. FT. TYPE OF CONSTRUCTION: WOOD FRAME —Z— STEEL CONCRETE OTHER (Specify) TY E OF SIDING ROQF COVERING FLOOR TYPE O"")- ESTIMATED COST OF CONSTRUCTION $Oro AG Buildings shall comply with the minimum front, side, and rear yard setback requirements of the applicable County Ordinances as follows: ,�+-� ,"`� FRONT SIDES REAR AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, 10 feet from a mobilehome, and 23 feet from a commercial building. AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a mobilehome, and 40 feet from a commercial building. I declare under penalty of perjury that the building will be used as stated about, and the purposed use confirms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Building Division and obtain any necessary permits, inspections, and approvals to comply with the requirements in effect at that time and before occupancy. 'iature of Owner Permit Fee $60.0 The above describ d AG Building is exempt from a building permit. FSO PAR L .D ROOFI ISS Receipt No. �J —L�o D ,� Hager Building Division �A �By Date White — DPW, Yellow — Assessor, Pink — B. I., Goldenrod Appli nt f. L BP# 06 d 7'7 3 Assessor's Parcel #: 07, 3QD -OoS Enclosed in the envelope are the following items: Residential or Non -Residential Construction Req. Title 24 Energy Calculations �En ineered Truss details tructural calculations _ CDF Fire Safe requirements _ Flood Elevation Certificate Special Inspection Sheet Air Quality Management Dist. Rule 207 Form ti- V CERTIFICATE OF°COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 1 ------------ Project Titl.e.......... JOHN DAVIS Date..02/08/06 16:08:35 Project Address..... .. 312 CIRCLE DR. ******* --------------------- OROVILLE *v7.10* I I Documentation Author... R.S. HUGHES ******* I Building Permit # I Endeavor Homes I I P.O. Box 1947 I Plan Check / Date I Oroville, CA 95965 I I 530-534-0300 1 Field Check/ Date I Climate Zone........... 11 --------------------- Compliance Method...... MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. --------------------------------------------=---------------------------------- ------------------------------------------------------------------------------- 1 MICROPAS7 v7.10 File-DAVIS Wth-CTZ11S05 Program -FORM CF -1R I I User#-MP1829 User -Endeavor Homes Run-DAVIS I ------------------------------------------------------------------------------- ---------------------------- ---------------------------- MICROPAS7 ENERGY USE SUMMARY = Energy Use Standard Proposed Compliance = _ (kTDV/sf-yr) ------------------------ Design --------- Design ---------- Margin = ---------- - = Space Heating.......... 32.10 32.14 -0.04 = = Space Cooling.......... 26.67 25.85 0.82 = = Water Heating.......... 19.45 17.69 1.76 - = Total 78.22 75.68 2.54 = *** Building -complies -_with -Compo -ter P_er_formance* *�** 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.......... 19 - so or oaPstruct'' neN e All K,ild' g �'-e �t�i os�'e "� :�V oa � . Slab -On -Grade Area........ Glazing Percentage......... Average Glazing U -factor... Average Glazing SHGC....... Average Ceiling Height..... Required 2179 sf Single Family Detached New Propane Front Facing 0 deg '(N) 1 2 FullYear d FU AMam p Mr 1 cf 0 11.9 % of floor area 0.5 Btu/hr-sf-F 0.61 8.1 ft BUTTE COUNTY BUILDING DIVISION APPROVED CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 2 Project Title.......... JOHN DAVIS U- Date..02/08/06 16:08:35 I MICROPAS7 v7.10 File-DAVIS Wth-CTZ11S05 Program -FORM CF -1R I I ------------------------------------------------------------------------------- User#-MP1829 User -Endeavor Homes Run-DAVIS I Frame BUILDING ZONE INFORMATION ing ------------------------- Floor # of # of Cond- Thermo- Vent Vent Verified Surface Area Volume Dwell Peop- it- stat Height Area Leakage or Zone Type (sf) (cf) Units le ioned Type (ft) (sf) Housewrap -------------- ZONE1 ----- ------ ----- ----- ------------- ---------------------- Residence 1274 10271 0.58 2.3 Yes Setback 8.0 Standard No ZONE2 ---- --- --------- Residence 905 7297 0.42 1.7 Yes Setback 8.0 Standard No OPAQUE SURFACES U- Sheath- Solar Appendix Frame Area fact -.Cavity ing Act Gains IV Location/ Surface Type (sf) or R-val R-val Azm Tilt Reference Comments. ------------ ZONE1 ----- ---- ----- ----- ----- --- ---- --- --------- -------------- 1 Wall Wood 213 0.074 19 0 0 90 Yes IV.9 A5 2 Wall) Wood 7 0.074 19 0 45 90 Yes IV.9 A5 3 Wall Wood 7 0.074 19 0 -315 90 Yes IV.9 A5 4 Door Other 40 0.500 0 0 0 90 Yes IV.S A4 5 Wall Wood 40 0.074 19 0 0 90 Yes IV.9 A5 6 Wall Wood 206 0.074 19 0 90 90 No IV.9 AS 7 Door Other 20 0.500 0 0 90 90 No IV.5 A4 8 Wall Wood 12 0.074 19 0 90 90 Yes IV.9 A5 9 Wall Wood 80 0.074 19 0 90 90 Yes IV.9 A5 10 Wall Wood 126 0.074 19 0 180 90 Yes IV.9 A5 11 Wall Wood 169 0.074 19 0 180 90 Yes IV.9 A5 12 Wall Wood 186 0.074 19 0 270 90 Yes IV.9 A5 13 Wall Wood 80 0.074 19 0 270 90 Yes IV.9 A5 18 Roof Wood 365 0.032 30 0 n/a 0 Yes IV.1 A7 20 Floor Wood 1274 0.037 19 0 n/a 0 No IV.20 A4 ZONE2 14 Wall Wood 198 0.074 19 0 0 90 Yes IV.9 A5 15 Wall Wood 296 0.074 19 0 90 90 Yes IV.9 A5 16 Wall Wood 192 0.074 19 0 180 90 Yes IV.9 A5 17 Wall Wood 280 0.074 19 0 270 90 Yes IV.9 AS 19 Roof Wood 937 0.032 30 0 n/a 0 Yes IV.1 A7 21 Floor Wood 14 0.037 19 0 n/a 0 No IV.20 A4 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 3 ----------------- - Project Title.......... JOHN DAVIS Date..02/08/06 16:08:35 MICROPAS7 v7.10 File-DAVIS Wth-CTZ11S05 Program -FORM CF -1R I User#-MP1829 User -Endeavor Homes Run-DAVIS I ------------------------------------------------------------------------------- FENESTRATION SURFACES --------------------- Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments ------------------ ----- ----- ----- --- ------------ ------------------------ ZONE1 1 Wind Front (N) 16.0 0.500 0.610 0 90 Standard Fl/Vinyl/Wood Operable 2 Wind Front (N) 27.0 0.500 0.610 0 90 Standard F2/Vinyl/Wood Operable 3 Wind Front (N) 16.0 0.500 0.610 0 90 Standard F3/Vinyl/Wood Operable 4 Wind Front (NE) 16.0 0.500 0.610 45 90 Standard F1A/Vinyl/Wood Operable 5 Wind Right (NW) 16.0 0.500 0.610 315 90 Standard F2A/Vinyl/Wood Operable 6 Wind Back (S) 6.0 0.500 0.610 180 90 Standard B1/Vinyl/Wood Operable 7 Door Back (S) 12.0 0.500 0.610 180 90 Standard B2/Vinyl/Wood Patio Door 8 Wind Back (S) 16.0 0.500 0.610 180. 90 Standard B3/Vinyl/Wood Operable 9 Wind Back (S) 15.0 0.500 0.610 180 90 Standard B4/Vinyl/Wood Operable 10 Wind Right (W) 15.0 0.500 0.610 270 90 Standard R1/Vinyl/Wood Operable 11 Wind Right (W) 15.0 0.500 0.610 270 90 Standard R2/Vinyl/Wood Operable ZONE2 12 Wind Front (N) 7.0 0.500 0.610 0 90 Standard F1B/Vinyl/Wood Operable 13 Wind Front (N) 20.0 0.500 0.610 0 90 Standard F2B/Vinyl/Wood Operable 14 Wind Front (N) 7.0 0.500 0.610 0 90 Standard F3B/Vinyl/Wood Operable 15 Wind Back (S) 20.0 0.500 0.610 180 90 Standard B1B/Vinyl/Wood Operable 16 Wind Back (S) 20.0 0.500 0.610 180 90 Standard B2B/Vinyl/Wood Operable 17 Wind Right (W) 8.0 0.500 0.610 270 90 Standard R1B/Vinyl/Wood Operable 18 Wind Right (W) 8.0 0.500 0.610 270 90 Standard R2B/Vinyl/Wood Operable OVERHANGS ---Window--- ------------Overhang------------ Area Left Right Surface (sf) Width Height Depth Height Extension Extension ----------- ----- ----- ------ ----- ------------------------ ZONE1 1 Window 16.0 4.0 4.0 6.0 .5 n/a n/a 2 Window 27.0 6.0 4.5 6.0 .5 n/a n/a 3 Window 16.0 4.0 4.0 6.0 .5 n/a n/a 4 Window 16.0 1.5 4.0 3.0 .5 n/a n/a 5 Window 16.0 1.5 4.0 15.0 .5 n/a n/a 6 Window 6.0 2.0 3.0 6.0 .5 n/a n/a 7 Door 12.0 4.0 3.0 8.0 .5 n/a n/a 8 Window 16.0 2.5 6.75 8.0 .5 n/a n/a 9 Window 15.0 3.0 5.0 6.0 .5 n/a n/a 10 Window 15.0 3.0 5.0 6.0 .5 n/a n/a 11 Window 15.0 3.0 5.0 6.0 .5 n/a n/a ZONE2 12 Window 7.0 2.0 3.5 2.0 .5 n/a n/a 14 Window 7.0 2.0 3.5 2.0 .5 n/a n/a 15 Window 20.0 5.0 4.0 2.0 .5 n/a n/a 16 Window 20.0 5.0 4.0 2.0 .5 n/a n/a CERTIFICATE OF COMPLIANCE,: RESIDENTIAL COMPUTER METHOD CF -1R Page 4 ------------------------------ Project Title.......... JOHN DAVIS Date..02/08/06 16:08:35 MICROPAS7 v7.10 File-DAVIS Wth-CTZ11S05 Program -FORM CF -1R I User#-MP1829 User -Endeavor Homes Run-DAVIS I ------------------------------------------------------------------------------- HVAC SYSTEMS ------------ 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) ----------------------------------------------------- ZONE1 Furnace 21777 n/a n/a n/a ACPackage n/a 15780 19043 n/a ZONE2 Furnace 14486 n/a n/a n/a ACSplit n/a 11243 13568 n/a ----------------------------------------------------- Total 36263 27023 32611 n/a Sizing Location............ OROVILLE RS Winter Outside Design...... 25 F Winter Inside Design....... 70 F Summer Outside Design...... 102 F Summer Inside Design....... 75 F Summer Range ............... 37 F DUCT SYSTEMS ------------ Verified Verified Verified System Duct Duct Duct Surface Buried Type Location R -value Leakage Area Ducts ------------------------------------------------------- ZONE1 Furnace Crawlspace R-4.2 Yes No No ACPackage Crawlspace R-4.2 Yes No No ZONE2 Furnace Attic R-4.2 Yes No No ACSplit Attic R-4.2 Yes No No 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 -------- ------------ ZONE1 ------- ----------- ----- ------------- Furnace 1 0.800 AFUE n/a n/a n/a n/a n/a ACPackage 1 13.00 SEER No No No No No ZONE2 Furnace 1 0.800 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) ----------------------------------------------------- ZONE1 Furnace 21777 n/a n/a n/a ACPackage n/a 15780 19043 n/a ZONE2 Furnace 14486 n/a n/a n/a ACSplit n/a 11243 13568 n/a ----------------------------------------------------- Total 36263 27023 32611 n/a Sizing Location............ OROVILLE RS Winter Outside Design...... 25 F Winter Inside Design....... 70 F Summer Outside Design...... 102 F Summer Inside Design....... 75 F Summer Range ............... 37 F DUCT SYSTEMS ------------ Verified Verified Verified System Duct Duct Duct Surface Buried Type Location R -value Leakage Area Ducts ------------------------------------------------------- ZONE1 Furnace Crawlspace R-4.2 Yes No No ACPackage Crawlspace R-4.2 Yes No No ZONE2 Furnace Attic R-4.2 Yes No No ACSplit Attic R-4.2 Yes No No CERTIFICATE OF -COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 5 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Project Title.......... JOHN DAVIS Date..02/08/06 16:08:35 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- I MICROPAS7 v7.10 File-DAVIS Wth-CTZ11S05 Program -FORM CF -1R I User#-MP1829 User -Endeavor Homes Run-DAVIS I ------------------------------------------------------------------------------- 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 0.63 40 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. This building incorporates HERS verified non-standard Duct Location. This building incorporates HERS verified'Ducts in a Crawlspace or Basement Location. 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. This building incorporates HERS verified non-standard Duct Location. This building incorporates HERS verified Ducts in a Crawlspace or Basement Location. All supply registers must be within 2 ft of floor. This building incorporates Ducts in a Crawlspace or Basement Location The local enforcement agency may waive HERS verification for these locations. CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 6 Project Title.......... JOHN DAVIS Date..02/08/06 16:08:35 MICROPAS7 v7.10 File-DAVIS Wth-CTZ11S05 Program-FORM CF-1R I User#-MP1829 User-Endeavor Homes Run-DAVIS I ------------------------------------------------------------------------------- REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features specifications needed to comply with Title -24, Parts 1 California Code of Regulations, and the administrative implement them. This certificate has been signed by the overall design responsibility. DESIGNER or OWNER Name.... JOHN DAVIS Company. OWNER/BUILDER Address. Phone... License. Signed.. (date) ENFORCEMENT AGENCY Name.... Title... Agency..., Phone... Signed.. (date) and performance and 6 of the regulations to individual with DOCUMENTATION AUTHOR Name.... R.S. HUGHES Company. Endeavor Homes Address. P.O. Box 1947 Oroville, CA 95965 Phone... 530-534-0300 Signed.. )_ 5— (date) MANDATORY MEASURES CHECKLIST: RESIDENTIAL Project Title.......... Project Address........ Documentation Author.. Climate Zone........... Compliance Method...... JOHN DAVIS 312 CIRCLE DR. OROVILLE R.S. HUGHES Endeavor Homes P.O. Box 1947 Oroville, CA- 95965 530-534-0300 11 MF -1R Page 1 Date..02/08/06 16:08:35 ******* --------------------- *v7. 10* 1 ******* I Building Permit # Plan Check / Date I Field Check/ Date I --------------------- MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. --------------------=---------------------------------- MICROPAS7 v7.10 File-DAVIS Wth-CTZ11S05 Program -FORM MF -1R User#-MP1829 User-Endeavor.Homes Run-DAVIS Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supersede the items marked with an asterisk (*). When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES n/a *150(a): Minimum R-19 insulation in wood framed ceiling or iU 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 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 150(8): 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 0.30, water vapor permeance rate no greater than 2.0 perm/inch 118: Insulation specified or installed meets insulation qualitv 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 De- En- sign- force- er ment MANDATORY MEASURES ------------------------------------------------------------------------------- CHECKLIST: RESIDENTIAL MF -1R Page 2 ------------------------------------------------------------------------------- Project Title.......... JOHN ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- DAVIS Date..02/08/06 16:08:35 MICROPAS7 v7.10 File-DAVIS Wth-CTZ11S05 Program -FORM MF -1R User#-MP1829 User -Endeavor Homes Run-DAVIS ------------------------------------ ----- label with certified U -factor, certified Solar Heat Gain J 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 15 -A B or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of recirculating sections of hot water pipes shall be insulated to Table 150B 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source , and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A 4. Steam hydronic heating systems or hot water systems >15 psi meet requirements of Table 123-A 5 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 entirel in conditioned space 7. Solar water -heating systems/collectors are certified by tl� Solar Rating and Certification Corporation *150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, De- En- sign- force er ment 1�1 MANDATORY MEASURES ------------------------------------------------------------------------------- CHECKLIST: RESIDENTIAL MF -1R Page 3 ------------------------------------------------------------------------------- Project Title.......... JOHN ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- DAVIS Date..02/08/06 16:08:35 MICROPAS7 v7.10 File-DAVIS Wth-CTZ11S05 Program -FORM MF -1R User#-MP1829 User -Endeavor Homes Run-DAVIS 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 %I and either mesh or tape shall be used �1 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts 3. Joints and seams of duct systems and their components shall not be sealed with cloth backed rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands 4. Exhaust fan systems have back draft or automatic dampers 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers 6. Protection of Insulation. Insulation shall be protected from damage due to sunlight, moisture, equipment mainten- ance and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material 7. Flexible ducts cannot have porous inner cores 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the heater, weatherproof operating instructions, no electric resistance heating and no pilot light 2. System is installed with: a. At least 36 inches of pipe between filter and heater for future solar heating b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch 115: Gas-fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) 118(1): Cool Roof material meets specified criteria RESIDENTIAL LIGHTING MEASURES De- En- sign- force n/a er ment 150(k)l: HIGH EFFICACY LUMINAIRES OTHER.THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, and do not contain a medium screw base socket (E24/E26). Ballast for lamps 13 watts or greater are electronic MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 4 Project Title.......... JOHN DAVIS Date..02/08/06 16:08:35 I MICROPAS7 v7.10 File-DAVIS Wth-CTZ11S05 Program -FORM MF -1R I I User#-MP1829 User -Endeavor Homes Run-DAVIS I ----------------------------------------------------------------------- and have an output frequency no less than 20 kHz ----- 150(k)l: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, luminaire has factory installed HID ballast 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50 percent of the wattage, as determined in Sec. 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires OR are controlled by an occupant sensor(s) certified to comply with Section 119(d) that does not turn on automatically or have an always on option 150(k)4: Permanently installed luminaires located other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft2), OR are controlled by a dimmer switch OR are controlled by an occupant sensor(s) that complies with Section 119(d) that does not turn on automatically or have an always on option 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are certified air tight to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy luminaires (not in- cluding lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d) 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sec. 130, 132, and 147. Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Sec. 130, 131, and 146 150(k)8: Permanently installed lighting in the enclosed, non - dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires OR are controlled by an occupant sensor(s) certified to comply with Section 119(d) US US ENGI EERIN Civil Engineering -&-Design. PO Box 5115 Chico, CA 95927 Phone: (530) 521-2648 Fax: (530) 343-5320 eda@ausmusengineering:com CA Civil 65286 Exp. 09/30/07 Engineering. Calculations Project Name: Davis Residence Job No: 06-18' Site Information 312 CIRCLE DR. OROVILLE, CA-. Owner Information: JOHN & BOBBI DAVIS Designer Information: Endeavor Homes Oroville, CA 95965 (530)534-0300 Q ftOF ESS./O�q . O�vGLA s 9 6?. y' No. 65286 09-30-2007 OIV1� lF OF CA\-\F�� 3/26/2006 o,6-077-3 BUTTE COUNTY BUILDING DIVISION APPROVED GENERAL NOTES Notes:, - For these calculations, north is always assumed in the direction of the top of the page. See plans for actual north direction. Assumptions: Seismic Response Coefficient (R) = 5.5 Forbearing wall system light framed wall sheathed with wood structural panels Seismic Response Coefficient (R) = 2 For bearing wall system light framed wall sheathed with other material Units: Symbols: ft foot, feet A Area sgft square feet Ag Gross cross-sectional area in inch A1Bt Net Area sgin square inch b Length of shearwall parallel to lateral force; distance between chords (ft.) k .1000 pounds b Width of horizontal diaphragm (ft.) ksi kips per square inch b Width'of rectangular beam cross section (in.) lbs pounds Co Load duration factor mph miles per hour Dr Roof Dead Load . pcf pounds per cubic foot DW Wall Dead Load ; plf, , poumds per lineal foot psf pounds per square foot psi pound per square inch sec seconds Abbreviations: ASD Allowable stress design O.C. On Center A:B. Anchor Bolt OSB Oriented Strand Board b Width of diaphragm or shearwall OTM . Overturning Moment b.n. Boundary Nail PL Plate CF Chord Force PSL Parallel Strand Lumber D Dead Load r element story shear ratio ' e.n. End -Nail Req. Required. Fd Drag Force RM Resisting Moment f.n. Field.Nail T&G Tongue.& Groove FS Factor of Safety Trib Tributary H. Height. S. Snow. load. HD. Holdown V Shear L Length v Unit Shear min Minimum W Weight w uniform beam or diaphragm load ' References: Specifications: Al . Live Load Deflection Uniform Building Code Floor U360 Roof U360 Design of Wood Structures; 5th Edition f9 Load Duration Donald E: Bryer, P.E. 2 month duration for snow load McGraw-Hill 7 day duration for roof live load 1100 for floor live -load 2001 National Design Specifications (NDS) 1;15 for snow 1.25 for roof live load . 1:33 forwind & Earthquake IW = 1,0 Wind Importance Factor Definitions: ;L = 1.0 Height Exposure Factor . Transverse lateral force: force parallel to the short dimension Longitudinal lateral force: force parallel to the long dimension Of FISMIC LOADS: Structural System #1 N ZONE = Zone 3 Wood Structural Panels I v IMPORTANCE FACTOR = Standard O=panq BASIC LOAD COMBO FOR ALLOW STRESS DESIGN (30-1) E = p Eh + E„ = 1.0 Eh (But Need Not Exceed) D+E11.4 = VIIIA V = 2:5 Ca'I 11:4'R rE-DATA 0:117' W' Y � +Y3S*'?•JI3'R1Y,E?257{'s.''�iue''..�i'�'ni°. £`,+�.n.EM BASIC LATERAL SYSTEM- = atoMer9ulld�ngs EAW MAX. OVERALL HEIGHT (h„) _k ;18.3,{F ? FT. T = Ct (h„)au = 0.176 Eq. (30-8) DISTANCE TO SOURCE (N,). _ F>=10km v = 1.00 DISTANCE TO SOURCE (Nv) = >=15n = 1.00 SEISMIC SOURCE TYPE a Table 16-U SOIL PROFILE TYPE = 50 . Table 161 SEISMIC COEFFICIENT - C. = 0.36 NIS SEISMIC COEFFICIENT - C„ = 0.54 = wood Structural Panels EDA 3/26/2006 AUSMUSEN&INEERIN6 9;y�, gn STyRUCTURALSYSTEMS T 46LE 4 Structural System #1 N Lateral Force Resisting Sys (R) = Wood Struuural Panels I V Wood Structural Panels I v NIS- Govern9 EIW Governs Structural System #1 V= (Cv 1 W)1(1.4 R T) 0.393 W 0.393 W (But Need Not Exceed) 0.12 0.12 V = 2:5 Ca'I 11:4'R 0:117' IN 0:117' W' Y � +Y3S*'?•JI3'R1Y,E?257{'s.''�iue''..�i'�'ni°. £`,+�.n.EM Structural System #2 EAW Lateral Force Resisting Sys (R) = wood Structural Panels wood Strvaural Panels NIS Governs EMI Governs Structural System #2 V = (Cv I W) / (1.4 R T) 0.393 W 0.393 W (But Need Not Exceed) 0.12 0.12 V=2.6(Cal / 1.4R . — 0.117. Of 0.117 W •ray-.y^wr a`P: '?n"_. a ;•-��'.c'r. .r�, x?� Structural System #3f NIS EIW Lateral force Resisting Sys (R) = wood Structural Panels wood Strucwral Panels WS Governs EfW Governs Structural' System #3 V = (Cv I W) 1(1.4 R T) = 0.393 W 0.393 W (But Need Not Exceed) 0.12 0.12 V =u'�2.5 Ca I- /' 1:4 R)- — OA17 W' 0.1117' Of �y Structural System #4 NIS' EM Lateral Force Resisting Sys (R) = Wood Structural Panels Wood Structural Panels NIS Governs E/W Governs Structural System IN V = (Cv I W) / (1.4 R T) = 0.393 W 0.393 W. (But Need Not Exceed) 0.12 0.12 V=2.5 Cal M 11.4R = 0.117 W 0.117 w Davis Block 1:of-2:xls LOADS Wood Pane) Siding 31W Sheathing WALL LOADS: 3/26/2006 ROOF -DEAD LOAD m- Total Compositlon Roofing -V = 4.0 PSF ROOF FRAMING r ' n 2 _r r a3' PSF 5B �SHEATMING xY ARS °o* vPSF 5/8 GYPSUM GOADS s i r3 PSF MISCELLANEOUS c� t ` ` rcf 1 PSF PSF. SUB -TOTAL - 14.0 PSF SLOPE CORRECTION "X:12" 6'i0w 1.12 PSF MISCELLANEOUS = %jz:<e 23;' PSF ROOF DEAD LOAD: = 18:0 PSF v -,e ROOF SNOW LOAD: _ �+z'z=1 R�;'�20 PSF ROOF LIVE LOAD: = 16.0 PSF ADDITIONAL SNOW LOAD'TO'SEISMIC'PER 1630:1143' PSF TYPICAL FLOOR DEAD LOAD 2.3 PSF ' FLOORkCOVERINGr yas M i 51;0` . PSF. 1.1 PSF SEfEATHING 'z` } r}cri 2 3 PSF PSF FRAIMING�4� i�y < i} ��� 13 2 PSF �iifk d Of5 PSF INSULATION {i PSF CEILING } �{ r i� is i C3 1'; PSF PSF PSF = 9.0 'PSF FLOOR DEAD LOAD: _ 15.0 PSF FLOOR LIVE LOAD: 40.0 PSF DECKS OR BALCONYS PSF �&%IAIMINGI�,,Vj ? A+ .PSF ELLA US �1?F Y`rae $2 0 PSF sapart zre4�sr': ati' c' 'PSF t,?•en,.w..y<.�. ,. .>%(.wT-..,.. rJr�, 5Y. ,.a.z;. PSF PSF DECK DEAD LOAD = 7.0 PSF 10.0 PSF DECK LIVE LOAD ?;-,.-; i=,40#0: PSF SOILS REPORT NooeSP:,Fovlded:' Assume =dde`Mmiiiium DATE OF REPORT GEOTECHNICAL ENGINEER: Not APRlieafileF use,8odbTrhi irntirns"aJ PSF' BASIC BEARING PRESSURE zsr i000 PSF EQUIV. FLUID PRESSURE t$« `30Q. PCF PADS & CONT. FNDT. - Oa ;iP .1'+000; PSF 16.2 INCREASE FOR WIDTH = 20.0 %. PSF, INCREASE FOR DEPTH 20.0 % MAX. SOIL PRESSURE - Qa = 1,600.0 PSF ALLOWPASSIVEPRESSURE ALLOW SOIL.FRICTION- 1` 0'0 'k?0 PCF = rtir s, 3` . WIND LOADS: DESIGN WIND VELOCITY MPH' qa 16.4 PSF Cq C - h<15 Fl. = 0.62 Cs -15 Ft.<.h< 20 Ft: 0.67 Cs -20 Ft.< h< 25 Ft. = 0.72 Cs -25 Ft.< h< 30 Ft. = 0.76 Cs 30 Ft.< h< 40 Ft. = 0.84 DATE OF REPORT 13.2 - PSF' ISOLATED FOUNDATIONS zsr i000 PSF EQUIV. FLUID PRESSURE t$« `30Q. PCF EXPOSUREB IMPORTANCE FACTOR P = C. C, q,1. (0-15 Ft.) = 13.2 - PSF' P = C, Cq % IW (15-20.Ft.). = 14.3 PSF P = C. Cq qa I„, (20-25 Ft.) = 15.4 PSF P = C. Co qa IW (25.30 Ft.) = 16.2 PSF P = C. Ca qa Iw (30-40 Ft.) = 17.9 PSF, AUSMUS ENGINEERING EDA of2:x1...LOADS. STRUCTURAL A�267 OPUMBER 1 Of 2 AUSMUS ENGINEERIN Block Desc ip6on- GARAGE AREA BOUNDED-BY-WALLINES"T-3-A-C- Stories = 0 F, ws. = 0.0000 Ft = 0 when T<0.7 .F, Vw = 0.0000 Ft = 0 when T<0:7 Story Dead Load- Calculator Hruor -hire Plate Height Ft. Area 1 Load Type Area 2 Load Type W AT„ai s:f. S1 Ib. s.f. Sq..Ft. Roof Load 19,663 856..7 . Ft 856.7 Sq..Ft. None � None � 0 0 None � None �. 0 0 9 Note: Dead loads assume the weight o partitions (exterior and interior) 0 5-psf at top level Vertical Distribution of Forces -(Eq: 30-15) Diaphragm -Force -Distribution an 10-ps at floor Wx hx wxhx %wxhx F. (N/S) F. ((ENV) F,,(N/S) fo (WS) Fa (EAN) fo (ENV) Lb. Ft. (Ft -Lb.) Lb. Lb. Lb. psf Lb. psf Hroof - h (ft) 19,663 9 176 970.47 100% 2,298 2.298 Lb. 2298 2.7 2298 2.7 0 0 0:00 0% 0' 0 Lb. 0 0.0 0 0.0 0 0 0.00 0% 0 0 Lb. 0 0.0 0 0.0 SUM: 19,663 1:77E+OS 2;298 2298 Lb. EDA Davis Block 1' of 2:xls SEISMIC an 10-ps at floor level Davis Block 1' of 2:xls SEISMIC EDA c EDA 1 �.,3�{��; ,..n?w�x. . 5•..a$�:2<FZ( Y+* b t �l�va A^,�•, r �.. , �., S, :.,:S F, ,. u; ::�,�e i,:. .''��e�,^'.sE. h'", stir-�"i n tv .. �,.a'... ;. �� '%F'?E3t ,55... .,. £sVROONMEVEL, BLOCIZ �.r�-.:";F.L . ,. ,r ,,.v-a✓x�t. H ,3. to ...�.,.. 1,.to'2Z ` 2 tot3 3 4�t a, td01 4 to 5st` [xi bfto 6 H 6 tot? 'sx 7 to'B T•+i t: `4x r J ., �F tk.'x „u a%•., .r.?['._... ✓. Y •...✓. t 'is: T', , yA i� ..:.nry ... `S .. 1.,-[ ..:Ii..ii I IM.K ... i..F d Y. [l' H „ Jrti F. f21 00, t.. ,[" 7 40:..,:x'4„��t, ._,� U �,''`,; :.:.ra 2 - SFI. {IaC..J�” as > ., s a '+�5 s dl:t:to_j'2S$y, :•'•ab 4 .-+:^"�.,: .w l4r„,Fy 3°_"..n`¢?... .n� ,�'y" ;• 1�.i :�.fi+. fi .. i + n. �s ,.n. .. . y S F ii:i, � �,.-°{ky?tan`n.xk�f r..r Total Length - 28.4 ' t• . �'-'.m�n'k•-'s* .c.�i 8hearwat�SDaoln9zfR1: . s....,, ksuilding Ueometry Full Dap reg_ Dep Net Diaphragm Depth R StoHeight (plat to late R 2.7 619.5 2..7 } 303.4 �' k-r:iS+-�i, f )} „ta,6#c� WO `o ;b:.f �1c.,.'�,v..�. x�a!s Sy"��4r,•at,, . t Total Area 922.9 Diaphragm Shear f (sf) SEIS Diaphragm Area A (so ' Distance Uni.f.om Load' 11 14 ro(fl) 0.82 0.27 .. Diaphragm Aspect Ratio Seismic Lateral Load - vd (plf) 33 15 .• .. Fla! (EY.,s1 J 9 Si +' Height from top plate to roof peak (R) x..'8 7 �. �9 ,�.,, n9 7th,,, 9 'fit ;';paG;, w 'i'a`. ^t �i-•'yyE s r r^ '+- - > >n X , t a. ., e . e eDg t m n to roo Mae WTI jp ''hh.a '1 'r.�a* • , Wind• Unit Shear P10 78. 33 78 Wind 26 15 26 Wi n t' - .. - Seismic Unit Shear p Governing Force' p f)hd Governing Force ' �s 1� r Blocked Diaphragm Deflection Analysts s wr r 1. Simple Span Beam Deflection � ..,,,tt want .c.,,.:�e.._sw .. x..... , f,,,,..,c� a ,}:z ? Enter Grade of Chord Material STUD STUD STUD w SIUD SND STUD 5'TUD S1•I1D S>•I1D Elastic Modulus of - E (psi)1.40E+06 1 1 1.40E+06' 1.40E+06 1.40 E +O6 140 W6 i - erChord EnterChordMatenal � 1-11- � 2x6 � 2x6 � 2x6 � 7x6 v 12.6 v 2x9 � 2x4 L- 1 � _ I Area of Chord- Ah. m 8.25 8:25- 8.25 8.25-:. 8.25 8.25 - 8.25• 5.25 5.25 0:002 0:000 • 1 -SvL°/BEAb (in) II. Shear Deformation '' • - i ' Type of -Plywood Used &Mrir.Glue atew Ghre emat GIM Bdebr GNs Fx1aMr.GWe Fxtepr Glue Broedor GNe V I INMerGlue V I Ddebr Gh. IF a Phwood Shearing Modulus - G St -90i0co 90000 90 000 90 000 90000' ' 90000 90,000 90000 90 000 • Thickness & Grade of Plywood 1/Y odw1-1.x— w- Oche 1/Y ower 1/2' Otlle 1/2' OMe i/2.OBur 1/2' otos �' 1/2' Odrer Effective Thickness— tm 0.298 0.298 0.298 - 0.298 0.298 0.298 0.298 0.298 0.298 0.015 0.002'. .. - . vU(4Gt)• (in):' III. Nail Slippage and. Bending Size of Common Nall Used ad C_a BO r�Mn JVqedCoMmW I I ad comm_ _ V 8d Common I V 11 8d Comm_ JVJWCommon t ed C-- t ad Common Nail Edge $ acin 6/121 v 6/12 6/12 6/12 6/12 6/12 6/12 4/12 6/12 M Load per nail Lb per nail 39 13 Seasoned Lumber Day/Dry . DnNn Dry/Dr1' 1 1, Dry/Dry JI IF 11 Dry/Dry I v I Dry/Dry Dry/Dry Dn'/Dry DrylDrr y 0.188L(e„) (in) 0.019 0.007 1 IV. Chord Slippage - - assumes that 1/2 the diameter of a 16d nail (1/32) at midspan - ' 2:4Ji / 2b (in) 0.013 0.004 ` 0:049 0:613 0.121 0.032 Rigid Diaphragm Deflection'(1n) Flexible Diap: Deflection (in) Allowable Story Drift 0.005h (m)', 0.5 0.5 4 1 Rigid Rigid N • • • e 3/26/2006 _ AUSMUS ENGINEERING 0.1881-(%) (in), 0.023' a - M Chord Slippage . . a , ' assumes that 12 the diameter of a 16d nail (1/32') at midspan EA�X / 2b in 0.018 liar L r rcTr t 2' a "v ' �`• rzi«<te; s 'k 4trs. L sa a'r ,�r rr� -.tx - x :gnu ?� , %e r fBEAbhtU(4Gt)+0^788L(e�)+EAa(/ 2b„ Ya s y Y,k fJ Rigid Diaphragm Deflection (in) 0.072 Flexlble-Diaphragm Deflecf.(in) T 0:179 Allowable Story.DdRA>006h (in). 0.6. RI Id + ' l s EDA bovs.c.of�2.x 4 i86kl ls l HORIZ DIAP E -W i tir-Y�,`�~x�.�Dtaphragm-Deflectlon^Ca�cu(aUons,"'^,�.y."m�T,�,r°`t . "N, L}-rakf4S rROOFLEUELa, W ta.1 I , 1 • r s 5 <, '. .... .. 35 Y N' A- t ufl, .� ' '� JM 3 Via' ..] _ ^y. >f- 3'3.•ii'�<K j ... T.: .m. ,� IsA'slY..'i: a 'E`," �•,. .nvF.'.�'.Y:'. .«a x:, ,a al .s ,..... T... <.-..0 sL lC(' r..Y7'A..,. �� k �h... ai S"! � t nl ' - • - Total Length s� a%- Spa'�iii50M OWN W2660R v rW wffl� ��,: s > �> � ?�-�..� �,`;:.,ic,a.nti'��'.� � S:B,.:�2.:z�k`.�s� ���urt{'?5::i.�; 26.6 ;x•:�, mx Kw Building.Geometry, Full Diaphragm Deth ft •_o . t k4 .eh3 c.rbt.-. i Y'�� ' y r kf rrn - 1Mti } �i zr't i si>r` { Net Dia hram Depth(it) 54 `'}A !u 22.0 s L✓ tiu&f - - lurt''�., y tnr �-. s q l ail..,i r �� i ` y� i� Gt r rr r, w s c 7v i�l� ?i, M �' k" Q3 `�y Sto Hei ht late to late ft }S� kfriy ?d �sY Y•q Y� '.. ` ':�.i!, .xw �+'� a:. F`;. ..Y> a: ,.: vi+X, ".kY F� JIM Diaphragm Shear f, (pso 2.7 - Total Area Diaphragm Area A s -. - 790:6' - 790:6, Distance to Center of Uniform Load �3 - from origin (ft) Diaphragm Aspect Ratio ' 1.16 Un'dorn Lateral Load - vd (pff) 48 k' �;r n. Height from top plate to roof peak (ft) ''f.°, `'l• s.;,. 'a°r'S:Y'•,.`�ri, u`:,.ea`i..r v' : '`m1ai>r,�`,'.4..3.. ,+rk.;,�,:� .:5:.,.,«�`aS..; z?..s _3..z.....a& ,�`� �':ze`. _ a':.:�; xn 'Height from fndttoroof plate (it),- '9- - V11 /1,: e �ml C thea . o^ s . �i�.,. 3r - a .,:, f I. Kind Pressure (pa) - 109 Seismic Force (plf) 48 •. _ ! Governing Force (plf) 109 Governingforce Wind a . �t re� �B1Dg�fl Simple Span Beam Deflection x AMI, }�� a's Y Enter Grade of Chord Material STUD . STUD . STUD . SND . STUD . STUD . STUD I W I STUD STUD Elastic Modolus of Chord - E(psi) 1.40E+06 1.40E+06 1.40E+06 1.40E+06 1.40E+06 1.40E+06 1.40E+06 1.40E+06' 1.40E+06 Enter Chord Material 2x6 . 2x6 . 2x6. .2x6 . 2x6 . 8x6 1.12.6 W12.6 - . I 2x6 - . Area of Chord - Ash In 8.26 8.26 - 8.26 8.26 8.26 8.26 8.26 8.26 , 8.26 6vL I8EAb (In) 0:004 , II: Shear Deformation - ,- Type of Plywood Used- •(psi) FxWtr Me j . Exteftor Glue . Futalor Glue v Uteft GbR'j . 5drrlor GWe . E xteJlor GbM j . EvtE W Glue I W ExWrlar Glue. I E'c a Glue v PI d Shearing Modulus - G 90.0009000 90 000 90 000 90 000 90,000 90 000 90 000 90 000 Thickness 8 Grade of P od A 1R• Other 1R' Gdw1 1/r Otl er 1R' otrcer� 1R otner iR' ONer 1R Otlwi 1R' Otl er " 1R• 09&0 e Effective Thickness - t (in). 0.298. 0.298 0.298 0.298 0.298 0.298 0.2W 0.298 0.298 vL/(4Gt) "(In) 0.026 Ill. Nail Slippage and Bending Size.of Common Nail. Used. ad Common . ad Conurmn IvniklComm I W I 8d common I rron I tad Cannan I IV I ad Cornmort . ad Conuron . " Nall Edge Spacing . 6µ2 .6/12 6/12 6/12 Load per nail Lb per nail _ 66 Seasoned Lumber @y/Dry - Dry/Dry Dry/My I DrylDly . Dry/bry . DglDry • My/Dry • Dry/Dry. 1), . 0.1881-(%) (in), 0.023' a - M Chord Slippage . . a , ' assumes that 12 the diameter of a 16d nail (1/32') at midspan EA�X / 2b in 0.018 liar L r rcTr t 2' a "v ' �`• rzi«<te; s 'k 4trs. L sa a'r ,�r rr� -.tx - x :gnu ?� , %e r fBEAbhtU(4Gt)+0^788L(e�)+EAa(/ 2b„ Ya s y Y,k fJ Rigid Diaphragm Deflection (in) 0.072 Flexlble-Diaphragm Deflecf.(in) T 0:179 Allowable Story.DdRA>006h (in). 0.6. RI Id + ' l s EDA bovs.c.of�2.x 4 i86kl ls l HORIZ DIAP E -W C 3/26/2006 AUSMUS ENGINEERING EDA US 7 L.,.. (Ft) 7 26:67� 77 77 Froo Shear (Lb.) 2,404 2,404 EFdM Shear (Lb.) 1ARM V�,A,Kb ME EF_c,, Shear (Lb.) 2,404 2,404 Shear Walls Place the number of shear elements provided in each gid line. EnterV(zenq) where no resistance occurs. 14.9 2 Lwan (ft) 3 L-11 L-11 L-11 L-11 LT.M1 (ft) 14.9 6 V (plf) 161 481 # of Side Applied I I F2M 1_1 Shear (Lb.) tFdrag Shear (Lb.) 00' Mg, EEO' ZF2nd 1_1 Shear (Lb.) Shear Walls Place the number ofsheer elements provided in each grid line. Enter'O'.(zero) where no resistance occurs. Lwin (ft) LwaU (ft) Lwwf (ft) L-11 (ft) Lwall (ft) L-11 (ft) LT.m, (ft) V (Ply . # of Side Applied tavis Blbck I of 2.x1s; WALL ID 3/26/2006 North io South Shear 21 7.4 7 F,.,o Shear.(Lb.) 2,704 2,704 EFd. Shear (Lb.) PRUM5 EF_j Shear (Lb.) 2,704 2,704 Shear Wells 1 I L-11 (ft) 11.26 9.7 hw5u (ft) 6.3 L-11 (ft) L-11 (ft) L-11 (ft) L.T6u1(ft) 11.25 16 - v (plf) 240 180 # of Side Applied I F2r,d M -I Shear EFd. Shear (Lb.) EF2nd level Shear (Lb.) Shear Walls lwan (ft) swan (ft) Lwell (ft) LTOWI (ft) v(P11) # of Side Applied AUSMUS ENSINEERING EDA Davis Block l'of 2-A5 WALL ID Lsw #1 b Lsw #2 c Lsw #3 d Lsw #4 e Lsw #5 f Lsw #6 Roof VN/S= Wall VN/S= Top Plate Splice 3/26/2006 6.0 5.3. 523 523 15.7 9.7 379 379 19.4 9.7 -56 56 24.7 15 -550 550 31.0 15 0 0 15.0 31.0 87 PLF From Roof Diap Worksheet 180 PLF From Summary Below Top Plate Splice 550 Lbs. Max of CF or Drag (12)'1 6-d's AUSMUS ENGINEERING Shortest 5hearwall (L.)=. 5.3. LF TYPE OF HOLDOWN. Roof Trib Depth=LF See Roof Plan STHD8 Overturning Force (F.,)= 955 Lbs. VW011 * LW CAPACITY= 2210 LBS Resisting Force (Fy)=- 477 Lbs, 2/3 (Dr + DO' Overturning Moment (OTM)= .8598 Lbft OTM = F., *.Wall Height Resisting Moment (RM)= 1265 Lbft RM = (Fy * Lw/2) Uplift. Force= 1384. Lbs. Uplift. Force.= (OTM-RM)/Lw- Shortest 5hearwall (L,)= ' 9.7 LF TYPE OF HOLDOWN Roof-Trib, Depth= 100MI LF See Roof -Plan- STHD8 Overturning Force (F,,)= 1749' Lbs. VW011 * LW CAPACITY= 2210 LBS Resisting Force (Fy)= 874 Lbs. 2/3 (Dr + DO Overturning -Moment. (OTM)= 15737 Lbft- OTM =-F,, * Wall Height Resisting Moment (RM)= 4237 Lbft RM = (Fy * Lw/2) Uplift Force= 1186 Lbs. Uplift Force = (OTM-PM)/L,, EUA* Davis. Block- I of: 2 -As- ROOF LVL WALLs*, 3/26/2006 AUSMUS ENGINEERING Roof VN/,S= 0 PLF From Roof Diap Worksheet Wall VN/S= 0 PLF From Summary Below Too Platte Splice Top Plate Splice 0 Lbs. Max of CF or Drag (12)716-d'v Shortest Shearwall (L„,)=- 0 LF TYPE OF HOLDOWN Roof Trib Depth= LF See Roof Plan I NONE REQ. I • Overturning Force (F.)= 0 Lbs. vw0j, * L* CAPACITY= 0000 LBS Resisting -Force (Fy)=- 0- Lbs: 2/3 (D, + D*). Overturning Moment (OTM)-- 0 Lbft OTM = Fx * Wall Height Resisting Moment (RM)= 0 Lbft RM = (Fy * L*/2) Vplift• Force= 0. Lbs: Uplift. Force-= (OTM-RM)/.L*. al rie.) Shortest Shearwall (LW)= 0 LF TYPE OF HOLDOWN Roof Trib Depth= by4 D 0: LF See Roof Plan INONE REQ. I• Overturning Force (F„)= 0 Lbs. v*au • L* CAPACITY= 0000 LBS Resisting Force (Fy)= 0 Lbs. 2/3 (Dr + D*) Overturning Moment (OTM)=- 0 Lbft OTM = Fx * Wall Height Resisting Moment (RM)= 0 Lbft RM = (Fy * L*/2) Uplift Force= 0 Lbs. Uplift Force = (O.TM-RM)/LW EDA Davis- Block- I of- 2'.xls- ROOF LVL WALLS 3/26/2006 Story Height 9 Feet Top Plate to Floor Wall- Ht -Width. Ratio. 3;5:1. UBC Table 23 -1 -1 -6 - Minimum Shearwall 2:57 Feet Minimum Length AUSMUS ENGINEERING Total Wall Length NX > V . V 106 PLF J-� Lew #I I b I Lew #5 I cl Low #4 Lew #!5• I f- Law #11 Top -Plate - Splice- Story Height 9 Feet Top Plate to Floor Wall- Ht -Width. Ratio. 3;5:1. UBC Table 23 -1 -1 -6 - Minimum Shearwall 2:57 Feet Minimum Length AUSMUS ENGINEERING Total Wall Length 25.5 Roof 7)N/S= 106 PLF Wall 'UN/S= 240 PLF Top Plate Splice Top -Plate - Splice- 1511- Lbs. Max of Drag: (112)1&d's Me, M; awr 'k-0--ap .1, ffljl�jl !EA�Vit W, Shortest 5hearwall.(Lw)= 11-.25 LF TYPE OF HOLOOWN- Roof Trib Depth= LF See Roof Plan I SMD8 I•I Overturning Force (F)j= 2704 Lbs. Vwall*Lw CAPACITY= 2210 LBS Resisting--Force-(Fy)= 1013. Lbs. 2/3.(D,..+1) Overturning. Moment (OTM)= 24335 Lbft OTM = F., * Wall Height Resisting Moment (RM)= 5699 Lbft RM = (Fy * Lw/2) Uplift Force.= 165.7 Lbs.- Uplift Force = (OTM-RM)/Lw. Shortest Shearwall (Lw)= 11.25 LF TYPE OF HOLDOWN Roof. Trib-Depth= LF See. Roof. Plan. I STHD8 I -�- Overturning Force (F,,)= 2704 Lbs. ?)wall * Lw CAPACITY= 2210 LBS Resisting Force (Fy)= 1013 Lbs. 2/3. (Or + Dw) Overturning- Moment- (O.TM)= 24335 Lbft, O.TM-= F,,.* Wall.Height Resisting Moment (RM)= 5699 Lbft RM = (Fy - Lw/2) Uplift Force= 1657 Lbs. Uplift Force = (OTM-RM)/Lw EDA' Davis- Block- I of- 2-.xls- ROOF LVL WALLS* 3%26/2006 AUSMUS ENGINEERING Roof VE/W= 84 PLF From Roof Diap Worksheet Wall VE/W= 161 PLF From Summary Below Top Plate Splice Top Plate 5plice 1147 Lbs. Max of CF or Drag (12) 16-d's • a: - Shortest Shearwall (LW)= 14.9 LF TYPE OF HOLDOWN Roof Trib Depth= t,' r14 8 LF See Roof Plan NONE REQ. Overturning Force (FX)= 2404 Lbs. Zwall * LW CAPACITY= 0000 LBS Resisting Force (Fy)= 3437 Lbs. 2/3 (D,. + DW) Overturning -Moment. (O -TM)=- 21637 Lbft O -TM- =- F,, * Wall- Height Resisting Moment (RM)= 25607 Lbft RM = (Fy * LW/2) Uplift Force= -266 Lbs. Uplift Force = (OTM-RM)/L,w n r Shortest Shearwall (Lw)= 14.9 LF TYPE OF HOLDOWN Roof Trib-Depth= ���1�4' &$ LF ..;u.�<:. r ,� See Roof Plan NONE REQ: Overturning Force (F,,)= 2404 Lbs. vwan * LW 0000 LBS Resisting Force (Fy)= 3437 Lbs. 2/3 (Dr + I%) Overturning Moment (OTM)= 21637 Lbft OTM = F,, 'Wall Height Resisting Moment (RM)= 25607 Lbft RM = (Fy * LN,/2) Uplift Force= -266. Lbs.. Uplift Force.= (O.TM-RM)/.LW. EDA Davis Block I of 2.xls ROOF -LVL WALLS 3/26/2006 a 0 0.0 Lsw #1 2 2.0 b 17 19.0 Lsw #2 3 22.0 C 9 31.0 Lsw #3 CAPACITY= 4295 LBS Resisting Force (Fy)= d Lbs. 2/3 (Dr + D,N) Lsw #4 Overturning Moment (OTM)= 8655 e OTM = F,, * Wall Height Resisting Moment (RM)= Lsw #5 Lbft RM = (Fy * LW/2) Lsw #6 otal Wall Lenath 31.0 Roof VE/W= 78 PLF Wall VE/W= 481 PLF Top Plate Splice 807 Lbs. AUSMUS ENGINEERING 807 2 -807 807 2 512 512 5 -698 698 5 0 0 5 From Roof Diap Worksheet From Summary Below Top Plate Splice Max of CF or Drag (12) 16-d's Overturning Moment (OTM)= 12982 Lbft OTM = FX * Wall Height Resisting Moment (RM)= 1038 Lbft RM = (Fy * LW/2) Uplift Force= 3981 Lbs. Uplift Force = (OTM-RM)/L,V EDA Davis Block 1 of 2.xls ROOF LVL WALL5 $hearwall-Line '(ROOF LEVEL-) , Shortest Shearwall (L„,)= 2 LF w TYPE OF HOLDOWN Roof Trib Depth= 14.8 LF See Roof Plan ISTHD14 ,V Overturning Force (FX)= 962 Lbs. vwal, * LW CAPACITY= 4295 LBS Resisting Force (Fy)= 461 Lbs. 2/3 (Dr + D,N) Overturning Moment (OTM)= 8655 Lbft OTM = F,, * Wall Height Resisting Moment (RM)= 461 Lbft RM = (Fy * LW/2) Uplift Force= 4097 Lbs. Uplift Force = (OTM-RM)/LW ,hearwal11 Line . ROOF LEVEL) ' Shortest Shearwall (LN,)= 3 LF TYPE OF HOLDOWN Roof Trib Depth= 14- —8-1 LF See Roof Plan STHD14 • Overturning Force (F,,)= 1442 Lbs. vwaii * LW CAPACITY= 4295 LBS Resisting Force (Fy)= 692 Lbs. 2/3 (Dr + DO Overturning Moment (OTM)= 12982 Lbft OTM = FX * Wall Height Resisting Moment (RM)= 1038 Lbft RM = (Fy * LW/2) Uplift Force= 3981 Lbs. Uplift Force = (OTM-RM)/L,V EDA Davis Block 1 of 2.xls ROOF LVL WALL5 3/26/2006 AUSMUS ENGINEERING iz:-tni� rf'�,sy-a..T�K {.�E�` lyi7 x`C� � Y°gin � 4:ROOF LE1/EL'�SHEARaTRANSF,ER��. ��i r >�tRt:.3 ".,,���� �,�zcrti•�. t � x q-,��...r 'J'ti NORTH - SOUTH Stud # of Edge E Ftotal E L.ii v acwi Tfii;iness. Nail Size Nail'Spacing.Spacing Sides v(.ai„ Nailing- Grid Line (lb) (Ft) (plo Ype (in) ® edges (in) Applied pio (E,n) 1' 2;704- 11:25' 240' 2 3 2,704 15 180 4 5 6 7 8 9 10 All other.Grades -1. 3/8 All other Grades 3/8 NI other Grades 3/8 All "other Grades 3/8 All other Grades All other Grades All offierGrades All other Grades 15/32 Ail other Grades 15/32 All other Grades w 15/32 All other Grades 15!32 All other Grades 15/32 7 260- 6 260 6 EAST- WEST A B 2,404 14.9 161 2,404 5 461 p.P E F G H All other Grades 3/8 All other Grades v 3/8 All other Grades 3/8 All other.Grades- AlLother G2des. 3/8 s/e All other Grades All offierGrades 15/32 15/32 V All other Grades v Bd common. 6- O.C. 'All -other Grades V 15/32' Bd Common � 6” o.c. s +3 1 Bd'Common 6" ox. 8d Common - 6" ox.. BA Comnan �' 3"b.c. K i>. ;1 ¢ Bd Common W 6" ox. 3" ox. � < �yn1'6 f F f, Bd Common 3° o.c: w . 3" o.c 1 ,16 �L .f Bd.Comnan 3° 10d Common x�r,K76y,� � 1,6yrr Sd Common 1,w 3° o.c. 4a9:fi *f Bd Common � 4' o.c. � ��, • 16 „fir 260- 6 260 6 EAST- WEST A B 2,404 14.9 161 2,404 5 461 p.P E F G H All other Grades 3/8 All other Grades v 3/8 All other Grades 3/8 All other.Grades- AlLother G2des. 3/8 s/e All other Grades All offierGrades 15/32 15/32 V All other Grades v 15/32 All other Grades V 15/32 'All -other Grades V 15/32' EbA Davis.Block I. of 2:x1s. 260 6 490 3 SUMMARY . Bd Common 6" O.C. r h 18 zs 1 Bd common 3" o.c. 16 y< 1 8d Common - 6" ox.. ii y N y�,.:�a 10d Cortm on 3" ox. � < �yn1'6 f F 10d Common V. . 3" o.c 1 ,16 �L .f 10d Common x�r,K76y,� � 1,6yrr 10d common w 3" ox. I v s; EbA Davis.Block I. of 2:x1s. 260 6 490 3 SUMMARY . SEISMIC LOADS: Structural System #1EIYV ZONE = Zone 3 � IMPORTANCE FACTOR = Standard Occupancy NIS Governs. BASIC LOAD COMBO FOR ALLOW STRESS DESIGN (30-1)'E=pEn+E„ = 1.0 Eh D + E11.4 = V/1.4 0.305 W SITE DATA 0.12 10.12 BASIC LATERAL SYSTEM' = All odwBuildings • 'w" MAX. OVERALL HEIGHT (h„) ; fj. ^26:0° rq, FT. T = Ct (h„ )u" = 0.230 Eq. (30-6) DISTANCE TO SOURCE (Na) _ >=10km v = 1.00 DISTANCE TO SOURCE (N„) _ »tom = 1.00 SEISMIC SOURCE TYPE = e w Table 16-U SOIL PROFILE TYPE = SD Table 16.1 SEISMIC COEFFICIENT - Co = 0.36 V = 2.5 Ca 1. / 1.4 R) SEISMIC COEFFICIENT - C„ = 0.54 u 4.yy�y }�r�n,�a .T3Y'"% 3/26/2006 AUSMUS ENGINEERING X�Kre Y r(X-I") STRUCTURALSYSTEMSATOBLE Structural System #1EIYV Lateral Force Resisting Sys (R) = d Stnuturai panels - Woo Wood Structural Panus NIS Governs. EIW Governs Structural System #1 V = (Cv I W) / (1.4 R T) = 0.305 W 0.305 W (Bu!Need Not Exceed) 0.12 10.12 V =`2:5 Ca I' '/ (1'.4-R), — 0.117' W' 0:117' W' +.:�.��w 'c'Zvi",�,"+w�,'Y.`C�K.�t�,+'�••�iS;�c"��.�'�! �"fi��M' s�c Structural System #2 Lateral Force Resisting Sys (R) = Wood Swcwrat r°neb w Wood sm'mnat Panels NIS Governs EM Governs Structural System #2 V = (Cv I VV) / (1.4 R T) = 0.305 W 0.305 W (But Need Not Exceed) 0.12 0.12 V = 2.5 Ca 1. / 1.4 R) — 0.117 W. 0.117 W. u 4.yy�y }�r�n,�a .T3Y'"% Structural System #3 NIS EM Lateral Force Resisting Sys (R) = wood Structural Panels ! Wood Strumral Panels jv NIS Governs EIW Governs Structural System #3 ' V = (Cv 11N)1(1.4 R T) = 0.305 W 0.305 W (But'Need Not Exceed) 0.12 0.12 V = 2:5 Ca I W)'/'(1:4'R)- — 0.117' IN, 0:117' W' xtl��MO'i'3�"�a.`�C�i'�y''�'!'4?. Structural System #4 NIS ENV Lateral Force Resisting Sys (R) = wood structural Panels �. Wood Structural Panels v NIS Governs EM Governs Structural System #4 V = (Cv I W) / (1.4 R T) = 0.305 W 0.305 W (But Need Not Exceed) 0.12 0.12 V=2.5 Cal / 1.4R = 0.117 W 0.117 W EDA Davis Blbck 2*o1•.2.XIs - LOADS Wood Panel Siding 3/8" Sheathing WALL 3/26/2006 ROOF -DEAD LOAD-: 7/2' Total C.POSIOOn.RoOflng = 4.0 PSF ROOF FyRANIING q n5>t y1.3' PSF 518 SHEATHING pax r 3' PSF 5/BxGYPSUM BOAOa' ;4 ; 3' . PSF MI&CELLANEOUS�r �,`>'' ya�1 PSF PSF SUEPTOTAL — 14.0 PSF SLOPE CORRECTION "X:12" 36;0;:'x., 1.12 PSF MISCELLANEOUS = r='vw 23 PSF ROOF DEAD LOAD: = 18.0 PSF ROOF SNOW LOAD: = t ' ;'Z 20; PSF ROOF LIVE LOAD: — 16.0 PSF ADDITIONAL SNOW LOAD TO'SEISMIC PER 1630:1'143 0 PSF TYPICAL FLOOR DEAD LOAD 2.3 PSF FLOOR COVERING"fy� 10. PSF ' 11 PSF SIiEATHINGfF�u{ k5_:t yh23 PSF 0 8 PSF FRIIIMING e�z� .s xni z `?`v,";;13"2 PSF r05 PSF INSULATIONr y r u>{ ��� X15 PSF s2 2 PSF PSF "PSF hAISCELL•ANEOUSxu*;w: x L.a, z >I%;,>w.,1 9 PSF _ 9:0 'PSF - FLOORDEAD' LOAD: 13:0 'PSF FLOOR LIVE LOAD: 40.0 PSF DECKS OR BALCONYS PSF FRAIMING,) Y s t F,°a 1. s 5 0 PSF. PSF MISCELL!ANEOU5 j' IN Kcy�F2 0' PSF PSFs 4-�ri .�•:vt�t'��}PrF�`}si 5_'�� ;,v; PSF i7f PSF DECK DEAD LOAD = 7.0 PSF 10.0 PSF, DECK LIVE LOAD Ypa," ?i40i0 PSF GEOTECHNICAL ENGINEER: a cotle min BASIC BEARING PRESSURE P = C. Cq q.. IK (15-20 Ft.) = PADS & CONT. FNDT. = Qa =gib:%nx ,k1 000 PSF INCREASE FOR WIDTH = 20.0 %. INCREASE FOR DEPTH' = 20.0 16.2 MAX. SOIL PRESSURE - Qa = 1,600.0 PSF ALLOW PASSIVE PRESSURE =F a 0 0 'PCF ALLOW SOIL FRICTION. WIND LOADS: DESIGN WIND VELOCITY = 80 MPH '* MPH' q, = 16.4 PSF C- h<15 Ft. = 0:62 Cs -15 Ft:< h< 20 Ft. = 0.67 Cs -20 Ft.< h< 25 Ft. = 0.72 Cs -25 Ft.< h< 30 Ft. = 0.76 Cs -30 Ft.< h< 40 Ft. = 0.84 EDA J DATE OF REPORT .eF'; ,.;; L NA ;w•.'}i ?'. . ISOLATED FOUNDATIONS tOQO: PSF EQUIV. FLUID -PRESSURE k 130;0; PCF DO'OSURE B I w IMPORTANCE FACTOR AUSMUS ENGINEERING P ='C. Cq gg1,(0=1 5 FL) = 13.2 PSF P = C. Cq q.. IK (15-20 Ft.) = 14.3 PSF P = C. Cq q, Iw (20-25 Ft.) = 15.4 PSF P = C. Cq q, Iw (25-30 Ft.) = 16.2 PSF ' P = C. Cq qq Iw (30-40 FL) = 17.9 PSF Davis Block 2`af:2.xk LOADS: STRUCTURAL jf §AWNUMBER 2 Of 2 AUSMUS EN6INEERIt Block Description' TWO'STORY'PORTION' BOUNDED' BY WALLINES' 3=8=A -F Stories = F, ws. = 0.0000 Ft = 0 when T<0.7 Ft Fjw = 0.0000 Ft = 0 when T<0:7 rnvcoon Dnoru aor-a is nmry itiri i rnFn iN cFlcMlr,. H-1- h (ft) 1st Level - h (ft) Hroof - h(ft) 1st Level - h (ft) SUM Plate H Ft Vertical Distribution of Forces (Eq: 30-15) W. hr wxhx %wxhx Fx (N/S) F. (ENV) Lb. Ft (Ft -Lb.) Lb. Lb. Diaphragm Force• Distribution F, (NIS) fp (NIS) Fp (ENV),, fp (EA Lb. psf Lb. psf 4007- 1 007 1 35,244 1 8 1 281,954.28 1 42% 1 284.4 _ 1 2,844 1 Lb. 1 4119 1 2.7 1 4119 1 2.7 1 0 1 0 1 0.00 1 0% 1 0 1 0 1 Lb. 1 0 1 0.0 1 0 1 0.0 EDA Davis Block' 2' of 2.4s SEISMIC Story Dead Load Calculator Area 1 Load Type Area 2 Load Type W ATot., s.f. s.f. Ib. s.f. Ft. r ----I-0-1-8--1 Sq. Ft. RoofLoad Sq. Ft. None = 23,366 1018 Ft 934 Sq. Ft. Typical Floor I y 600 J Sq. Ft Roof Load = 35,244 1533.6 None None 0 0 Note: Dead loads assume the weight of partitions (exterior and interior) of 5-psf at top level and 10-psf at floor level Vertical Distribution of Forces (Eq: 30-15) W. hr wxhx %wxhx Fx (N/S) F. (ENV) Lb. Ft (Ft -Lb.) Lb. Lb. Diaphragm Force• Distribution F, (NIS) fp (NIS) Fp (ENV),, fp (EA Lb. psf Lb. psf 4007- 1 007 1 35,244 1 8 1 281,954.28 1 42% 1 284.4 _ 1 2,844 1 Lb. 1 4119 1 2.7 1 4119 1 2.7 1 0 1 0 1 0.00 1 0% 1 0 1 0 1 Lb. 1 0 1 0.0 1 0 1 0.0 EDA Davis Block' 2' of 2.4s SEISMIC 3/26/2006 AVSMVS ENSINEERINS EDA Davis Block 2 of 2.xls HORIZ DIAPH N-5 Diaphragm Deflection Calculations North and- oath - FIRST LEVEL OR SECOND FLOOR 140.2.2to3. t ,, -_ - - _ .3to4 .. 10.50... 27.0 27.0 - 8.0 2.7 293.5 5 0.39 14 4to5 9.10 ..37.0 - 16.0 8.0 2.7 336.7 15 0.57 28 5tD6 7.80 .27.0 -27.0 - 8.0 . 2.7 213.3 24 0.29 11 6to7 3.60. 2T.O, '27.0 _ 8.0 2.7 97.2 29 0.13 5 ,7:to.8 _ Total Length 31.1 Total Area 930.7 Shearyafj:�t��fig (ft):A__. Buildina Geometry Full Diaphragm Depth k Net Diaphragm Depth k Story Height late to late it Diaphragm Shear T (psQ Diaphragm Area A s Distance to Center of Uniform Load from origin (k) Diaphragm Aspect Ratio Seismic Lateral Load - V_ (plf) Wind Data 9 B 9 8 9 8 8 _ Upper Level Story Height k Fndt to to ate at this level k Wijad 1SeLsm(c Campa?t 36 14 36 Wind 53 28 53 Wind 27 11 27 Wind 4 5 5 Sets Wind Pressure (pi5 Seismic Force I Govemin Force I ovemtng once I. Simple Span Beam Deflection Blocked Diaphragm Deflection Analysis Enter Grade of Chord Material SIUD Stub STUD V SMD I V STUD 51UD IWRSMD MD-L11- TUD . -Elastic ElasticoChord - E (psi)1.40E+06 1.40E+06 1 1� 1� 1.40E+06 1.40E+06 1.40E+06 1.40E+06 Ma ial Enter ChNordrd Mater � ��� � � 2x6 � � � U6 IWIM J - 1b6 7, 2x6 � Area of Chord - (in) 8.25 8.25 8.25 0.000 8.25 8.25 8.26 8.25 0.000 0.000 0.000 8.25 8.25 62 /BEAb (in) 11. Shear Deformation Type of Plywood Used Group l . Grpep 1 Group 1 L-1 Group 1 Group i Group 1 . Group i . Group 1 I - IGrpq 1 Plywood Shearing Modulus - G(psi) 90,000 90,000 90,000 90,000 90,000 90,000 90,000 90,000 90,000 ' Thickness 8 Grade of Plywood 3/e Oars 3/4' Odrr 3/4' Other 3/4' OMB . 3/4' Otlrr t ;J4' Other 3/4' Otlw t 3/4' OMn 3/4.Otho Effective Thickness - t in 0.445 0.445 0.445 0.002 0.445 0.445 0.445 0.445 0.003 0.001 0.000 0.445 0.445 vLJ(4Gt) (in) 111. Nail Slippage and Bending Size of Common Nall Used 10e Common . i0d Cannon . 1od Common • lOd Commm I 111 10d Cannon• 10d common • 10d Common • lad Common . 10d Common • Nail Edge S acro Y12 . 6/12 1,116 12 • 6 12 • r6,12 6 12 • 612 6 12 6 12 Load pernal Lb pernail 18 26 14 2 Seasoned Lumber .DryPry• .a��• • •' • • 0.188 a (In) 0.007 0.006 0.005 0.002 N. Chord Slippage ZA�X 12b (in) assumes that 1/2 the diameter of a 16d nail (1/32' at midspan 0.006 0.009 0.005 0.002 Rigid Diaphragm Deflection (in) 5vG'18EAb+vL/(4Gt)+O.188L(en)+-rd,X12b ' 0.016 0.039 0.018 0.011 0.005 0.045 0.028 0.012 Flexible Diaphragm Deflection (In) Allowable Story DW570163151 to 0.5 0.5 0.5 0.5 Rigid Pigid Rigid RI id EDA Davis Block 2 of 2.xls HORIZ DIAPH N-5 3/26/2006 AUSMUS EN6INEERINa _ 4i1F C h � 4 . .{ .v YI ll Y 5i4 ! ) .� i -h• il) � ) f i ?�Y! t i 'X \ �, `^ 7 Ha ' tiY,,,i,_f%:,di1�i�SQ1'.�t t ,x�x: .`t .�.. �1to2k1�2to'rS 'i:[FrF'.sc�c+}K.{,v.�..71ri2 «r ,:3 ti. �, k�91ti v;' hi t �i�'a ...i�r? t n/ ..,. nn ` X .c'-., ,4. ,tea, .10:50an» t 310'(`; .,�.<Y?s,.St 3.9 325.5 S 0.39 24 �/•i 3i 17 35 24 35 Wind h .r,,ia:... r 1 ROOP o6l Xtu;�:`;9:10`„�✓s4 3T 400r l 3.9 364.0 15 0.34 27 lS,.r' 7 3a�'i�` 17 31 27` 31: Wind LEVEL4`,`BLOGFCt2 6to6� :;droi7, 90.'�rtt`..F,�'>'+' 4 400 -a"'. 9.9 316.0 24 0.29 23 k. �s le>1x� 3•. fir.:..", 17 26 23 28- Wind 6to7 uto!< . " / � ;rr>�x 7fto�Bs�1f tab{'r�a e'` is - '111M X1s_Iv + it"�„rx. ,,: �.1 r E''- 7 N gym, � �, �')':-. ^s'at �: /tea."tl `�2 %. ovc w?,tiN t..>�,':e .. Total Length. 27.5 , Total Area 1005.5 ... r„---+"�" �t^$`^ R � _tsuilding Ueometry u Diaphragm p Dia ream Depth R Height late to late R - ; r c q, S krrNet i Diaphragm Shear f (s SEIS) .. 3,`*,s' Dia hra m Area A (so ' Distance to Center of Uniform Load from origin (R) Diaphragm Aspect Ratio Seismic Lateral Load - v,i (plt) «, • .. "--..x.'' Height from top Dlate to root eak e rom n o roo p to ( MI m Unit .ear. p Seismic m ear p Governing Force p - ovem ng orce I: Simple Span -Beam Deflection - Jr ! tP! ;F ty >8 ur r 3 y'rry Blocked k �Dlaphragm Deflec6oniAnafyslsa�}n r �.i�,R s u �W w Enter Grade of Chord Material STUD snro 51 JD SruD 1STUD STUD SnJD 57u0 sruD Elastic Modolus of Chord - E s! 1.40E+061.40E+06 1,40E+06 1.40E+06 1.40E+06 1.40E+06 1.40E+06 1.40E+06 Enter Chord Material 1.40E+06 �'IF-_- I `"" � - I ' 12"6 �� � 2"6 � I `"" � 2"6 V DN v 2.4 1 . Area of Chord- (in.) 8.25 .8.25 8.25. 8.25• - 8.25 8.25 8.25- 5:25 5:25 - 0:000 0:000 0.000 6vL°/8EAb(in) 11. Shear Deformation Type of Plywood Used - E.Mdor G6re .V I E.WW Glue V ExterWQ. &Wft carW Cdlre v I E t im tare 'W I Utalor Gua IV I Ut.WG1.1 IF Plywood Shearing Modulus - G(psi) so,000 90000 .90 000 90,000 90000 90,000 90,000 90000 90 000 - Thickness & Grade of Plywood 1/2• Drier 1/Y Oma t/z• oma I v 1/r oth r 1.7�j1/2• oma 1/z• Oma 1/2' 00rer F W- Oma 1 v 1/2.00er I 1W Effective Thickness -t m 0.298 '0.298 - 0.298 0.298 0.298 0.298 0.298 0.298 0.298 0.003' 0.003 0.002' vU(4Gt) (in) III. Nail Slippage and Bending. _ Size of Common Nail Used ad Common W ad rom M Cmnmon8d Common I V Bd Canmon .V 8d Common W Common v ad Common 8d Common Nail Edge Spacing 6/12 v 16112 6/12 1 W 16112 6/12 t 6/12 1 v I 6/12 W 14/12 v 16/12 1-1 Loadper nail Lb per nail 16 15 - 13 Seasoned Lumber D YtD y DrY/DrY Dry/Dry Dry/Dry Dry/Dry oWey Dry/My Dry/Dry DrYIDry 0.188L(e„) (In) 0.009 0.008 0.007. IV. Chord Slippage £ / 2b (in) assumes that 1/2 the.diameter of a 16d nail (1/32' at midspen 0.006' 0.005 0.005 Rigid Diaphragm Deflection (In) anfh.•..:dv/ S\Y;�,�.1 �'h � .�s+3��h 2�';?,,,,uSvL�/BEAbr.`►vV(4Gt)+Orf88L{e�)+EA�X�F2D � tti�f .x �x t,.,�,:'�,,.��'iAdi #lr�s^ �� - 0.019 0:010 0:015 0.048 0:040 0.034 Flexible Dia .'Deflectionin Allowable Story Drift 0.005h (in) 0.5 0.6 0.5 Rigid Rigid Rigid 3/26/2006 AUSMUS ENGINEERING EDA Davis Block 2 of 2.xls HORIZ DIAP E -W Diaphragm. Deflection Calculations' East and West FIRST LEVEL OR SECOND FLOOR a„�t„�p,�ciBg,( AtoB - BtoC 16.00 29.6. 29.6. 8.0 2.7 442.6 8 0.61 20 CtoD 12.00 29.6 29.6 9.0 2.7 364.0 21 0.41 16 DtoE 10.00 14.0 14.0 9.0 2.7 140.0 32 0.71 13 EtoF 77 Fto0 Total LengM 37.0 Total Area 936.6 Building Geometry- Full Diaphragm Depth ft Net Diaphragm Depth ft Story Height late to late ft Diaphragm Shear f s Diaphragm Area A Distance to Center of Uniform Load from origin (ft) Diaphragm Aspect Ratio Uniform Lateral Load - vd (plf) 9 8 9 8 9 8 Upper Level Story Height ft Fndt to top elate,at this level ft Winq I Se)smla compf taort - _ Wind Pressure Wind 49 20 49 Wind 39 16 39 Wind 69 13 69 Wind Wind Wind Wind Wind Wind Seismic Force Governing Force 1 Governing Force I. Simple Span Beam Deflection Blocked Diaphragm_ Dellecllon Analysis Enter Grade of Chord Material DF A2 DF a2 DF i2 ! DF f2 1 t 11 DF *2 1 w DF f2 1 v H OF l2 DF i2 I w 0 DF i2 Elastic Modolus of Chord - E(psi) 1.60E+08 1.60E+06 1.60E+06 1.60E+06 1.60E+06 1.60E+06 1.60E+0s .60E+0s 1.60E+0s Enter Chord Material 2■e z 6 M - M - 2x6 Area of Chord - in2 8.26 8.26 0.000 8.26 0.000 8.26 8.26 8.26 8.26 8.26 8.26 0.000 6VL /BEAb (in) It. Shear Deformation Type of Plywood Used -W i I . G+oup l I . Graq I . Gra91 • Gmp 1 • G+ -W I . Group 1 I • IGmw 1 I . Gmup 1 I - Plywood Shearing Modulus - G(psi) 90 000 90,00090.000 90 000 90 000 90 000 90 000 90 000 BO 000 Thickness B Grade of Plywood 3/4-SWC1 'w 3/4-SWCI 3/4'stru[t1 3/4'SWCI 3/4'=I v 3/4'Str I 3/4-SWCt 3/4'=1 3/4'SWCi w Effective Thickness - t in 0.739 0.739 0.003 0.739 0.002 0.739 0.739 0.739 0.739 0.739 0.739 0.003 vU(4Gt) (In) III. Nall Slippage and Bending Size of Common Nail Used 10d Camas 10d Common 10d Gannon 101 Camas Ind Carvml . Ind Colman I . I 10d Camas 10d Gorman � 10d Camas Nall Edge Spacing 6/12 6/12 1-116112 6/12 6/12 6/12 6/12 6/12 6/12 Loadper nail Lb per nail 26 20 34 Seasoned Lumber Dry/Dry DIY/Dry Dry/Dry Dry/Dry I ory/DryDj] DryINy I v I Dry/Dry v DryMy Dry/Dry 0.188 ► In 0.010 0.008 0.007 IV. Chord Slippage EA,.X 12b (in) 0.008 assumes that 12 the diameter of a 16d nail (1 r32') at midspan 0.006 0.011 Rigid Diaphragm Deflection (In) Flexible Diaphragm Deflection (in) - 3vL 3/8EAb+v1J(4Gt)+0.188L(en)+EAaX f 2b 0.021 0.016 0.021 0.063 0.041 0.062 Allowable Story Drill 0.006" (In) 0.6 0.6 0.6 Rigid Rigid Rigid EDA Davis Block 2 of 2.xls HORIZ DIAP E -W i. Flil•7F7�"f?1 AUSMUS ENGINEERING EDA - - Davis Block 2 of.2.xli . HORIZ DIAP.E-W M;C Ut... tH,J �.._�''�', •YGS>� Fav i}�'f,y�'f.. n.= ,.�•.n-. �aYN il r {,-✓ u,J Y4 rvt .I 4�` Y Si /`C a�,t4 NJ 11 �1 t, �,'sxcs.�.`n i5 � (� 1 � F, f < { i I-s�r� " is ..xr ROOF ✓'�"W -7L> iS SY. Gy j 3M S'�' '�rfAty 5 1 '. l t 1 1 j 1 .� ! 3+ 1�>+{ - �^S,i E to ' Total Length '� .. e$ite8 IM/a h4 8 n i R 1 -'. ar ``C�iYY` 4) 1S:OO iF-k'12 00k .' 'a a 1O OO1 " y , r ' 'f'i`aa } ;�': "�- _ I:?r.4�. �.. 3'�4 37.0 Building Geometry; Full .Diaphragm .Depth , 35Net a P "t ?` Diaphragm Depth R iasr'� aim Height ate to ft rmSto n Si� Dia hramShearf 5 3.9 3.9 3.9 - Total Area Diaphragm Area 9 (sf)- 472:6' 378:0: 180:0'. 1030.6_ Distance to Center of Uniform Load 8 21 - 32 from origin (ft) Diaphragm Aspect Ratio - 0.61 - 0.41 0.71 Uniform Lateral Load - of (plf) 32 25 26 1 k ,..7,;3;,, a Yt•, {j; ;1, 3�.�� Y.y -L. h i sir„ v7 3 . ,�„_..r MOM t i�' ��. J� t � ;��, �� � C,i� k x 9M , �..�� h, _ �'r. r r_,..t'- mown Height from top plate to roof peak (ft) ;c' cH.` �} � -,�� ,� ,7. Height from fndt to roof plate (ft) 17 17 17 na I^ ..] N P h Wind Pressure (plf) 46 37 66 Seismic Force (plf), 32 26 25 Governing Force (plf) 46 37 66 Governingforce Wind Wind' kWedin; g. tyfyxg er�flktt�e Simple Span Beam Deflection >Dd- ,r'c,t4l'1so'xns.4:c .neae'Stsk`i„is sy..r;br?ta �I.kp`r?h.ria+sg'mr��eDt.s? ..+. Enter Grade of Chord Material STUD '- STUD snl0 sruo � -D . SMD STUD . STuo sruo _ Elastic Modolus of Chord - E(psi) -1.40E+06 1.40E+06' 1.40E+08 IAOE+06 1:40E+06 1:40E+06' 1.40E+06 1.40E+06" 1.40E+06' Enter Chord Material 24 1. IU6 T. -I 2.6 2x6 2x6 Area of Chord -- it l 8.26 8.26 8.26 8.26 8.26 8.26 8.26.. 8.26 8.26 6vL /8EAb (1n) 0.000 0.000 0.000 - Il. Shear Deformation Type of PtMood Used - awrtDr Glue w ayror Glue J.w j I Extanor Glue v ededor Glue j W. ExTuW Glue j V Bcteitor Glue w E7wW Glue j w I 6derW Ghre j V Bw1or Glue w Plywood Shearing Modulus - G(psi) Thickness & Grade of Plywood 90 0 80,000 90 000 0 000 90000 000 90 000 9000090 000 1/r otrw, 1R• other iR' oma 1R' other 1R' ower 1/2• omen 1R' Omer 1R• Omer 1/2' Omer W. ` Effective Thickness - t (in) 0.298 0.298. 0.298 0.298 0.298 0.298. 0.298. 0.298. 0.298 " vLf(40t) (in) 0.006 - 0.004 0.006 { III. Nall Slippage and Bending Size of.Common.Nall Used. ad Conorron I IV 18d Cwm ad common ed common ed common ad common ad common LwjsdCommon 8d Common : Nail Ed B Spacing 6/12 6/12 6/12 6/12 6/12 - �. 6/12 W 6/12 4/12 4/12 Load per nail Lb per nail 23 18 - 32 Seasoned Lumber -Y/-yDrylDrr ory/Dry ID Y D y DrylDry Dry/Dry Dry/Dry Dry/Dry D Mry 0:188 e;j(in) 0.014• 0.011, 0.009, IV. Chord Slippage assumes that 12 the diameter of a 16d nail (1/32") at midspan EkX / 2b in - 0.008 0.006 0.011 V f dJ4 l'j�ifr{'�45 �,y rt rE{1bfvL( 4Cit1afl�. �k88 °<re/',gym'.{,£� r ir-ib '.','. t2 nrt 14Yslr. .F3 G,�a',�f..b+,f L r't`.SVL"a%8 .,#t.v.�.,n?h�dG.iS�ziH,"�.,+c�•.ccii., �d..Rxf.ti�-., .��:,.va.'"ifti r.lu�srr3,.k�.,:sYr'F..�-e_.r..a0�t�:.�K.�ss,..w_..F,���.5_:.,s�..x.,�tl�`�,z .�.hYf .SF.'sa�„j�,�,� Rigid Diaphragm Deflection (in) 0.028 0.021 0.026 Flexible Diaphragm Deflect' (In) -OW1 0:OS4 '0:066 - Allowable. ory.Ortft 0.006h (in). 0.6• - 0.6-' - 0.5- - Rigid Rigid Rigid EDA - - Davis Block 2 of.2.xli . HORIZ DIAP.E-W 3/26/2006 16 E7 12 E7 E7 Er E7 . 10: Shear (Lb.) 2,"S 3,361 906 dn, Shear (Lb.) on RM ZF,.o, Shear (Lb.) 2,446 3,3611 906 Shear Walls I I I Place the number ofshear elements provided in each grid line. Enter'O'(zero) whom no resistance occurs. L -an (ft) 4 8.9 14 L-11(ft) 4.7 6.6 Lwaa (ft) L-11 (ft) LT.WI (ft) 8.7 16.4 14 v (plo 281* 218 66 # of Side Applied I 1 1 '2nd WIIA Shear (Lb.) 723 1,302 1,061 679 Fdraq Shear (Lb.) mA EEO EFUd 1-1 Shear (Lb.) 2,0460. 3,683 3,001 1,640 Shear Walls I I 1 1 1 Place the number of shear elements provided in each grid line. Enter'O'(zem) where no resistance occurs. L�R (ft) 6.1 8.9 111 14 L..11 (ft) 9.4 L-11 (ft) — — Lwen (ft) LT.tw (ft) 14.6 8.9 111 14 V (plf) 141 413.78 272.79 11110.02 # of Side Applied I I AUSMUS ENSINEERING EDA Davis Block 2 of 2.xlt WALL 16 3/26/2006 AUSMUS ENSINEERING N dithit&s i5w.-Stiai 10.6 EF -77-1 EF [7 9.1 7 7.9 E7 7 7 Shear (Lb.) 951 1,776 1,640 715 "Fdrn Shear (Lb.) ,Fr.e Shear (Lb.) 3,665 1,776 1,640 716 Shear Walls I I 1 1 L-11 (ft) 27 10 10 18.6 L-11 (ft) L-11 (ft) — L-11 (ft) L-11 (ft) L-11 (ft) LTj,w, (ft) 27 10. 10. 18.6 v (plf) 135 178 154 38 # of Side Applied I I I I 52d I.—I Shear (Lb.) 975 1,820 1,709 864 EFdr, Shear (Lb.) aig EF2W M114 Shear (Lb.) 2,371 4,426 4,166 2,101 Shear Walls 1 1 1 1 9:7 10 10 6.1 L—u (ft) 6.3 .6.1 L-11 (ft) L-11 (ft) L—n (ft) LT.MI (ft) 16 10 10 10.2 V.(Plf) 158.05 442.5 415.6 206 # of Side Applied I I I I EDA Davis Block 2 of 2.xlk WALL ID a Lsw #1 b Lsw #2 C Lsw #3 d Lsw #4 e Lsw #5 Lsw #6 P18 7 .6 9 otal Wall Length 27.2 3/26/2006 4.7 23.3 27.2 AUSMUS ENGINEERING 124 124 18.6 -103 103 18.6 0 0 18.6 124 Roof VN/S= 26 PLF From Roof Diap Worksheet Wall vNIS= 38 PLF From Summary Below Top Plate Splice Top Plate Splice 124 Lbs. Max of CF or Drag (12)16-d's • Shear Wall Line , b, (ROOF LEVEL) Shortest Shearwall (L,,,)= 18.6 LF TYPE OF HOLDOWN Roof Trib Depth= 3.0 LF See Roof Plan NONE REQ. Overturning Force (FX)= 715 Lbs. vwau • LW CAPACITY= 0000 LBS Resisting Force (Fy)= 1675 Lbs. 2/3 (Dr + DO Overturning Moment (OTM)= 6439 Lbft OTM = F,, * Wall Height Resisting Moment (RM)= 15578 Lbft RM = (Fy * L,,/2) Uplift Force= -491 Lbs. Uplift Force= (OTM-RM)/L,,, ,shear V1t — 4 — br (R00 -F �EVELj ._ Shortest Shearwall (LN,)= 18.6 LF TYPE OF HOLDOWN Roof Trib Depth= 3.0 LF See Roof Plan I NONE REQ. 1W Overturning Force (F„)= 715 Lbs. Vwau * LW CAPACITY= 0000 LBS Resisting Force (Fy)= 1675 Lbs. 2/3 (Dr + D„,) Overturning Moment (OTM)= 6439 Lbft OTM = FX * Wall Height Resisting Moment (RM)= 15578 Lbft RM = (Fy * LW/2) EDA Davis Block 2 of 2.xls ROOF LVL WALLS 3/26/2006 AUSMUS ENGINEERING Roof VN/S= 42 PLF W011 VN/S= 154 PLF Top Plate Splice 1124 Lbs. Shortest Shearwall (Lw)= 10 LF Roof Trib Depth LF Overturning Force.(F,)= 3/26/2006 AUSMUS ENGINEERING Roof VN/S= 48 PLF Wall VN/S= 178 PLF Top Plate Splice 1295 Lbs. Shortest Shearwall (LW)= 10 LF Roof Trib Depth=-µR"n'-9a0 t 1 LF Overturning Force (F.)= 1775 Lbs. From Roof Diap Worksheet From Summary Below Top Plate Splice Max of CF or Drag (12) 16-d's g..... TYPE OF • O• See -Roof -Plan Vwall * Lw CAPACITY= 1705 LBS Resisting Force (Fy)= 1619 Lbs. 2/3 (Dr + DW) Overturning -Moment (OTM)=. 15976. Lbft OTM-=. F, * Wall Height Resisting Moment (RM)= 8093 Lbft . RM = (Fy * Lw/2) Uplift force= 788 Lbs. Uplift Force = (OTM-RM)/Lw Shortest Shearwall .(Lw)= 10. LF TYPE OF HOLDOWN Roof Trib Depth= LF See Roof Plan 6516 Overturning Force (F,)= 1775 Lbs. VWan x LW CAPACITY= 1705 LBS Resisting force (Fy)= Overturning -Moment (OTM)= Resisting Moment (RM)= Uplift Force= 1619 Lbs. 2/3 (D,. + DO 15976 Lbft OTM = F,, * Wall Height .8093 Lbft RM = (Fy * LW/2) 788 Lbs. Uplift Force (OTM-RM)/Lw EDA Bovis Block 2 of 2.xis ROOF -LVL WALLS 3/26/2006 AUSMU5ENGINEERING Roof VN/S= 135 PLF From Roof Diap Worksheet Wall VN/S= 135 PLF Top Plate 0 Lbs. From Summary Below Max of CF or Drag Top Plate Splice (12)16-d's Shortest Shearwall (LW)= 27 LF TYPE OF HOLDOWN Roof Trib Depth-- p '' ,5',3;0 ;{ ~3655 LF See Roof Plan NONE REQ. Overturning Force (Fj-- Lbs. Vwall * Lw CAPACITY= 0000 LBS Resisting Force (Fy)= 2431 Lbs. 2/3 (Dr + DO Overturning. Moment (O -TM)=. 3289-5 Lbft OTM. =- F.,.* Wall. Height Resisting Moment (RM)= 32825 Lbft RM = (Fy * LW/2) Uplift Force= 3 Lbs. Uplift Force = (OTM-RM)/Lw Shortest, Shearwall (Lw)= 27 LF TYPE OF HOLDOWN Roof Trib Depth' ,3 0� ° LF See Roof Plan INONE REQ: • Overturning Force (F.)= 3655 Lbs. VWan * LW CAPACITY= 0000 LBS Resisting Force (Fy)= 2431 Lbs. 2/3 (D,. + DW) Overturning Moment (OTM)= 32895 Lbft OTM = FX * Wall Height Resisting Moment (RM)= 32825. Lbft RM = (Fy * Lw/2) Uplift Force= 3. Lbs-. Uplift Force.= (OTM-RM)/Lw. EDA Davis Block 2 of 2.x15 ROOF -LVL WALLS 3/26/2006 AUSMU5 ENGINEERING Roof VE/W= 83- PLF Wall. VE/W= 281 PLF Top Plate Splice 931 Lbs. Shortest Shear -wall (LW)= 4 LF Roof Trib Depth=s14'8� LF Overturning Force (FX)= 1124 Lbs From- Roof-Diap- Worksheet From Summary Below. Top. Plate- Splice Max of CF or Drag (12)16-d's TYPE OF HOLDOWN See Roof Plan IMST60 • V.11. LW CAPACITY=- 5800 LBS Resisting. Force..(Fy)= 923. Lbs. 2/.3 (Dr .+ DW) Overturning Moment (OTM)= 10119 Lbft OTM = F;, * WaII* Height Resisting Moment (RM)= 1845 Lbft RM = (Fy * LW/2) Uplift Force= 2068 Lbs. Uplift Force = (OTM-RM)/Lw y 1S e�" r'Liti(ROO IfL,)4 ' $f�baa 3y „cam,=011&u# Shortest Shearwall. (Lw)= 4.7 LF TYPE OF HOLDOWN Roof Trib Depth= n j1:48`?H: LF See Roof Plan MST60 Overturning Force. (FX)= 1321 Lbs. vwaii . Lw 5800 LBS .Resisting Force (Fy)= 10.84 Lbs.. 2/3 (Dr + Dw) Overturning Moment (OTM)= 11889 Lbft OTM= FX 'Wall Height Resisting Moment (RM)= 254.8 Lbft RM = (Fy * Lw/2) Uplift Force= 1988 Lbs. Uplift Force = (OTM:-R'M)/Lw EDA. Davis. Block 2 of. 2.xls ROOF LVL.WALLS 3/26/2006 AUSMUS ENGINEERING Roof VE/W= 65 PLF From Roof Diap Worksheet Wall VE/W= 65 PLF From Summary Below Top Plate Splice Top Plate Splice 0 Lbs. Max of CF or Drag (12)16-d's 054 ..a>ne h'a .ROAVf - pr Shortest Shearwall (L -j= 14 LF TYPE OF HOLDOWN Roof Trib Depth= 'z°u3 0sn_ LF See Roof Plan INONE REQ. IVI Overturning "Force "(F,,)= 906 Lbs: vwaii *'Lw CAPACITY= 0000 LBS Resisting Force (Fy)= 1261 Lbs. 2/3 (D, + DN,) -Overturning Moment (OTM)= 8151 .Lbft OTM z -F;, * Wall .Height Resisting Moment (RM)= 8825 Lbft RM = Ty * L,„/2) Uplift force= -48 Lbs. Uplift Force = (OTM-RM)/LW kkill ea dt,1._ in Qa6 M Ise" l ' Shortest Shearwall (LW)= 14LF TYPE OF HOLDOWN .Roof Trib Depth= %,,,. LF -.See Roof Plan .NONE -REQ. .. Overturning Force (F,)= 906 Lbs. vw,an • LW CAPACITY= 0000 LBS Resisting Force (Fy)= 1261 Lbs. 2/3 (br + DW) Overturning Moment (OTM)= 8151 Lbft OTM = FX * Wall Height Resisting Moment (RM)= 8825 Lbft RM = (Fy * LW/2) ..Uplift .Force= . -48 .Lbs. Uplift.Force = .(OTM--RM)/.LW fRA Davis "Block 2 -of 2.xls ROOF LVL WALL5 4 3/26/2006 AUSMUS ENGINEERING Roof VE/W= 114 PLF From Roof Diap Worksheet Wall vE/w= 218 PLF From Summary Below Top Plate Splice Top Plate Splice 926 Lbs. Max of CF or Drag (12)16-d's D. Q 3, Y e r •�' a `��r. s 4 � L1:t Shortest Shearwall (LW)= 6.5 . LF TYPE OF HOLDOWN Roof Trib Depth=y„1486; LF • See Roof PlanCS16 II Overturning Force (FX)= 1414 Lbs: vWon • LW CAPACITY=- 1705 -LBS Resisting Force (Fy)= 1499 Lbs. 2/3 (D� + DW) Overturning Moment (OTM)= 1.2729 Lbft OTM z F., * Wal.l -Leight Resisting Moment (RM)= 4873 Lbft RM = (Fy * L„,/2) Uplift Force= 1209 Lbs. Uplift Force = (OTM-RM)/LW 5hortest ShearwaR (LW)= 8.9 LF TYPE OF HOLDOWN .Roof Trib Depth=. y �148;� _a .LF See Roof Plan cs16 • Overturning force (F.)= 1937 Lbs. vWaii.'LW CAPACITY= 1705 LBS Resisting Force (Fy)= 2053 Lbs. 2/3 (Dr + DW) Overturning Moment .(OTM)= 17430 Lbft OTM = .F,, * Wall .Height Resisting Moment (RM)= 9136 Lbft RM = (Fy * LW/2) Uplift .Force= 932 Lbs. Up.li.ft .For.ce = .(OTM-.RM)/.LW -EDA Davis Block 2 -of 2.xlsROOF LVL WALLS 3/26/2006 AUSMUS ENGINEERING -EDA Total Wall Length 371.0 Roof VN/5': 112 -PLF From.Roof Nap Worksheet Wall VN/S= 416 RLF From Summary Below Top Plate Splice Top :Plate Splice 3033 Lbs. Max .of CF .or brag MST.60 Shortest Shearwdll (15)= 10 LF TYPE OF HOLI)OWN Roof Trib Depth=jij§,U'r I LF See Roof Plan LSTHD14w_] Floor Trib fflDepth 4430 LBS � LF Floor Plan Overturning Mom (OTM)= 47103 Lbft OTM = [(OTFI* Hj+(OTF2* HAI Resisting Moment (RM)= 3273 Lbft RM =2/3.[(I)r+bw+r)f) * Lw/2)] -Uplift Force -(T)= 4383 Us.. -Uplift Force += -(OTMI+OTM2-RM)/Lw). Longest Shearwall (b) = . 10 LF Roof Trib Depth= �A IZWNI V K ................ SRI LF Floor Trib Depth-- NIV LF -Overturning, Mom -(OT-M)= 47103 -Lbft Resisting Moment (RM)= 3273- Lbft Uplift Force -M= 4383 Lbs. TYPE OF HOLDOWN See Roof. Plan. STHD14 1r I Floor Plan 4430 LBS OT -M. = -[(OTFI* -H,)+(OTF2* H2)] RM =2/3 [(Dr+DW+r)f) * L,,/2)] Uplift Force = (6T--Mi+OT--M-2-RM)/L,,) -Davis -Block 2 of 2.xls LWR WALL5 3/26/2006 AUSMUS ENGINEERING -Roof VN/S= 120PLF Wall VN/S= 443 PLF Top Plate Splice 3229 Lbs. .From Roof biap Worksheet From Summary Below Top Plate Splice Max of CF .or Drag MST60 Shortest Shearwdll.(b)= 10 LF TYPE OF HOLDOWN Roof Trib Depth= g, � L See Roof Plan STHD14 • Floor Trib Depth lM,'P LF Floor Plan 4430 LBS Overturning Mom (OTM)= 51379 Lbft OTM = [(OT-Fll* Hl)+(OTF2.* H2)3 Resisting Moment (RM)= 8659 Lbft RM =2/3 [(I)r+bw+l)f) L,,/2)] -Uplif t Force M= 4272 Us. Uplift Force = (OTM1+OTM2=RM)/L,,) Longest Shearwall (b) = 10 LF Roof Trib bepth= 'R L Floor Trib. Depth= l=2f' Overturning Mom -(OT-M)= -51379 Lbft Resisting Moment (RM)= 8659. Lbft Uplift Force (T)= 4272 Lbs. TYPE OF HOLDOWN See Roof -Plan STHD14 Floor Plan 4430 LBS OTM. = ((OT -F -I* -H,)+(OTF2* H2)]. RM =2/3 [(DO+bw+[)f) * "/2)] Uplift Force = -(0 TM1+0 T.M-2--RM)/L -EDA Davis -Block 2 of 2.xls LWR WALL -5 3/26/2006 AUSMUS ENGINEERING a .6 b:0 158 PLF 459 459 Lsw #1 9:7 15.7 9.7 -332 332 b 3.7 19.4 9.7 -49 49 Lsw #2 5.3 24.7 15 -482 482 c 6.3 ` 31.0 15 0 0 Lsw #3- d. Lsw #4 e Lsw #5 f Lsw #6 9 Total Wall Length 31.0 Roof VN/ -I= 76 -PLF Wall VN/S= 158 PLF Top .Plate S.p.l.ice 482 Lbs.. 15.0 482 From Roof Diap Worksheet From Summary Below Top Plate Splice Max .of CF .or .Drag .(12)16-d's Shear' Woll, Line 3 (WWER) Shortest Shearwdl (b)= 5:3 LF TYPE OF HOLDOWN Roof Trib Depth= 3 LF See Roof Plan SrHD8 Floor Trib Depth. 1` LF Floor Plan 2370 LBS Overturning Mom (OTM)= 13158 Lbft OTM = [(OTF1* Hl)+(OTF2* H2)] Resisting Moment (RM)= 1302 Lbft RM =2/3 [(Dr+Dw+Df) * L,v/2)] Uplift force M= 2237 Lbs. Uplift Force= (OTMI+OTM2=PM)/LN,) _ U - ��eetr -WWII Li►ie 3 �(L"O`W�R) Longest Shearwall (b) = 10 LF TYPE OF HOLDOWN Roof Trib Depth= - 3.- ;- LF See Roof Plan SrHD8 .1W Floor Trib Depth= 1 ILF Floor Plan 2370 LBS Overturning Mom -(OTM)= 24082 Lbft OTM = [(OTF1* -H1)+(OTF2* .H2)] Resisting Moment (RM)= 4361 Lbft RM =2/3 [(Dr+Dw+Df) * L,y/2)] Uplift force {T)= 2033 Lbs. Uplift force = (OTMI+OTM2-RM)/LW) EDA Davis Block 2 -of 2.XIS LWR WALLS Lsw #1 b Lsw #2 c Lsw #3 d 'Lsw #4 e Lsw #5 f 3/26/2006 4.0 9.1 .25:9 31.0 35.0 35.0 35.0 35.0 Total Wall Length 35.0 Roof VN/5= 60 PLF Wall VN/S= 206 PLF 5.1 .5:1 10.2 10.2 10.2 240 240 -504 504 .504 .504 -240 240 0 0 504 From Roof Diap Worksheet From Summary Below Toa Plate Splice AUSMUS ENGINEERING Roof Trib Depth= i3 LF See Roof Plan sniD8 Floor Trib Depth 1 LF Floor Plan 2370 LBS Overturning Mom (OTM)= 8405 Lbft OTM = [(OTFI* Hl)+(OTF2* H2)] -Resisting Moment (RM)= 1206 Lbft RM =2/3 {(Dr+Dw+Df) * LW/2)] Uplift Force (T)= 141-2 Lbs. Uplift Force = (OTMI+OTM2=RM)/LW) ti Longest 5hearwall (b) = 5 LF TYPE OF HOLDOWN Roof Trib Depth= 5 3 A- LF See Roof Plan MD8 Floor Trib Depth= 1 1 LF Floor Plan 2370 LBS Overturning Mom (OTM)= 8405 Lbft OTM = [(OTFI* Hl)+(OTF2* H2)] Resisting Moment (RM)= 1206 Lbft RM =2/3 [(Dr+Dw+Df) * "/2)] Uplift Force (T)= 1412 Lbs. Uplift Force = (OTMI+OTM2-RM)/LW) EDA Davis Block 2 of. 2.xls LWR WALLS EDA' 3/26/2006 a �,, SM 4.0 280 280 280 Lsw #1=14 e 18.0 14 -280 280 b.,.4` s 22.0 14 0 .0 Lsw #2 11%5300 22.0 c t?r� 22.0 Lsw #3° 22.0 9C d �-�� 22.0 Lsw #4. 22.0 e 22.0 Lsw #5 22.0 e fear 22.0 Lsw #6' s ; t 22.0 g q 22.0 14 Total Wall Length- 22 Roof VE/w= 70 PLF From Roof Diap Worksheet Wall VE/W= 110 PLF From Summary Below Toa Plate Splice Top Plate Splice 280 Lbs. Max of CF or Dray (12) 16-d's L c — WORK MC -9 t Shortest 5hearwall (b)= 14 LF TYPE OF HOLDOWN Roof Trib Depth z, 3 LF See Roof Plan SrnD8 Floor Trib Depth j- ,0 75 LF Floor Plan 2370 LBS Overturning Mom (OTM)= ` 20474 Lbft OTM = [(OTFI* Hl)+(OTF2* HZ)] Resisting Moment (-M)= ' 12270 Lbft -RM =2/3 [(Dr+Dw+Df) * LW/2)] Uplift Force (T)= 586 Lbs. Uplift Force ='(OTM2+OTM2=RM)/LW) a' Shear nl in LyOYI/ R . ,._1 v' HL .,. Longest Shearwall (b) = 14 LF TYPE OF HOLDOWN Roof Trib Depth % 3 LF See Roof Plan STF+DB Floor Trib Depth 4'75 LF Floor Plan 2370 LBS Overturning Mom.(OTM)= 20474 Lbft OTM =.[(OTFI*.H,)+(OTF2* HZ)] Resisting Moment (RM)= 12270 Lbft RM =2/3 [(Dr+Dw+Df) * LW/2)] Uplift Force (T)= 586 Lbs. Uplift Force = (OTMI+OTM2-RM)/LW) Davis Block 2 of 2.x1s. AUSMUS ENGINEERING LWR WALLS 3/26/2006 Wall Line No: b (LOWER) a 4.5 4.5 351 351 1793 Lsw #1 11 15.5 11 -1793 1793 b 23 38.5 11 0 0 Lsw #2 38.5 Overturning Mom (OTM)-- C 38.5 OTM = [(OTFI* H,XOTF2* H2)] Lsw #3 38.5 Lbft d 38.5 2593 Lsw #4 38.5 e 38.5 11 Lsw #5 38.5 -- -------- Roof Trib Depth= '5.5 f 38.5 Floor Trib Depth= Lsw #6 38.5 Floor Plan 4430 LBS Overturning Mom (OTM)= 38.5 11—�� Wall Length 38.5 17019 Roof VE/W= 78 PLF From Roof Diap Worksheet Wall VE/W= 273 PLF From Summary Below Too Plate Splice Plate Splice 1793 Lbs. Max of CF or Draq #REFI Shear Wall Line D (LOWER) Shortest 5hearwall (b)= 11 LF TWE OF HOLDOWN Roof Trib Depth= 1 15.5 ILF See Roof Plan i STHD14 rv� Floor Trib Depth 5.5 LF Floor Plan 4430 LBS Overturning Mom (OTM)-- 45547 Lbft OTM = [(OTFI* H,XOTF2* H2)] Resisting Moment (RM)= 17019 Lbft RM =2/3 [(Dr+Dw+Df) * L„/2)] Uplift Force (T)= 2593 Lbs. Uplift Force = (OTMI+OTM2-RM)/LW) Shear Wall Line D (LOWER) Longest Shearwall (b) = 11 LF TYPE OF HOLDOW_ N Roof Trib Depth= '5.5 LF See Roof Plan STHD14 Floor Trib Depth= 5.5 LF Floor Plan 4430 LBS Overturning Mom (OTM)= 45547 Lbft OTM = [(OTFI* H,XOTF2* H2)] Resisting Moment (RM)= 17019 Lbft RM =2/3 [(Dr+Dw+Df) * LW/2)] Uplift Force (1)= 2593 Lbs. Uplift Force = (OTMI+OTM2-RM)/Lw) AUSMUS ENS' INEERINS EDA Davis Block 2 of 2.xls LWR WALLS EDA. 3/26/2006 Roof VE/W= 97 PLF Wall VE/W= 414 PLF Plate Splice 1594 Lbs. Shortest Shearwall (b)= 8.9 LF Roof Trib Depth= "' , LF Floor Trib Depth ;T� ILF Overturning Mom (OTM)= 29461 Lbft Resisting. -Moment (RM)= -4481 Lbft Vpfift 'Force (T)= 2807 'Lbs. Longest Shearwall (b) = 8.9 .LF Roof Trib Depth LF Floor Trib Depth §7r5 LF Overturning. Mom (OTM)= 29461 Lbft Resisting Moment (RM)= 4481 Lbft Uplift Force (T)= 2807 Lbs. From Roof Diap Worksheet From Summary Below Top Plate Splice Max of CF or Drag '(12)16-d's TYPE OF HOLDOWN See Roof Plan STHD14 Floor Plan 4430 LBS OTM = [(OTFI* Hl)+(OTF2* H2)] RM =2/3 [(Dr+Dw+Df) * LW/2)] Uplift Force = (OTMI+OTM2=RM)/") TYPE OF HOLDOWN 5ee'Roof Plan MD14 '- Floor Plan 4430 LBS OTM = [(OTFI* Hl)+(OTF2* H2)] RM =2/3 [(Dr+Dw+Df) * L,,,/2)] Uplift Force = (OTMI+OTM2-RM)/LW) Davis Slack.2 of. 2:xls. AUSMUS ENGINEERING 'LWR. W'.ALLS _EDA 3/26/2006 AUSMUS ENGINEERING 4 a 4.0 Roof Trib Depth =141104 215 215 Lsw #1 9.1 5.1 -230 230 Overturning Mom (OTM)= 18658 Lbft .12,1 .5.1 -68 68 Lsw #23xx9r4 21.5 14.5 -888 888 c 38.0* 14.5 0 0 Lsw #3 IN Floor Plan 4430 LBS Overturning Mom (OTM)= 34389 Lbft - OTM = [(OTFI* H,)+(OTF2* H2)] Resisting Moment. (RM)= '13290 Lbft PM =2/3 C(Dr+bw+[)f)+* L,/2)] Uplift Force (T)= 2245 Lbs. Uplift Force = (OTMI+OTM2-RM)/L.) Lsw #4 Lsw #5jr-,o z1 f INIM I 14.5 888 Total Wall Length 38.0 Roof VE/VI= 54 PLF From Roof Diap Workjheet Wall vE/W= 141 PLF From Summary Below Top Plate Splice Top Plate Splice 888 Lbs. Max of CP or brao (12) 16-d's 'Shortest 5hearwall (b)= 5.1 LF TYPE OF HOLDOWN Roof Trib Depth =141104 ILF 5ee-Roof Plan Floor Trib Depth 75 LF Floor Plan 4430 LBS Overturning Mom (OTM)= 18658 Lbft OTM = [(OTFI* Hl)+(OTF2* H2)] -Resisting Moment .(RM)= 3912 Lbft RM =2/3 .[(Dr+bw+Df) * LW12)] Uplift force (r)= 2891 'Lbs. Uplift'Force ='(0TMI+OTM2-:RM)/l,) OP Longest 5hearwall (b) = '.9 LF TYPE OF HOLDOWN Roof Trib Depth =.112MAM ILF 5eeRoof Plan sTngia Floor Trib bepth= �JLF Floor Plan 4430 LBS Overturning Mom (OTM)= 34389 Lbft - OTM = [(OTFI* H,)+(OTF2* H2)] Resisting Moment. (RM)= '13290 Lbft PM =2/3 C(Dr+bw+[)f)+* L,/2)] Uplift Force (T)= 2245 Lbs. Uplift Force = (OTMI+OTM2-RM)/L.) -bavis:Block.2 of 2. -As LWWWALLS EDA 3/26/2006 AUSMUSENGINEERING. Stud # of 'Edge Gridline E Ftotal- L,, v. x, ,, panel Type Thickness Nail"Size Nail'Spacing Spacing Sides V.all „, Nailing . (lb) Ft (plf) ' (in) - @ edges (in) Applied (PIS (En) NORTH - SOUTH 1 2 3 4 5 6 7 8 .9 10 2,371 4,425 4,156 2,101 15 10 10 10.2 158 443 416 206 All other Grades � . 3/8 � All other Grades - 3/8 • All other Grades Alllother Grades V. All other Grades 3/8 w 318 ° i9 fi 3/8 T All other Grades . al;otherGrades �' 3/8 W 3/8 6 4 6 x All other Grades 'W 15/32 15/32 All Otlier Grades �. 15/32 10d Canon All other Grades 15/32 15/32 Sd Common 4' o.G'rI6* W A :. 141 414 273 110 Sd Cannan Bd Common �' 6' o.c V 8d Common b° o.c. 16 1 Bd.Comnan �. 3° O.C. V ° i9 fi 1 Bd Common 3" o.r- 1 Sd Common I V Sd'Common o. 3" ox. 3" o.c. 6 4 6 x 10d Gammon All other Grades . �. 15/32 Til 1 10d Canon All other Grades 15/32 All other Grader . 10dCannan 3"o.c 16 ' s., i f16�,�; IOd Common • 3" o.c. � 260 6 490 3 490 3 490 3 EAST -WEST A B C D E F G H 2,046 3,683 3;001 1,540 14.5 8.9 11 14 141 414 273 110 Sd Cannan 6" o.c. 3/8 V All other Grades 'w 3"o.c�,fi'' Bd.Common. V All other Grades 318 1 1 All otfier Grades . 3/8. W .. All other Grades 3/e 3" o.c All other Grades 15/32 10d Gammon All other Grades . �. 15/32 Til All other Grades 15/32 All other Grades 15/32 All other Grader . 15/32 t• Bd Common 4" o.c. `16 Sd Cannan 6" o.c. <76 44 1 1 SdCommon 3"o.c�,fi'' Bd.Common. V 4" o.c N, X16 �t 1 1 Bd Canon J.w 10d Canon 3" o.c % r1 Ss 10d Gammon 3" o.c. 30d Common � 3° o.c � ',"�'` 30d Common SOd Common �. Fox. 9 Davis'Block:2.of 2.xls 260 6 490 3 380 4 260 6 SUMMARY 3/26/2006 AUSMUS ENGINEERING NORTH - SOUTH Stud # of Edge EFtotal. d Line E v PanefType Thickness. Nail Sin Nail"Spacing Spacing In O Sides v Nailing Applied ell "' (En) (Ib) (Ft) (Ft) (A (in) @edges (PIS 1 .AILother.Grades T. 3/8 . x 06�• r' .Bd Common �. .Vmx. 2 All other Grades 3/8 8d Common 6" ox. sp?16 3 3,655 27 135 All other Grads 3/8 Bd Common 6° o.c. r� 16 r 1 260 6 4 1,775 10 178 AlI other G2des '� 3/8 . :Bd'Common '6" o.c. 7 i. �i 316 1 260 6 5 1,540 10 154LL�316 All other Grades 3/8 Sd Common 6" o.c. ~' 1"4"-` 1 260 6 6 715 18.6 38 All other Grades 3/8 Bd Common 6" O.C. ii(K 4,ylk-1 , }S¢�16 •s_ 1 260 6 7 All other Grades 15/3 Bd Common 3" o.c 6�4;; 8 All other Grades v 1 15/32 'w 8d Common VI,51 16&t x . y 15/32 � rs� 10 AlLother Grades �. 15/32 8d Comnron 4° o.c. u 1 fi f EAST- WEST � � A All other Grades ���� 3/8 � 8d Common • 6' ox. � ti B 2,4'45 8.7 '281 AllatherGrades �' 3!8 Bd Comnan 4" ox. � '16 R. z1fi� z,., 1 380 4 All other Grades 3/8 'w 8d Common 6- ox. C fi � D 3,351 15:4 218. 8d Common �. 6 m 0.16" 4 260 6 E 906 14 66 All other Grades V' 3/B Bd.Common 6" o.c. jy16, 1 260 6 F All other Grades 15/32 10d Co ninon 3" o.c. All odw Grades V. 15!32 10d -Common � 3° ,,'�16 G, o:c U 16 mss. HAll other Grades 15/32 10d Common r 15/32 �Y ?n All other Grades 10d Comrtwn 3" o.c t EDA. bavis'Block'2 of'2.xls SUMMARY Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.81 By: Eric D. Ausmus , Ausmus Engineering on: 03-25-2006 Project: DAVIS - Location: GARAGE DOOR HEADER Summary: 3.5 IN x 11.25 IN x 8.0 FT / #2 - Douglas Fir -Larch (North) - Dry Use Section Adequate By: 72.0% Controlling Factor: Section Modulus / Depth Required 8.58 In LOADING DIAGRAM .Span =.8 -ft Reactions Live Load A 1062 Lb B 1062 Lb Span Dead Load Total Load Uplift Load 1028 Lb 2090 Lb 0 Lb 1028 Lb 2090 Lb 0 Lb Uniform Loading Live Load Dead Load Self Weight Total Load W 266 Plf 247 Plf 10 Plf 522 Plf Roof Beam[ 2000 International Building Code (97 NDS)1 Ver: 6.00.81 By: Enc D. Ausmus . Ausmus Engineering on: 03-25-2006: 9:46:41 PM Project: DAVIS - Location: GARAGE DOOR HEADER Summary: 3.5 IN x 11.25 IN x 8.0 FT /#2 - Douglas Fir -Larch (North) - Dry Use Section Adequate By: 72.0% Controlling Factor: Section Modulus / Depth Required 8.58 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non -Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load -Side One: Roof Dead Load -Side One: Tributary Width -Side One: Roof Live Load -Side Two: Roof Dead Load -Side Two: Tributary Width=Side Two: Roof Duration Factor: Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: #2- Douglas Fir -Larch (North) Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted'Prope rties Fb' (Tension): support capacity not checked) Adjustment Factors: Cd=1.25 Cf --1.10 Fv': Adiustment: Factors:.-Cd=1..25 Design Requirements: Controlling Moment: 4.0 ft from left support Critical moment created by combining all dead and Jive Joads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): 'Moment of'Inertia (Deflection): DLD= •0:04 IN LLD= 0.04 IN = U2607 TLD= 0.07 IN = U1325 LL-Rxn= 1062 LB DL-Rxn= 1028 LB TL-Rxn= 2090 LB BL= 0.96 IN L= 8:0 FT Lu= 0.0 FT RP= 6 :12 U 240 PLF U 180 PLF RLA= 118.0 SF LL1= 18.0 PSF DL1= 15.0 PSF TW1= 14.75 FT LL2= 18.0 PSF DL2= 15.0 PSF TW2= 0:0 FT Cd= 1.25 BSW= 10 PLF Ladi= 8.0 FT wL= 266 PLF wD_adi= 257 PLF WT= 522 PLF Fb= 850 PSI' Fv= 95 PSI E= 1600000 PSI Fc_perp= 625 PSI Fb'= 1169 PSI Fv'= 119 PSI M= 4179 FT -LB V= 1630 LB Sreq= 42.91 IN3 S= 73.83 IN3 Areq= 20.59 IN2 . A= 39.38 IN2 Ireq= 56.41 'IN4 1= 415.28 IN4 Footing Design f 2000 International Building Code (97 NDS)1 Ver: 6.00.81 Bv: Eric D. Ausmus , Ausmus Engineering on: 03-25-2006: 8:50:24 PM Project: DAVIS - Location: UNDER GIRDER TRUSS Summary: Footing Size: 1.83 FT x 1.83 FT x 18.00 IN Reinforcement: #4 Bars @ 3.87 IN. O.C. E/W / (5) min. Footing Loads: Live Load: PL= Dead Load: PD= Total Load: PT= Ultimate Factored Load: Pu= Footing Properties: Allowable Soil Bearing Pressure: Qs= Concrete Compressive Strength: F'c= Reinforcing Steel Yield Strength: Fv= Concrete Reinforcement Cover: c= Footing Size: Width: W= Length: L= Depth: Depth= -Effective Depth to Top Layer of Steel: d= Column and Baseplate Size: Column Type: Column Width: m= Column .Depth: n= Bearing Calculations: Ultimate Bearing Pressure: Qu= Effective Allowable Soil Bearing Pressure: Qe= Required Footing Area: Areq= Area Provided: A= Baseplate Bearing: Bearing Required: Bearing= Allowable Bearing: Bearing-Allow-- earing-Allow=:Beam :BeamShearCalculations -(One Way Shear): Beam Shear: Vu1= Allowable Beam Shear: vc1= Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= Punching Shear: Vu2= Allowable Punching Shear (ACI 11-35): vc2-a= Allowable Punching Shear (ACI 11-36): vc2-b= Allowable Punching Shear.(ACI 11-37): vc2-c= Controlling Allowable Punching Shear: vc2= Bending Calculations: Factored -Moment: Mu= Nominal Moment Strength: Mn= Reinforcement Calculations: Concrete Compressive Block Depth: a= Steel Required Based on Moment: As(1)= .Minimum Code Required Reinforcement (Shrinkage/Temperature ACI -1.0.5.4): As(2)= -Controlling -Reinforcing Steel:. As=regd= 0 LB 4000 LB 4000 LB 5600 LB 1500 PSF 2500 PSI 40000 PSI 3.00 IN 1.83 1.83 18.00 14.25 (Wood) 4.00 6.00 1194 1275 3.14 3.35 5600 71400 0 26599 FT FT IN -IN IN IN PSF PSF SF SF LB LB LB LB 77:00 IN 1308 LB 217621 LB 438473 LB 186533 LB 186533 LB 15372 IN -LB 488525 IN -LB Selected Reinforcement: #4 Bars @ 3.87 IN. O.C. E/W / (5) Reinforcement Area Provided: As= Development Length Calculations: Development.Length Required: Ld= Development Length Supplied: Ld-sup= Note: Plain concrete adequate for bending, therefore adequate development length not required. 0.84 IN 0.03 IN2 0..79 IN2 0.79 -IN2. Min. 0.98 IN2 1.5.00 IN 7.98 IN Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.81 By: Eric D. Ausmus , Ausmus Engineering on: 03-26-2006 Project: DAVIS - Location: FLOOR BEAMS WALLINE 3 & 6 Summary: 3.5 IN x 11.875 IN x 15.0 FT / 2.0E Parallam - Trus Joist -MacMillan Section Adequate By: 109.3% Controlling Factor: Moment of Inertia / Depth Required 9.28 In LOADING DIAGRAM Span. = 15 -ft Reactions Live Load Dead Load Total Load Uplift Load A 1005 Lb 1300 Lb 2305 Lb 0 Lb B 1005 Lb 1300 Lb 2305 Lb 0 Lb Span Uniform Loading Live Load Dead -Load -Self Weight Total Load - w 134 Plf 160 Plf 13 Plf 307 Plf Combination Roof and Floor Beamf 2000 International Building Code (97 NDS) I Ver: 6.00.81 Bv: Eric D. Ausmus , Ausmus Engineering on: 03-26-2006: 6:52:37 PM Project: DAVIS - Location: FLOOR BEAMS WALLINE 3 & 6 Summary: 3.5 IN x 11.875 IN x 15:0 FT / 2.OE Parallam - Trus Joist -MacMillan Section Adequate By: 109.3% Controlling Factor: Moment of Inertia / Depth Required 9.28 In Deflections: Dead Load: DLD= 0:20 IN - Live Load: LLD= 0.16 IN = U1152 Total Load: TLD= 0.36 IN = U502 Reactions (Each End): Live Load: LL-Rxn= 1005 LB Dead Load:- DL-Rxn= 1300 LB Total Load: TL-Rxn= 2305 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.88 IN Beam Data: Span:: L=- 15.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Non -Snow -Live Load: Roof Loaded Area: RLA= 45.0 SF Roof Loading: Roof Live Load -Side One: RLL1= 18.0 PSF Roof Dead Load -Side One: RDL1= 15.0 - PSF Roof Tributary Width -Side One: RTW1= - 3:0 FT Roof Live Load -Side Two: RLL2= 18.0 PSF Roof Dead Load -Side Two: RDL2= 15.0 PSF Roof Tributary Width -Side Two: RTW2= 0.0 FT Roof Duration Factor: Cd -roof= T.25' Floor Loading: Floor Live Load -Side One: FLL1= 40.0 PSF Floor Dead Load -Side One: FDL1= 15.0 PSF Floor Tributarv-Width=Side One: F-TW1= 2.0 FT Floor Live Load -Side Two: FLL2= 40.0 PSF Floor Dead Load -Side Two: FDL2= 15.0 PSF Floor Tributary Width -Side Two: FTW2= 0.0 FT Floor. Duration. Factor: Cd -floor- 1.00. Wall' Load'. WALL= 80 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 54 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 50 PLF Floor Uniform Live Load: wL-floor- 80 PLF Floor Uniform Dead Load: wD-floor- 30 PLF Beam Self Weight: BSW= 13 PLF Combined Uniform Live Load: wL= 134 PLF Combined- Uniform- Dead- Load:- WD=- '173- PLF Combined Uniform Total Load: WT= 307 PLF Controlling Total Design Load: wT-cont= 307 PLF Properties For: 2.0E Parallam- Trus Joist -MacMillan Bendinq Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticitv: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 3629 PSI Adjustment Factors: Cd=1.25 Cf=1.00 FV: Fv'= 363 PSI Adjustment Factors: Cd=1.25 Desion-Requieements: Controlling Moment: M= 8643 FT -LB 7.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2028 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 28:58 IN3 S= 82.26 IN3 Area (Shear): Areq= 8.39 IN2 A= 41.56 IN2 Moment of Inertia (Deflection): Ireq= 233.32 IN4 1= 488.41 IN4 Multi -Span Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.81 By: Eric D. Ausmus , Ausmus Engineering on: 03-26-2006 Project: DAVIS - Location: FLOOR BEAM WALLINE C Summary: 5.25 IN x 11.875 IN x 12.0 FT / 2.0E Parallam - Trus Joist -MacMillan Section Adequate By: 42.4% Controlling Factor: Section Modulus / Depth Required 9.97 In LOADING DIAGRAM P1 Center Span = 12 ft Reactions Live Load. Dead Load Total Load* Ublift Load A 3448 Lb 2055 Lb 5503 Lb 0 Lb B 3796 Lb 2783 Lb 6579 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 512 Plf 1.92 .Plf . 1.9.Plf 723.P1f Point Loading Live Load- Dead Load- Location - Pi 1100 Lb 2300 Lb 7.9 Ft Multi -Span Floor Beam[ 2000 International Building Code (97 NDS).1 Ver: 6.00.81 By: Eric D. Ausmus , Ausmus Engineering on: 03-26-2006: 6:51:02 PM Proiect: DAVIS - Location: FLOOR BEAM WALLINE C S.ummary:. 5.25 IN x 11.875 IN x'12.0 'FT / 2.OE Parallam - Section Adequate By: 42.4% Controlling Facto Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Trus Joist,MacMillan Section Modulus / Depth Required 9.97 In Bearing Length Required (Beam only, support capacity not checked) Center Span Right.End Reactions (Support B): Live-Load:- Dead iveLoad:Dead Load: Total Load: Bearing Length Required (Beam only, supportcapacity not checked) Beam Data: Center Span Length: Center Span Unbraced Lenqth-Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Floor Live Load: Floor -Dead -Load: - Floor Tributary Width Side One: Floor Tributary Width Side Two: Beam Self Weight: Wall - Load: Total Live Load: Total Dead Load: Total Load: Point Load Live Load: Dead Load: Location (From left end of span): Properties For: 2.0E Parallam- Trus Joist -MacMillan Bending Stress:- Shear tress:Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties- Fb' (Tension): Adjustment Factors: Cd=1.00 CI=1.00 Cf --1.00 Fv': DLD-Center= 0:15 IN LLD -Center— 0.20 IN = L/708 TLD -Center 0.36 IN = U405 LL-Rxn-A= 3448 LB DL-Rxn-A= 2055 LB TL-Rxn-A= 5503 LB BL -A= 1.40 IN LL-RxmB=- 3796- LB: DL-Rxn-B= 2783 LB TL-Rxn-B= 6579 LB BL -B= 1.67 IN L2= 12.0 FT Lu2-Top= 1.33 FT Lu2-Bottom= 12.0 FT L/ 360 L/ 240 FLL-2= 40.0 PSF FDL -2= 15.0 PSF Trib-1-2= 5.5 FT Trib-2-2= 7.3 FT BSW= 19 PLF Wall -2=- 0 PLF wL-2= 512 PLF wD-2= 192 PLF wT-2= 723 PLF PL -2= 1100 LB PD -2= 2300 LB X-2= 7.9 FT Fb=- 2900 PSI: Fv= 290 PSI E= 2000000 PSI Fc_perp= 750 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 7.56 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section- Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): User Added Notes: RECEIVES POINT LOAD FROM PERP JOISTS Fb'= 2898 PSI Fv'= 290 PSI M= 20925 FT -LB V= 5885- LBf Sreq= 86:63 IN3: S= 123.39 IN3 Areq= 30.44 IN2 A= 62.34 IN2 Ireq= 434.22 IN4. 1= 732.62 IN4 WRMV SIN MVF JklUINSC. Civil Engineering and Design All PO Box 5115 Chi6o, CA 95927 (530).521-2648 eda@ausmusengineering.com TRUSS CONCURRENCE LETTER - March 25; 2006 Ausmus Engineering has reviewed the Truss Calculations provided and approved by: Endeavor Homes Oroville, CA 95966 Dated: February 0, 2.006 The truss calculations were used in conjunction with the structural design for single story residence- named: - Davis Residence Eric D. Ausmus, P.E. Ausmus Engineering CA Civi165286 exp. 09/30/07 Page I of I G:\Work\A-usmus-Engineering\2006 Projects0aviffruss.doc f AUSMUS GORING CrAL ENGINEERING 3 DESIGN PO BOR SI IS CHICON CA SSgg9��5��927 F L((SSO 9�4I3-52 3 0 EDA®AIISMDS6IM&ING.GOM 1. FLOOR SHEATHING PER 0 PLAN 2. FLOOR JOIST PER PLAN 3. STUD PER SCHEDULE 5ELOW 4. USE ST6224 FLOOR STRAP AT STI -DB FOUNDATION HOLOOILN • USE M5T60 FLOOR STRAP AT STHOW FOUNDATION HOLDOWNS 5. CONT. RIM JOIST OR BLOCKING PER PLAN 6. I2! 2x E - SEE PLAN FOR TOP PLATE SPLICE INFORMATION 7. SEE ADJACENT DETAIL FOR FOUNDATION HOLDOaN Simpson Min. Attachment Strap No. Post to Post ST6224 DBL. STUD FILL ALL HOLES PLT EDGE NAILING M5T60 4x STUD (25) I&d's EA. STORY AT ALL STUDS SUPPORTING STRAPS FLOOReFL00R STRAP DETAIL STRAP FLOOR JOIST PER PLAN SEE PLAN FOR ORIENTATION SEE TOP PLATE SPLICE SCHEDULE FOR SPLICE INFORMATION STEMWALL & FTG PER FOUNDATION PLAN 84 REDAP, AT TOP & ABOVE STRAP /\X/. / / D #4 REBAR CONT. 3" FROM e „ TOP AND BOTTOM/�\ STHD STRAP (RIM JO15T MODEL) SHEAR. MATERIAL _ RIM JO15T PER PLAN FLOOR STRAP 51MP5ON HOLDOWN STRAP PER PLAN AT PONYWAYLL (2-2X'5 AT STHDB. USE 4X'5 AT 5THD14 STRAP HOLDOWN AT PONYWALL Com oV -- 0773 BUTTE COUNTY DUIL®II G DIVISION g/� r� California Department of Forestry and Fire Protection (� Butte County Fire Department Fire Safe Requirements Permit# 0 6 - Under authority of Public Resources Code Section 4290, the following checked items are required by CDF/Butte 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 "'I"' 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 M IC F Is E Q U I R E M E N T S 1273.07 Roadway Structures [X] (a) All driveway, road, street, and private lane roadway structures (Bridges, culverts, and other appurtenant strictures 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. [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. [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. 276.01 Setback for Structure Defensible S ace (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 minorum 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 Buildings less then 30 feet from Property line: {b [ ] 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 Reuuirements- 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. APR_ -;.0.2006 Date Revised 02/28/06 Darren Read Fire Protection Planning iTek® JOB: Dzyl s John LOCATION: 3aDi 0 CO. TRUSS ENGINEERING MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, Ca.95610 Phone:(916)676-1900 Fax:(916)676-1909 ► LUMBER ► HARDWARE ► STOCK PLANS ► CUSTOM DRAFTING ► TRUSS ENGINEERING ► TRUSSES ► PRE FRAMED WALLS 655 Cal Oak Rd. P.O. Box 1947 Oroville, Ca.95965 Phone: (530)534-0300 Fax: (530) 534-5269 SMTcou V W U WARNING: DO NOT CUT OR ALTER TRUSSES IN ANY WAY. o MMHO [DDV�'qQox WARNING: DO NOT STORE TRUSSES ON UNEVEN GROUND. TRUSSES REQUIRE EXTREME CARE IN HANDLING `� i This Image was created with TIMBER PRODUCTS ® INSPECTION 105 S.E. 124th AVE. Vancouver, Wa. 98684 Phone:(360)449-3840 Fax:(360)449-3953 TRUSS SCHEDULE ML MiTek 1ST FLOOR A 2ND FLOOR V Tails Mack Mark TC Pilch BC Pitch TC Pitch BC Pitch Span Amt. Description Front Back AGE 6:12 25-6-0 1 GABLE END. 2-0-0 2-0-0 A 6:12 25-6-0 10 STD. 2-0-0 2-0-0 BGE 6:12 37-0-0 1 GABLE END. 2-0-0 2-0-0 B 6:12 37-0-0 1 STD, 4 PT BEARING. 2-0-0 2-0-0 B1 6:12 37-0-0 2 STD, 4 PT BEARING. 2-0-0 2-0-0 B2 6:12 37-0-0 1 STD, 4 PT BEARING. 2-0-0 2-0-0 B3 6:12 37-0-0 3 STD, 4 PT BEARING. 2-0-0 2-0-0 B4 6:12 37-0-0 1 DROP TOP GIRDER 1 PLY, W / FILL. 2-0-0 2-0-0 HC1 4.24:12 5-6-6 2 CORNER GIRDER. 2-9-15 0 HC2 6:12 1-10-15 4 MONO. 2-0-0 0 M 6:12 4-0-0 29 MONO. 2-0-0 0 M1 6:12 6-0-0 2 MONO. 2-0-0 0 M1A 6:12 6-0-0 2 MONO. 0 0 MA 6:12 4-0-0 4 MONO. 0 0 HC 4.24:12 5-6-6 2 CORNER GIRDER. 2-9-15 0 HC2 6:12 1-10-15 4 MONO. 2-0-0 0 CGE 8:12 14-0-0 1 GABLE END. 1-6-7 1-6-7 C 8:12 1 14-0-0 4 STD. 1-6-7 1-6-7 C1 8:12 14-0-0 1 GIRDER 2 PLY. 0 0 DGE 6:12 27-0-0 1 GABLE END. 2-0-0 2-0-0 D 6:12 27-0-0 4 STD. 2-0-0 2-0-0 D1 6:12 27-0-0 7 STD. 0 2-0-0 D 6:12 27-0-0 3 STD. 2-0-0 2-0-0 DGE 6:12 27-0-0 1 GABLE END. 2-0-0 2-0-0 Project: DAVIS JOHN County: BUTTE Contractor: Endeavor Homes Date: February 3, 2006 Roof: COMP Plan: Snow: 0 Drawn By: MW Tail Cut: Plumb 2 LOCATIONS 2 LOCATIONS i LOCATIONS 1 LOCATIONS 2 LOCATIONS t f t R i i •11 MiTeW Re: Davis John MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R19983617 thru R19983638 My license renewal date for the state of California is September 30, 2006. '- Q�pF ESS/p\ Q`�tJONG YG W C 49219 *\ EXP. CIP/30/06 /* UP s4 February 6,2006 Yu, Ray The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2: o cuss cuss ype tY Ply 00 (loc) I/deft ; Ud PLATES GRIP R19983617 DAMS–JOHN A 1"'00FTRUSS 10 1 >999 360 MT20 220/195 TCDL 10.0 Job Reference (optional) —vu 6-1a--mllex imus lea, inc. —res uJ 1J:WAe Aum rages -2-0-0 6-7-12 12.9-0 18-10-4 25.8-0 276-0 2-0-0 6-7-12 6.1-4 6-1-4 6.7-12 2-0-0 Scale = 1:48.7 4x4 = 6.00 F12 4 1.5x4 11 5x8 = 1.5x4 11 1 6.7-12 1 12-9-0 1 16-10-4 F 25.6.0 6.7-12 6-1-4 6.1-4 6-7-12 I$ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft ; Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.05 2-10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.11 2-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight:, 114 Ib LUMBER .' TOP CHORD 2 X 4 DF No.1&Btr BOT CHORD 2 X 4 DF No.1&Btr WEBS ' 2 X 4 DF Std REACTIONS (Ib/size) 2=101910-3-8,6=101910-3-8 Max Horz2=-54(load case 3) Max UpIWQ=-1(load case 5), 6=-1(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-1579/0, 3-4=1084/0, 4-5=-1084/0, 5-6=-1579/0, 6-7=0/46 BOT CHORD 2=10=0/1336,9-10=0/1333.8-9=0/1333,6-8=0/1336 WEBS 3-10=0/271, 3-9=-508/0, 4-9=0/648, 5-9=508/0, 5-8=0/271 BRACING TOP CHORD Sheathed or 5-1-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0=0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 26 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard VgOF ESS/�N� yQ� ONG yG Fac 2 C49"19 SO *\ EXR Ojf/30/06 j* February A WARMWO - Vert& design parameters and READ NOTES ON TRrS AND DICUUDED AUTSK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with MiTek connectors. This design B based on u Suite 109 g tv Pon parameters shown, building for an individual building component. Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of buikding designer - not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction o the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabricafion• quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BC$11 Building Component � Ea Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. " Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each ��8 TOP CHORDS other. '/e ♦ ~ cz ca 3 on 0 of nt anace d embed fulllates y. Avoid knots and wane 1 Y• 3 NJ at joint locations. �`O U U 4. Unless otherwise noted, locate chord splices CL at'/. panel length (± 6' from adjacent joint.) *For 4 x 2 orientation, locate C8 BOTTOM CHORDS C6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /9'from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCt 9667,9432A 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTekO ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 Mrrek® Holdings, Inc. Job cussTruss Type ty ply- 00 I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 819883818 DAVIS-JOHN AGE ROOF TRUSS 1 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.03 Job Reference (optional) comes, vmvme, tet, eoeoa b.zuu s Jul 1 J IWa mi I eK Inausmes, Ina. Fn FBD u3 10:u3:J9 zuua rage 1 12-9-0 25.8.0 27-0.0 2-0.0 12-9-0 3x4 = 4x4 i 6.00 F12 114x4 12-9-0 2-0.0 Scale = 1:51.5 3x4 = 25-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.02 21 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.03 21 n/r 90 19-20=50/20, 20-21=0/45 C BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 20 n/a n/a FES BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1) Unbalanced roof live loads have been considered for this design. y 2) This truss has been designed for the wind loads by 80 2 generated mph Winds at 25 ft above ground level, using 6.0 psf top chord dead I m Weight: 159 lb LUMBER - TOP CHORD 2 X 4 DF No.1&Btr BOT CHORD 2 X 4 DF No.18Btr WEBS 2 X 4 DF Std OTHERS 2 X 4 DF Std G BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 39 REACTIONS (Ib/size) 2=237/25-6-0, 31=95/25-6-0, 29=27/25-6-0, 38=109/25-6-0, 37=96/25-6-0, 36=98/25-6-0, 35=97/25-6-0, 34=94/25.6-0, 33=96/25-6-0, 32=97/25-6-0; 28=83/25-6-0, 27=98125-6-0, 26=99/25-6-0, 25=95/25-6-0, 24=93/25-6-0 , 23=90/25-6-0, 20=241/25-6-0, 22=125/25-6-0, 40=73/25-6-0 Max Horz2=-54(load case 3) Max Uplift2=-65(load case 5), 37=-26(load case 5), 35=-3(load case 5), 34=1(load case 4), 33=-3(load case 5), 28=-1 (load case 3), 27=-2(load case 5), 26=-2(load case 5), 25=-3(load case 3), 23=26(load case 3), 20=-64(load case 5) Max Grav2=237(load case 1), 31=95(load case 1), 29=64(16ad case 2), 38=130(load case 2), 37=96(load case 1), 36=98(load case 6), 35=97(load case 1), 34=94(load case 1), 33=96(load case 6), 32=98(load case 6), 28=85(load case 7), . 27=98(load case 1), 26=99(load case 1), 25=95(load case 7), 24=93(load case 1), 23=90(load case 7), 20=241 (load case 1), 22=142(load case 2), 40=73(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-3=47/37,3-4=28/40, 4-5=-20/52,5-6=-21/62, 6-7=-21/71, 7-8=-21/81, 8-9=-21/90, 9-10=-22/101, 10-11=-29/17 ,11 -12= -32/16,12 -13= -18/103,13 -14=22/90,14 -15=22!74,15-16=-23/59,16-17=-22/44,17-18=-24/30,18-19=-27/18, 19-20=50/20, 20-21=0/45 C BOT CHORD 2-38=0/68, 37-38=0/68, 36-37=0/68, 35-36=0/68, 3435=0/67, 33-34=0/67, 32-33=0/67, 31-32=0/67, 30-31=0/67, 29-30=0/67 , 28-29=0/67, 27-28=0167, 26-27=0/67, 25-26=0/67, 24-25=0/67, 23-24=0/67, 22-23=0/67, 20-22=0/67 WEBS 31-39=-66/0, 10-39=-66/0, 29-40=010, 12-40=-73/0, 3-38=90/6, 4-37=-64/24, 5-36=-73/17, 6-35=-70/18, 7-34=67/17, 8-33=69/19, 9-32=-72/15, 13-28=-61/16, 1427=-71/19, 15-26=-73/18, 16-25=-69/18, 17-24=-67/15, 18-23=-61/24, FES 19-22=99/8, 10-12=0/84, 39-40=0/0 OQ� NOTES��� ONG 1) Unbalanced roof live loads have been considered for this design. y 2) This truss has been designed for the wind loads by 80 2 generated mph Winds at 25 ft above ground level, using 6.0 psf top chord dead I m and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of W C49 9 rn dimensions 45 It by 26 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to Wind. porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 EXP. /30/06 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gabl * yt End Detail" 4) All plates are 1.5x4 MT20 unless otherwise indicated. ST �Q- 5) Gable requires continuous bottom chord bearing. Continued on page 2 QF r A WARNING'- Verlily design parameters and REND NOTES ON THIS AND INCLUDED MITER RSpERBNCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with M7ek connectors. This design B based on u Suite 109 b upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95810 Applicability of design paromenters and proper Incorporation of component is responsibility of. building designer -not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 191 fabrication, quality control storage, delivery, erection and bracing, consult ANSI/rPI1 Quality Criteria, DSB-89 and BCSII Building Component ®Lm Safety Information available from Truss Plate Institute, 58 „ R3 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System Q General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each '/8 TOP CHORDS other. �/g ♦ 3. Place plates on each face of truss at each o joint and embed fully. Avoid knots and wane 0at _ZhO joint locations. O U U4. Unless otherwise noted, locate chord splices O a at 1A panel length (± 6'from adjacent joint.) For 4 x 2 orientation, locate BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge 11 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBG 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. . continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTeke 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MITekO Holdings, Inc. Endeavor Homes, Oroville, CA 95965 6.200 a Jul 13 2005 MiTek Industries, Inc. Fri Feb 03 15:03:59 2006 Page 2 NOTES 6) Gable studs spaced at 1-40 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearing at joint(s) 40 considers parallel to grain value using ANSl1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard ® WARNING - Verth design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with MTek connectors. This design's based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - 191 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Qualtiy, Criteria. DSS -89 and BCSII Building Component \ ta Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. M i Tek Job cuss cuss Type ry DAVIS—JOHN AGE 1:OOFTRUSS 1o y181998381DAMSJOHN AGE ROOFTRUSS 1Job Reference (optional) Endeavor Homes, Oroville, CA 95965 6.200 a Jul 13 2005 MiTek Industries, Inc. Fri Feb 03 15:03:59 2006 Page 2 NOTES 6) Gable studs spaced at 1-40 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearing at joint(s) 40 considers parallel to grain value using ANSl1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard ® WARNING - Verth design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with MTek connectors. This design's based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - 191 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Qualtiy, Criteria. DSS -89 and BCSII Building Component \ ta Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. M i Tek Job cuss cuss Type ry DAVIS—JOHN AGE 1:OOFTRUSS 1o y181998381DAMSJOHN AGE ROOFTRUSS 1Job Reference (optional) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 4-13/ 'Center plate on joint unless dimensions indicate otherwise. Dimensions are inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. '/e ~ c2 c3 3 on face of uss at each 0 oface nt anplates d embed fully. Avoid knots and wane 1 Y• Oat 0 u �,ZXhJ5 joint locations. U4. Unless otherwise noted, locate chord splices O CL at'/. panel length (± 6" from adjacent joint.) 4 x 2 orientation, locate c� BOTTOM CHORDS OFor 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 9. Lumber shall be of the species and size, and 4 x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® 779® 15. Care should be exercised in handling, ERE erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job russ mss ype tyy DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 ' Plates Increase R19983619 TJob DAVIS JOHN B ROOFTRUSS 1 F1 MT20 220/195 TCDL 10.0. - Lumber Increase 1.25 BC 0.23 Vert(TL) eference (optional) 1 -2-0-0 5-3-2 11-10-9 I 18-0-0 24-10-10 31-3-4 37-" 32:9:0s 2-0-0 5.3-2 6-7-7 6-7-7 6-410 6-4-10 5.8.12 2-0-0 Scale = 1:68.9 5x5 = 5 — . ,1 11 ru 1.5x4 II 5x5 = 3x8 = 5x5 = 1.5x4 11 1 532 I 11-10.9 I 18-6-0 1 2410.10 I 31-3-4 I 37.0-0 5-3-2 6-7-7 6.7-7 6-4-10 6.4-10 5-8.12 M I$ LOADING (psf) SPACING 2-0-0CSI A WARNING • Ver(fy design parameters and READ NOTES ON TWS AND INCLUDED ODTEE REFERENCE PAG& MU -7473 BEFORE USE. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 ' Plates Increase 1.25 TC 0.22 Vert(LL) -0.03 12-13 >999 360 MT20 220/195 TCDL 10.0. - Lumber Increase 1.25 BC 0.23 Vert(TL) -0.07 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.01 10 , n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 189 lb LUMBER TOP CHORD 2 X 4 DF No.18Btr BOT CHORD 2 X 4 DF No.1&Btr WEBS 2 X 4 DF Std BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-12.6-12 N REACTIONS (Ib/size) 2=245/0-3-8,14=116910-9-4,10=1198/D-5-8,8=255/0-3-8 Max Horz2=-74(load case 3) Max Uplift2=-68(load case 5), 8=-70(load case 3) Max Grav2=257(load case 6), 14=1169(load case 1), 10=1198(load case 1), 8=269(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-24/133, 3-4=912/17, 4-5=-791/56, 5-6=-787/57, 6-7=-864/22, 7-8=11/153, 8-9=0/46 BOT CHORD 2-14=72/58, 13-14=-50/61, 12-13=0/749, 11-12=0/707, 10-11=-63/38, 8-10=84/38 WEBS 3-14=-1041/0, 3-13=0/839,4-13=-191/45,4-12=-208/53:5-12=01388, 6-12=-162/66, 6-11=-227/37,7-11=0/826, 7-10=-1063/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 37 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard oQPOFESS/ON ONG yG Lu * E P49 /3 06 February t A WARNING • Ver(fy design parameters and READ NOTES ON TWS AND INCLUDED ODTEE REFERENCE PAG& MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based on upon g only pn parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component isresponsibility of building designer- not truss designer. Bracing shown Suite 109 Citrus Heights, 9 CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Safety Info • quality, canal storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safely Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. \ ®kf0 M I Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property *Center Damage or Personal Injury 3�4' plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. C2 C3 JS 3 plates on each face of uss at each 0 oIace nt and embed fully. Avoid knots 1 Y•ots and wane & �,3 O at joint locations. = zX1uaat 4. Unless otherwise noted, locate chord splices a OO 1A panel length (± 6" from adjacent joint.) • For 4 x 2 orientation, locate BOTTOM CHORDS I C8 C7 C6 ~ 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 9. Lumber shall be of the species and size, and 4 x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTeke ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiT®k® Holdings, Inc. Job cuss cuss ype ry1ply 31-3.4 37.0.0 o 0 7-1-10 64-10 1 1 64.10 5-8-12 Plate Offsets (X,Y): [3:0-2-8,0-3-01, 879983820 DAVIS—JOHN B1 ROOF TRUSS 2 1 CSI DEFL in (loc) I/deft Ud - PLATES GRIP TCLL 16.0, tional Job (optional) N n �1 o.��� a ��, ,� mow„ m„ o� ,„���u, ,�. �„ �a., �., ,,,...•..,.,. ��w .ayo , -2-0-0 42-12 11.4.6 18-6-0 - 24-10-10 31-3.4 37.0-0 39.0.0 2-0-0 42-12 7-1-10 7-1-10 6.4-10 64-10 5-8-12 2-0-0 Scale = 1:68.9 5x5 = 5" i• - IJ �[ _ ll 1u 1.5x4 I I 5x5 = 3x8 = 5x5 = 1.5x4 11 42-12 1 114-6 I 18-6-0 24-10-10 31-3.4 37.0.0 42-12 7.1-10 7-1-10 64-10 1 1 64.10 5-8-12 Plate Offsets (X,Y): [3:0-2-8,0-3-01, [7:0-2-8,0-3-01, [11:0-2-8,0-3-01, [13:0.2-8,0-3-0) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud - PLATES GRIP TCLL 16.0, Plates Increase 1.25 TC 0.27 Vert(LL) -0.0412-13 >999 360 MT20 220/195 T,CDL 10.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.1012-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 188 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Std WEBS 1 Row at midpt 4-12,6-12 REACTIONS (Ib/size) 2=21710-3-8,14=1154/0-5-8.10=1257/0-5-8,8=239/0-3-8 Max Horz2=-74(load case 3) Max Uplift2=-72(load case 5), 8=-72(load case 3) Max Grav,2=226(load case 6), 14=1154(load case 1), 10=1257(load case 1), 8=258(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-30/95, 3-4=1069/3, 4-5=-858/51, 5-6=-845/53, 6-7=-898/20, 7-8=0/186, 8-9=0/46 BOT CHORD 2-14=47/57, 13-14=20/61, 12-13=0/886, 11-12=0/737, 10-11=-88/36, 8-10=-110/36 WEBS 3-14=-1039/0,3-i3=0/919, 413=-128/61, 4-12=-299/47,5-12=0/428, 6-12=-141/71, 6-11=-256/34, 7-11=0/890, 7-10=-1122/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 37 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard Q�kpFESS/pN 0NG yG Fti LU CC c3 m C4919 X * EXP.. /30/06 * , l February A WARNZNO • VerUy design Parameters and READ NOTES ON TNR; AND INCLUDED r1DTER REFERENCE PAOE MU.7473 BEFORE US& 7777 Greenback Lane Design valid for use on with Mlek connectors. This design 4 based on upon Suite 109 N �g M po parameters shown, and b for individual building component. Citrus Heights, CA 95810 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quallty Cdteda, DSB-89 and SCSI] Building Component \ ®Lt0 Safety Information available from Truss Plate Institute, 583 D•Onofrio Drive, Madison. WI 53719. 'Y"' R Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property *Center Damage or Personal Injury 4*_1 3/4' plate on joint unless dimensions indicate otherwise. Dimensions are inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. �/$ ♦ ~ C2 C3 J5 3 on face of uss at each 0 c, olace iint anplates d embed fully. Avoid knots and wane 1 Y• 3 O zX at joint locations. U �y U U 4. Unless otherwise noted, locate chord splices CL at 1A panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate ~ C8 C7 C6 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at , 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® V\/N V!EN 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job fuss Truss Type Uty Ply0 0 819983621 DAVIS-JOHN B2 ROOF TRUSS 1 1 Job Reference o tional -2.0.0 4-410 11-5-5 18.6.0 i 24-10.10 31-3-4 37-0-0 i 39-0-0 2-0-0 4-4-10 7.0.11 7-0.11 6.4-10 6.4-10 5.8-12 2-0-0 Scale = 1:68.9 5x5 5 . .+ ,v rc n lU _- 1.5x4 11 5x5 = 3x8 = 5x5 = 1.5x4 11 1 4-410 1 11.5.5 I 18.6-0 1 24-10-10 I 31-3-4 1 37.0.0 i 4-410 7-0-11 7-0-11 6-4-10 6.4-10 5-8-12 Plate Offsets (X,Y): [3:0-2-8,0-3-0],[7:0-2-9,D-3-01,[11:0-2-8,0-3-0) [13:0-2-8 0-3-0) LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.0412-13 >999 360 MT20 220/195 TCDL 10.0 ' Lumber Increase 1.25 BC 0.27 Vert(TL) -0.09 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 188 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-070 oc bracing. WEBS 2 X 4 DF Std WEBS 1 Row at midpt .4-12,6-12 REACTIONS (Ib/size) 2=220/0-3-8,14=1157/0-9-4,10=1248/0-5-8,8=24210-3-8 MaxHorz2=-74(load case 3) Max Uplift2=-72(load case 5), 8=-71 (load case 3) Max Grav2=230(load case 6), 14=1157(load case 1), 10=1248(load case 1), 8=260(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-29/103, 3-4=1044/5,4-5=-848/52, 5-6=-836/53, 6-7=-893/20, 7-8=0/180, 8-9=0/46 BOT CHORD 2-14=53/56, 13-14=27/60, 12-13=0/864, 11-12=0/733, 10-11=-83/36, 8-10=106/36 WEBS 3 -14= -1040/0,3 -13=0/908,4 -13= -136/57,4 -12=-284/48,5-12=0/422,6-12=-145!70,6-11=-251/35,7-11=0/879, 7-10=-1113/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 37 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent vMh any other live loads. LOAD CASE(S) Standard oQ�pFESS/0 NG CK C 4,119 * EXP. PO/30/06 * / A WARNNO - VerlRy design Parameters and READ NOTES ON THIS AND INCLUDED 6fITEK REFERENCE PADS MU -7473 BEFORE USE. 7777Greenback Lane � Design valid for use only with M4Tek connectors. This design's based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is res Citrus Heights, CA, 9561001 po g to responsibility stability building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity of the erector. Additional permanent bracing of the overall structureis the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI l Quality Criteria, OSB -89 and BCSI1 Building Component . a®L m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ,Y", R Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. JS 3. Place plates on each face of truss at each o co joint and embed fully. Avoid knots and wane at joint locations. z0 X; O U �y U U 4. Unless otherwise noted, locate chord splices O at '/4 panel length (± 6" from adjacent joint.) 'For 4 x 2 orientation, locate �-O CB BOTTOM CHORDS C6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of'a professional which bearings (supports) occur. I d 4 41111,11 engineer. MiTek® V\/ -i VWN 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job russ Truss Type Qty Ply 00 Ildefl Ud PLATES GRIP TCLL 16.0 Plates Increase R19983622 DAVIS JOHN B3 ROOF TRUSS 3 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.25 Vert(TL) Job Reference (optional) —vu sum w — mn ert mauamea, mc. — reo uo ao:un:aa [um rage i 2.0-0 4.2-12 10.10-6 17.6.0 1 24-1-10 30.9.4 35-0-0 37-0-0 2-0.0 4-2-12 6-7-10 6.7-10 6.7.10 6-7-10 4-2-12 2-0-0 Scale = 1:65.4 4x4 = 5 1.5x4 11 5x5 = 3x8 = 5x5 = 1.5x4 11 1 4-2.12 F 10-10-6 1 17-04 1 24-1-10 30-9-4 F 35-0-0 4-2-12 6.7-10 6-7-10 6-7-10 6-7.10 4-2-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Ildefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.03 12-13 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.08 12-13 >999 , 180 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) IWeight: 178lb LUMBER TOP CHORD 2 X 4 DF No.1&Btr BOT CHORD 2 X 4 DF No.1&Btr WEBS 2 X 4 DF Std BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt * 4-12, 6-12 REACTIONS (Ib/size) 2=203/0-3-8,14=1158/0-5-8,10=1158/0-5-8,8=203/0-3-8 Max Horz 2=-71 (load case 3) Max Uplift2=-74(load case 5), 8=-77(load case 3) Max Grav2=217(load case 6),14=1 158(load case 1), 10=1158(load case 1), 8=217(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-22/134, 3-4=1027/3, 4-5=-873/45, 5-6=-873/45, 6-7=-1027/3, 7-8=0/134, 8-9=0/46 BOT CHORD 2-14=78/51, 13-14=50/55, 12-13=0/853, 11-12=0/853, 10-11=-50/33, 8-10=78/33 WEBS 3 -14= -1048/0,3 -13=0/929,4 -13= -162/50,4 -12=-241/50,5-12=0/450,6-12=-241/57,6-11=-162/50,7-11=0/929, 7-10=-1048/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 35 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard pFESS/pN� ONG c 2 C 4 19 T *\ EXP199/30/06 /*, ® WARNLIM - Verj/y design parameters and READ NOTES ON TWS AND D7CLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane 40 Design valid for use only with MiTek connectors. This design a based on u Suite 109 9 h Pon Parameters shown, kid's for individual building component. Citrus Heights, CA, 95610 1 Applicability of design paramenters and proper Incorporation of component is responsibility of building designer -not buss designer. Bracing shown � is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quollty Crttedo, DSB-89 and BCSII Bu9ding Component M1,71 ek` Safety Information available from Truss Plate Institute, 583 VOnofrio Drive, Mad -son, WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury •Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. cZ c3 JS 3. Place plates on each face of truss at each o c, joint and embed fully. Avoid knots and wane at joint locations. O = " 4. Unless otherwise noted, locate chord splices CL a O at '/4 panel length (± 6' from adjacent joint.) • For 4 x 2 orientation, locate caO BOTTOM CHORDS C6 '' 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBG 3907, 4922 provided at spacing shown on design. LATERAL BRACING sacci 9667,9432A 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® 77177wa 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job russ Truss Type QtY Ply 00 (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase R19983623 DAVIS JOHN B4 ROOF TRUSS 1 1 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.00 Job Reference (optional) 1-2T 5.0.6 1 9-2-4i 13-4-2 17-6-0 21-7-14 25.9.12 I 29-11-10 i 35.0-0 ,37-0-0 2-0-0 5.0-6 4-1-14 4.1.14 4-1-14 4.1-14 4-1-14 4.1.14 5.0-6 2-0.0 4.12 II 4x4 -- 4X4 6 NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OFT AE.HEEL JOINTS. 6.00 12 3x4 78 e 4rr\ 9 88 3x4 - 84 3x4 O 83 6 5x5 i 5 82 81 3x4 i 80 79 4 3 kn 2 �1 167 88 3x4 89 11 5x5 90 91 12 92 3x4 2 13 14 M \151$ Scale = 1:95.0 3x4 = 40 39 389337 96 39534 33 323631302928 27 26 9294 23 22 98120 99 18 1W16 101 3x6 - - 5X5 = 2x4 II , 3x4 = 8x9 = 3x8 = 8x9 = 3x4 = 2x4 11 2x4 11 5x5 = - 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 , 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 5-0-6 9.2-4 1 13-4-2 1 17-" I 21-1I14 1 25.9-12 i 29-11-10 i 35-0-0 5A6 4-1-14 4-1-14 4-1-14 4-1-14 4-1-14 4.1.14 5-0.6 Plate Offsets (X,Y): [2:0-9-4,0-2-8], [2:0-9-8,0-2-12], [3:0-3-4,Edge], [4:0-1-7,0-0-4], [4:0-2-8,0-3-0], [8:0-6-3,0-2-0], [12:0-2-8,0-3-0], [13:0-3-4,Edge], [14:D-9-8,0-2-12], [14:0-9-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.00 14-16 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.00 14-16 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.00 14 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 394 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.18Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 OF Std JOINTS 1 Brace at Jt(s): 8, 5, 6, 10, 11, 74, 75 OTHERS 2 X 4 OF Std G REACTIONS (Ib/size) 2=272/0-3-8, 33=216/27-0-0, 39=212/27-0-0, 36=257/27-0-0, 29=359/27-0-0, 24=176/27-0-0, 20=244/27-0-0, 17=196/27-0-0, 14=276/0-3-8, 30=13/27-0-0, 28=7/27-0-0, 40=183/27-0-0, 38=82/27-0-0, 37=64/27-0-0, 35=32/27-0-0, 34=42/27-0-0, 32=39/27-0-0, 31=37/27-0-0, 27=37/27-0.0, 26=33/27-0-0, 25=45/27-0-0, 23=41/27-0-0 , 22=35/27-0-0, 21=13/27-0-0, 19=53/27-0-0, 18=63/27-D-0, 16=231/27-0-0 Max Horz2=-68(load case 3) Max Uplifl2=-69(load case 5), 33=-22(load case 4), 39=-73(load case 4), 36=11 (load case 4), 29=-27(load case 5), 24=-33(load case 5), 20=-4(load case 5), 17=-67(load case 5), 14=67(load case 5) Max Grav2=273(load case 6), 33=218(load case 6), 39=214(load case 6), 36=258(load case 6), 29=359(load case 1), 24=177(load case 7), 20=244(load case 1), 17=196(load case 1), 14=276(load case 1), 30=27(load case 2), 28=14(load case 2), 40=291(load case 2), 38=115(load case 2), 37=129(load case 2), 35=64(load case 2), 34=85(load case 2), 32=79(load case 2), 31=75(load case 2), 27=74(load case 2), 26=66(load case 2), 25=89(load case 2), 23=82(load case 2), 22=70(load case 2), 21=26(load case 2), 19=108(load case 2), 18=106(load case 2), 16=373(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-3=-39/34, 3-79=115/51.4-79=-8/83, 4-80=-110130,80-81=-57137. 5-81=-17/46,5-82=104/37,82-83=52146, 6-83=-9/53, 6-84=-70/52,84-85=-19/57, 7-85=0/66,7-8=13/24, 8-9=-13/28, 9-86=0/66, 86-87=-19/57,10-87=-63/48. 10-88=15/46, 88-89=-46/35,11-89=-98/24,11-90=12131, 90-91=-52/18,12-91=-106/15,12-92=0186,13-92=0/18, I FESS/ 13-14=36/16, 14-15=0149 OQEiQN� BOT CHORD 2-40=18/74, 39-40=18/74, 38-39=-9/74, 38-93=-9/74, 37-93=-9174, 37-94=9/74, 36-94=-9174, 36-95=0/105, 35-95=0/105, ply 34-35=0/105, 33-34=0/105, 33-96=0/126, 32-96=0/126, 31-32=0/126, 30-31=0/126, 29-30=0/126, 28-29=0/118, 27-28=0/1 !�` oONG 26-27=0/118, 26.97=0/118, 25-97=0/118, 24-25=0/118, 23-24=0/88, 22-23=0/88, 22-98=0/88, 21-98=0/88, 20-21=0/88, c.0 Z 20-99=11/51, 19-99=11/51, 19-100=-11/51, 18-100=-11/51, 17-18=-11/51, 16-17=-16/51, 16-101=-16/51, 14-101=-16/5 m WEBS 4-39=-329/14,4-36=0/59,5-36=-221/13,5-33=-9/40, 6-33=177/12, 6-42=-49/34, 29-42=-73/34, 8-41=36/33, 29-43=75/ w C 49 z 10-43=-53/38, 10-24=173/8, 11-24=9/43, 11-20=219/9, 12-20=0/57, 12-17=329/8, 42-74=-27/2, 7-74=-122/0, 43-75=- 9-75=-122/0, 7-41=-50/59, 9-41=-50/59, 74-76=012, 75-76=0/2, 29-76-199/0 EXP 0 0/06 NOTES 1) Unbalanced roof live loads have been considered for this design. sTq IV IL\Q' Continued on page 2 �.pt ® WARNm - Verm design pammesars and READ NOTES ON TN78 AND INCLUDED WTEN REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane � Design valid for use only with MTek connectors. This design is based on u Suite 109 , N Pon parameters shown, and foran Individual building component. h Applicability of design Hein paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 9 ts, CA 95610 is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibilriy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/rPil Quality Criteria, DSB-89 and BCSII Building Component \ e �m Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. M I ek Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 'Center Damage or Personal Injury plate on joint unless dimensions indicate otherwise. Dimensions are inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each t/8 TOP CHORDS other. cz ca 3. Place plates on each face of truss at each o ca joint and embed fully. Avoid knots and wane O at joint locations. �+ U �5 U 4. Unless otherwise noted, locate chord.splices O a at Y, panel length (± 6' from adjacent joint.) • For 4 x 2 orientation, locate � O BOTTOM CHORDS ce 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur.:0 IFTI engineer. MiTeke Fn71T-D04 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MITek® Holdings, Inc. Job rus3 TrussType aty y0 0 R19983623 DAVIS—JOHN B4 ROOFTRUSS 1 1 Job Reference (optional) o.zuu s uuw a cuuo mi i eR inausmes, mc. rn reo ua io:va:vz zuuo rage;d NOTES 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psi bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 35 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only.. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are, 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 107 Ib down and 12 Ib up at 4-0-0, 41 Ib down and 5 Ib up at 6-0-12, 41 Ib down and 5 Ib up at 8-0-12, 41 Ib down and 5 Ib up at 10-0-12, 41 Ib down and 5 Ib up at 12=0-12, 41 Ib down and 5 Ib up at 14-0-12, 41 Ib down and 5 Ib up at 16-0-12, 41 Ib down and 5 Ib up at 17-6-0, 41 Ib dowri and 5 Ib up at 18-11-4, 41 Ib down and 5 Ib up at 20-11-4, 41 Ib down and 5 Ib up at 22-11-4, 41 Ib down and 5 Ib up at 24-11-4, 41 Ib down and 5 Ib up at 26-11-4, and 41 Ib down and 5 Ib up at 28-11-4, and 107 Ib down and 12 Ib up at 30-11-4 on top chord, and 99 Ib down at 4-0-0, 36 Ib down at 6-0-12, 36 Ib down at 8-0-12, 36 Ib down at '10-0.12, 36 Ib down at 12-0-.12,,36 Ib down at 14-0-12, 36 Ib down at 16-0-12, 36 Ib down at, 17-6-0, 36 Ib down at 18-11-4, 36 Ib down at 20-11-4, 36 Ib down at 22-11-4, 36 Ib down at 24-114, 36 Ib down at 26-11-4, and 36 Ib down at 28-11-4, and 99 Ib down at 30-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-52, 8-15=-52, 2-14=-20 Concentrated Loads (lb) Vert: 8=-9(F) 29=-18(F) 40=-49(F) 34=-18(F) 31= -18(F) -27=-18(F) 23=18(F) 16=-18(F) 79=-43(F) 80=-9(F) 81=-9(F) 82=9(F) 83=9(F) 84=9(F) 85=9(F) 86=-9(F) 87=-9(F) 88=-9(F) 89=-9(F) 90=9(F) 91=9(F) 92=-43(F) 93=-18(F) 94=18(F) 95=-18(F) 96=-18(F) 97=-18(F) 98=18(1F) 99=-18(F) 100=-18(F) 101=31(F) FM ® WARNING - 9'erM design pamrnetem and READ NOTES ON TRFS AND INCLUDED MPTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based g only upon parameters shown, and is for an individual building component. Suite 109Citrus Heights, CA, 9561 Applicability of design paramenters and proper Incorporation of component b responsibility o} building designer not truss designer. Bracing shown is for literal support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component \ � hel0 m Safety Information available from ble from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. "' Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 4_1 3/4" *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each '/8 TOP CHORDS other. �/g ♦ 3. Place plates on each face of truss at each �O 0 joint and embed fully. Avoid knots and wane _ �, 3 0 hC6 at joint locations. _ O U = Uat 4. Unless otherwise noted, locate chord splices a O 1A panel length (± 6'from adjacent joint.) For 4 x 2 orientation, locate C8 C7 O~5. BOTTOM CHORDS Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, - — -Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® ® 15. Care should be exercised in handling, ERE erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job fussfuss ype Qty y 00 819983824 DAVIS-JOHN BGE ROOF TRUSS 1 i Job Reference o fiord/ Endeavor nomas, Oromite, CA 95965 6.200 s Jul 73 2005 MiTek Industries, Inc, Fd Feb 03 15:04:03 20(16 Page 1 -2-0-0 1864) I 37-0-0 h 2.0.0 1864) 166-0 2-0-0 Scale = 1:78.4 ---- 60 59 58 57 56 55 54 53 52 51 50 49 4817 46 45 44 43 424140 39 38 37 38 35 34 33-- 3x8 = 3x8 = c� IN 176-0 196-0 Plate Offsets (X,Y): [6:0.2-8,0-3-0][16:0-3-0,Edge) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0,02 34 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.05 33-34 >999 . 180 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 31 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 293 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.l&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std WEBS 1 Row at midpt 17-46,14-48,18-45 OTHERS 2 X 4 OF Std G JOINTS 1 Brace at Jt(s): 61 REACTIONS (Ib/size) 2=280/0-3-8, 31=328/0-3-8, 47=56/27-0-0, 46=24/27-0-0, 59=214/27-0-0, 58=40/27-0-0, 57=108/27-0-0, 56=95/27-0-0, 55=96/27-0-0, 54=96/27-0-0, 53=96/27-0-0, 51=96/27-0-0, 50=97/27-0-0, 49=98/27-0-0, 48=58/27-0-0 , 45=61/27-0-0, 44=100/27-0-0, 43=97/27-0-0, 42=95/27-0-0, 40=99/27-0-0, 39=85/27-0-0, 38=149/27-0-0, 37=-156/27-0-0, 36=496/27-0-0, 62=59/27-0-0 Max Horz2=-74(load case 3) Max Uplift2=-51(load case 5), 31=-44(load case 5), 58=-27(load case 5), 56=3(load case 5), 55=-1 (load case 4), 54=-2(load case 5), 53=-2(load case 4), 51=-1(load case 4), 50=-3(load case 5), 49=2(load case 5), 44=-3(load case 5), 43=-2(load case 5), 42=-l(load case 3), 40=1(load case 3), 39=-3(load case 5), 37=-156(load case 7) Max Grav2=280(load case 1), 31=328(load case 1), 47=56(load case 1), 46=47(load case 2), 59=216(load case 2), 58=40(load case 1), 57=108(load case 6), 56=95(load case 1), 55=96(load case 6), 54=96(load case 1), 53=96(load case 6), 51=96(load case 1), 50=97(load case 1), 49=98(load case 6), 48=58(load case 6), 45=62(load case 7), 44=100(load case 7), 43=97(load case 1), 42=95(load case 1), 40=99(load case 7), 39=85(load case 1), 38=149(load case 7), 36=497(load case 7), 62=59(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-88/29,3-4=62145, 4-5=-56/42,5-6=-42/57, 6-7=-44/66, 7-8=43/76, 8-9=-43/86, 9-10=-43/95, 10-11=-43/105 , 11-12=-43/114, 12-13=43/124, 13-14=-44/138, 14-15=-321135, 15-16=-31/18, 16-17=-34/14, 17-18=-32/143, 18-19=44/134, 19-20=-43/119, 20-21=-43/104, 21-22=-43/89, 22-23=-43x74, 23-24=-43/59, 24-25=35/44, 25-26=75/25, 26-27=81/18, 27-28=4/26, 28-29=-20/14, 29-30=-41/2, 30-31=-84/0, 31-32=0/46 pFESS/ BOT CHORD 2-60=0/92, 59-60=0/92, 58-59=0/92, 57-58=0/92, 56-57=0/93, 55-56=0/93, 54-55=0/93, 53-54=0/93, 52-53=0/93, 51-52=0/93 50-51=0/93, 49-50=0/93, 48-49=0/93, 47-48=0/93, 46-47=0/93, 45-46=0/93, 44-45=0193, 43-44=0/93, 42-43=0/93, CoQNG l� 41 42=0/93, 40 41=0193, 39 40=0/93, 38-39=0/93, 37-38=0/93, 36-37=0/93, 35-36=0/93, 34-35=0/93, 33-34=0/93, lv �`i YG 31-33=0/93 WEBS 47-61=-35/0,15-61=-35/0,46-62=0/0, 17-62=-59/0, 3-60=-40/27, 4-59=-116/0, 5-58=-47/28, 6-57=-72/16, 7-56=-71!18, rn CO 8-55=-69/18, 9-54=-69/18, 10-53=-69/18, 11-51=-69/17, 12-50=-70/19, 13-49=-70/19, 14-48=-45/0, 18-45=-44/10, � A f1 19-44=72/20, 20-43=70/18, 21-42=69/17, 22-40=69/18, 23-39=-69/18, 24-38=-81/16, 25-37=0164, 27-36=-235/5, Y 7 T. 28-35=39/16, 29-34=15/15, 30-33=34/24, 15-17=15/120, 61-62=-0/0 * EXP. /30/06 NOTES 1) Unbalanced roof live loads have been considered for this design. Continued on page 2 Fre A WARNING - Ver(/V design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PADS MU -7473 BEFORE OSE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Appricability, of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 I s for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component \ a f� Safety Information available from Truss Plate Institute. 563 D'Onofrio Drive, Madison, WI 53719. 'Y„�eL' R Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury � 3/4' 'Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. c2 C3 J5 3. Place plates on each face of truss at each Q c, joint and embed fully. Avoid knots and wane V O at joint locations. �1 U �5 U 4. Unless otherwise noted, locate chord splices CL a at Y. panel length (± 6' from adjacent joint.) or *For 4 x 2 orientation, locate �— O � BOTTOM CHORDS C6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. latex 1 from_ outside edge P 9 Jl J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING seccl 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® 17771® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job cuss cuss ype Qty y 0 0 818983824 DAVIS—JOHN BGE ROOFTRUSS 1 1 Job Reference (optional) rnoeawr nom ron n aaaoa o.cuu a dm i v cwo mi i aR muusmas, mc. rn rau w w:va:uo cuw raga NOTES 2) This truss has been designed for the Wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 37 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face).. see MiTek "Standard Gable End Detail" 4) All plates are 1.5x4 MT20 unless otherwise indicated: . 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent.with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 62 considers parallel to grain value using ANSI/TPI 1 angle to grain formula.: Building designer should verify capacity of bearing surface. , LOAD CASE(S) Standard ® WARNING - VerM desdpn pamnzetem and READ NOTES ON TWS AND INCLUDED WTEK REFERENCE pAOE MU.7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with MiTek connectors.g only parameters shown, sod's for an individual building component. This design B based on u Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not bCitrus Heights, CA, 95610 1 truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSWIT11 Quality Criteria, DSB-89 and SCS11 Building Component\ S L0 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M FreR Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each '/8 TOP CHORDS other. J5 3. Place plates on each face of truss at each o c, joint and embed fully. Avoid knots and wane U_ O at joint locations. U �5 U 4. Unless otherwise noted, locate chord splices a0 a at 'A panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate ~ CB C7 C6 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 9. Lumber shall be of the species and size, and 4 x 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,'4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTeko ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 © 1993 MiTok® Holdings, Inc. R Job russ Truss Type Qty Ply o0 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.26 R19983625 DAVIS-JOHN C ROOFTRUSS 4 1 BC 0.26 Vert(TL) -0.08 4-6 >999 180 BCLL 0.0 Rep Stress Incr Job Reference (optional) -••• . -•-•• -� ---w v.cw a uw i a awv mi i nn muunur c. rn leu w rv:uc:w cuw —gal i -187 7-40 14-0-0 1587 187 7-0.0 7-0-0 1-6-7 -. ' 4x4 = Scale = 1:33.9 3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft , Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.03 4-6 >999 . 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.08 4-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 53 lb w LUMBER BRACING TOP CHORD '2 X 4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 1040 oc bracing. WEBS 2 X 4 DF Std REACTIONS (Ib/size) 2=579/0-5-8,4=579/0-5-8 Max Horz2=86(load case 4) Max Uplift2=-14(load case 5), 4=-14(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44,2-3=-589/0,3-4=-589/0,4-5=0/44 BOT CHORD 2-6=0/410,4-6=01410 WEBS 3-6=0/317 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard QVOFESS/pN\ ONG yG F2 z Cr C 4?11.9 MM * EXP 9/30/06 G va WARNING - de 7777 Greenback Lane A r1/g align ynrametaro and READ NOTES ON THIS AND INCLUDED 84TER REFERENCE PADS 847.7473 BEFORE USE. � Design valid for use only with MTek connectors. This design -s based only upon parameters shown• and is for an individual building component. Suite 109 Applicability of deign paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, P561032 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Safety Into.. quality vada ,storage, delivery, erection and bracing, eonsuit ANSt/rPll Quality CrIteda, DSB-89 and BCSII Building Component \ �ekm Safety Infomndion available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. M Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury ,4_� 3/4 'Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. M C3 J5 3. Place plates on each face of truss at each o cq joint and embed fully. Avoid knots and wane U ; 0 at joint locations. �+ U �y U U 4. Unless otherwise noted, locate chord.splices O at Y. panel length (± 6' from adjacent joint.) For 4 x 2 orientation, locate ~ CB p C6 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® V\/ -i 7= 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job Tas Truss Type City Ply OR19983626 (loc), I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 DAMSJOHN C1 ROOFTRUSS 1 nb JoReference (optional) i 3.9.15 7-0.0 10.2-1 14-0-0 3.9.15 3-2-1 3.2-1 3.9-15 . 4x4 = 3 3x8 = _ - _ - ,.. 3x8 = 3x8 11 8x8 = 3x8 I I 1 3.9.15 I 7-0.0 I 10-2-1 1 14.0-0 I$ Scale: 3/8"=1' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc), I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.03 7-8 >999 360 • MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.07 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WS 0.71 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 149111 LUMBER TOP CHORD.2 X 4 DF No.1&Btr BOT CHORD 2 X 6 DF No.1&Btr WEBS 2 X 4 DF Std BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=3740/0-5-8,5=3792/0-5-8 Max Horz 1 =-70(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4911/0, 2-3=-3379/19, 3-4=3379/19, 4-5=4886/0 BOT CHORD 1-9=0/3999, 9-10=0/3999, 8-10=0/3999, 8.11=0/3999, 7-11=0/3999, 7-12=0/3978, 6-12=0/3978, 6-13=0/3978, 13-14=0/3978 + , 5-14=0/3978 WEBS 2-8=0/1723, 2-7=-1550/27, 3-7=0/3508, 4-7=-1523/28, 4-6=0/1691 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead loac and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) Concentrated loads from layout are not present in Load Case(s): #3 MWFRS Wind Left; #4 MWFRS Wind Right; #5 MWFRS 1st Wind Parallel. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 937 Ib down at 1-0-12, 937 Ib down 3-0-12, 937 Ib down at 5-0-12,937 Ib down at 7-0-12, 937 Ib down at 9-0-12, and 937 Ib down at 11-0-12, and 937 Ib down M 13-0 1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-52, 3-5=-52, 1-5=20 Continued on page 2 PROFESS/pH\ ONG YG Fac y C 4�J19 M *\ EXP. Pyr/30106 /* L A WARNING - Fer{ij/ design paramerero and READ NOTES ON THIS AND JNCLUDED AMER REFERENCE PAGE MIb7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design romenters and proper incorporation component responsibility of building designer - not truss designer. Bracing shown Citrus Heights, C PP N 9 Pe P P poration of com nent a res g A, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibilrity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quattiy Criteria, DSB-89 and BCSII Bullding Component \ a 10 Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ,Y"' Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 34' `Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each Vcz TOP CHORDS other. 1/e c3 J5 3. Place plates on each face of truss at each o c, joint and embed fully. Avoid knots and wane 0 u �, 3 O at joint locations. v+ U �5 U 4. Unless otherwise noted, locate chord splices OU a at '/4 panel length (± 6" from adjacent joint.) • For 4 x 2 orientation, locate �-O BOTTOM CHORDS c6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge 11 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with BEARING stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7=-937(B) 9=-937(B) 10=-937(B) 11=-937(B) 12=-937(B) 13=-937(B) 14=-937(8) ® WARNING - Vert f& design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE pAGE MU.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component �ekm Safety Information available from Truss Plate Institute, 583 D'Onotdo Drive, Madison, WI 53719. 11 fuss toss ype ty y R19983626 DAVISJOHN C1 ROOF TRUSS 1 �00R.fiirence Z Job (optional) Job LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7=-937(B) 9=-937(B) 10=-937(B) 11=-937(B) 12=-937(B) 13=-937(B) 14=-937(8) ® WARNING - Vert f& design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE pAGE MU.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component �ekm Safety Information available from Truss Plate Institute, 583 D'Onotdo Drive, Madison, WI 53719. 11 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 'Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 1�8 TOP CHORDS other. ��e ♦ cz - c' JS 3. Place plates on each face of truss at each o co joint and embed fully. Avoid knots and wane O & 3 0 at joint locations. U �h U 4. Unless otherwise noted, locate chord splices CL at 'A panel length (± 6" from adjacent joint.) • For 4 x 2 orientation, locate C8 C7 C6 O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to comber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ��® �� . 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: Mll-7473 © 1993 MiTek® Holdings, Inc. Job russ Truss Type ty�Ply in 00 I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 R19983627 DAVIS JOHN CGE ROOF TRUSS 1 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 Job Reference (optional) Endeavor Homes, Oroville, CA 95965 6.200 a Jul 13 2005 MTek Industries, Inc. Fd Feb 03 15:04:04 2006 Page 1 -1.6.7 7.0.0 I 14.0-0 1587 i 116-7 7-0.0 7-0.0 187 3x4 = 3x5 i 8 3x5 14-0-0 I$ Scale = 1:33.2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.01 14 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 14 n/r .90 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 13 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 79 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std OTHERS 2 X 4 DF Std G r REACTIONS (Ib/size) 2=184/14-0-0, 13=187/14-0-0, 19=74/14-0-0, 18=107/14-0-0, 23=36/14-0-0, 22=111/14-0-0, 21=95H4-0-0, 20=80/14-0-0,17=107/14-0-0.16=97/14-0-0,15=90/14-0-0 Max Horz2=86(load case 4) Max Uplift2=-65(load case 5), 13=-54(load case 5), 22=-14(load case 4), 21=6(load case 5), 20=-6(load case 4), 17=-4(load case 3), 16=-22(load case 5) Max Grav2=184(load case 1), 13=187(load case 1), 19=74(load case 1), 18=107(load case 1), 23=63(load case 2), 22=111(load case 1), 21=95(load case 6), 20=82(load case 6), 17=107(load case 7), 16=97(load case 1), 15=101(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-60/58, 3-4=-49/57, 4-5=-34/63, 5-6=-34/69, 6-7=-28!70, 7-8=33/7, 8-9=-36/7, 9-10=-37/68, 10-11=-32/45, 11-12=34/23, 12-13=51/25, 13-14=0/43 BOT CHORD 2-23=0/68, 22-23=0/68, 21-22=0/68, 20-21=0/68, 19-20=0/68, 18-19=0/68, 17-18=0/68, 16-17=0/68, 15-16=0/68, 13-15=0/68 WEBS 7-19=-51/0, 9-18=74/0, 3-23=-43/2, 4-22=-75/28, 5-21=-70/24, 6-20=-60/18, 10-17=79/24, 11-16=-67/27, 12-15=-73/12, 7-9=-0/65 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord de and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to W porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard End Detail" 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard ® WARNING - Ver(/y design Parameters and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGE AW -7473 BEFORE USE. 7777 Greenback Lane � Design valid for use only with Welt connectors. This design a based on Suite 109 g N upon parameters shown, sod's for an individual building component. ' Applicability of design paramenters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA 95610 ul is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPII Quality Criteria, DSB-89 and BCSII Building Component \ �ekm Safety Information available from Truss Plate Institute, 563 D'Onofrio Drive, Madison, WI 53719. i Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury ,4-1 3/4 *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 14 TOP CHORDS other. '/e ♦ ~ C2 ca J5 3 plates on face uss at each .. c, olace iint and embed fully. Avoid knots and w ne 1 V• & �,3 O at joint locations. U �5 U zX1 4. Unless otherwise noted, locate chord.splices a at Y. panel length (± 6' from adjacent joint.) + For 4 x 2 orientation, locate ~ C8 C7 C6 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTeke y\/N1 VMS 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 M1ITekO Holdings, Inc. Job russss ype -'0-0F ty y o D TCLL 16.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.05 , 6-8 >999 360 819983628 DAVIS—JOHN D TRUSS j' 7 1 BCLL 0.0. - Rep Stress Incr YES WB 0.50 Horz(TL) 0.05 6 n/a n/a b JoReference o tional cnanawr nomnn, vmvinn, a.n aaaoa o.au s uw i v �uua mn nR mausrn c. rn rno uv W:W:Va Nw rasa � i -2-0-0 7-0-4 13-0.0 I 19-11.12 I 27-0-0 29-0-0 I 2.0.0 7-0.4 6.5.12 6-5-12 7-0-4 2.0-0 Scale = 1:51.4 4x4 = 6.00 F12 4 M 91 1.5x4 11 5x8 = 1.5x4 11 7-0-4 I 13.64) I 19-11-12 I 27-0-0 ; 7-0-4 6-5-12 6-5-12 7-0.4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.05 , 6-8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.13 6-8 >999 ' 180 BCLL 0.0. - Rep Stress Incr YES WB 0.50 Horz(TL) 0.05 6 n/a n/a BCDL 10.0Code UBC97/ANSI95 (Matrix) Weight: 121 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 4-11-13 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0=0 oc bracing. WEBS 2 X 4 DF Std REACTIONS (Ib/size) 2=1071/0-5-8,6=1071/0-5-8 Max Horz2=-56(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-1656/0, 3-4=1138/0, 4-5=-1138/0, 5-6=-1656/0, 6-7=0/46 BOT CHORD 2-10=0/1398, 9-10=0/1395, 8-9=0/1395, 6-8=0/1398 WEBS 3-10=0/285, 3-9=-530/1,4-9=0/678,5-9=530/1, 5-8=0/285 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 R by 27 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent with any other live loads. LOAD CASE(S) Standard F GNl Ualy A WARNING - verj fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM -7473 BEFORE USE. 7777Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610mi is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crtterla, DSB-89 and BCSII Building Component \ a m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M iTek Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. J5 3. Place plates on each face of truss at each o ca joint and embed fully. Avoid knots and wane _ y,zXOat U joint locations. U �y U 4. Unless otherwise noted, locate chord splices CL O a at 1A panel length (± 6" from adjacent joint.) + For 4 x 2 orientation, locate `- ce c7 c6 0O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. 5 14 a IF] engineer. M iTekO V\Z\j 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 Mrrek® Holdings, Inc. Job russ Truss Type Qty Ply (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.27 FitDAVIS_JOHN 1-9 >999 360 D1 ROOFTRUSS 7 1Iob BC 0.37 Vert(TL) -0.15 1-9 >999 - 180 BCLL 0.0 Rep Stress Incr JReference (optional) ,,,..,,, ....o., — 'ayo , 1 7-64 13-" 1 19-11-12 27-0-0 29.0-0 7-0-4 6.5.12 6-5.12 7-0-0 2-0.0 Scale = 1:50.2 4x4 = 3 1.5x4 11 5x8 = 1.5x4 II 1 7-0-4 1 13-6-0 1 19-11-12 27.0-0 i 7-0-4 6.5.12 6-5.12 7-0-4 I$ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.06 1-9 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.15 1-9 >999 - 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 118 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 4-9-13 oc pudins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std REACTIONS (Ib/size) 1=957/Mechanical, 5=1082/0-5-8 Max Horz1=-83(load case 3) Max UpliftS=-2(load case 5) i FORCES '(Ib) - Maximum Compression/Maximum Tension TOP CHORD i-2=-1728/0,2-3=-1163/0,3-4=1160/0,4-5=-1680/0,5-6=0/46 BOT CHORD -1-9=0/1474,8-9=0/1474,7-8=0/1416,5-7=0/1420 WEBS 2-9=01295,2-8=-592/16,3-8=0/692,4-8=531/2,4-7=0/286 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, Condition I enclosed building, of dimensions 451t by 27 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Q�kOFESS/p ONGCO YFy • m IX C4 9 T \s�EXP. I` 0/06.`P� ary A WARNING - Ver(fM design Parameters and REND NOTES ON TNIB AND INCLUDED MITER REPERENCE PAGE 11131-7473 BEFORE USE. - 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based on u Suite 109 only upon parameters shown, and is for an individual building component. chn, Heights, CA, 95610 Applicability of design paramenfers and proper incorporation of component is responsibility of building designer- not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilGty of the erector. Additional penranent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPI1 Quality Criteria, DSB-89 and BCSII Building Component \ ;e�m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M i - Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 1/8 TOP CHORDS other. �/9 -+ ♦- cs ca J5 3. Place plates on each face of truss at each p c, joint and embed fully. Avoid knots and wane u O at joint locations. U�5 U 4. Unless otherwise noted, locate chord.splices OU CL at 1A panel length (± 6' from adjacent joint.) *For 4 x 2 orientation, locate �O C8 BOTTOM CHORDS C6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /9'from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBG 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. I d 4 43 Itil.3 engineer. MiTek® V\/\] VMS 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. OTru 55NS S ype ty y I/dell L/d' PLATES GRIP TCLL 16.0 Plates Increase 1.25 R19983630 DAVIS_JOHN DGE RDOF TRUSS 2 1 Jot TCDL 10.0. Lumber Increase 1.25 BC 0.07 Vert(TL) 0.03 Reference (optional) lorries, Oroville, CA 95965 M 91 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Feb 03 15:04:06 2006 Page 1 -2-" i 13.6-0 27-0-0 29-0-0 ' 2-0.0 ' 13-6-0 13.6.0 2-0.0 Scale = 1:54.3 3x4 = 4x4 G 8.00 12 734x4 3x4 = 27-0-0 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d' PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.02 25 n/r 120 MT20 220/195 TCDL 10.0. Lumber Increase 1.25 BC 0.07 Vert(TL) 0.03 25 n/r 90 BCLL 0.0' Rep Stress Incr NO WB 0.04 HOrz(TL) 0.00 24 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 1811b LUMBER TOP CHORD 2 X 4 DF No.1&Btr BOT CHORD 2 X 4 DF No.1&Btr WEBS 2 X 4 DF Std OTHERS 2 X 4 DF Std G BRACING TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at it(s): 45 REACTIONS (Ib/size) 2=237/27-0-0, 36=72/27-0-0, 34=22/27-0-0, 44=109/27-0-0, 43=96/27-0-0, 42=95/27-0-0, 41=96/27-0-0, 40=96/27-0-0, 39=96/27-0-0, 38=99/27-0-0, 37=75/27-0-0, 33=48/27-0-0, 32=98/27-0-0, 31=96/27-0-0, 30=98/27-0-0 29=97/27-0-0, 28=98/27-0-0, 24=241/27-0-0,•27=83/27-0-0, 26=140/27-0-0, 46=61/27-0-0 Max H6iz2=-57(load case 3) Max UplffQ=-64(load case 5), 43=-26(load case 4), 41=-3(load case 5), 40=1(load case 4), 39=-2(load case 5), 38=-3(load case 5), 32=-3(load case 3), 31=-2(load case 5), 30=-1 (load case 3), 29=3(load case 3), 24=-61 (load case 5), 27=-27(load case 3) Max Grav2=237(load case 1), 36=72(load case 1), 34=45(load case 2), 44=130(load case 2), 43=96(load case 6), 42=95(load case 1), 41=96(load case 6), 40=96(load case 1), 39=96(load case 1), 38=99(load case 6), 37=75(load case 6), 33=49(load case 7), 32=99(load case 7), 31=96(load case 1), 30=98(load case 1), 29=97(load case 7), 28=98(load case 1), 24=241(load case 1), 27=83(load case 7), 26=154(load case 2), 46=61 (load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-3=-50/38,3-4=32/40, 4-5=-20/53,5-6=20/62. 6-7=-20/65, 7-8=5/72, 8-9=-20/81, 9-10=-20/91, 10-11=21/101, 11-12=15/107, 12-13=-33/16, 13-14=-36/14, 14-15=-5/109, 15-16=-21/104, 16-17=-21/89, 17-18=-20/74, 18-19=-17/59, 19-20=21/51, 20-21=20/43, 21-22=19/30, 22-23=25/17, 23-24=-47/26, 24-25=0/45 BOT CHORD 2-44=0/70, 43-44=0)'70, 42-43=0170, 41-42=0/70, 40-41=0/70, 39-40=0170, 38-39=0)'70, 37-38=0170, 36-37=0170, 35-36=0/70 , 34-35=0/70, 33-34=0/70, 32-33=0)'70, 31-32=0/70, 30-31=0/70, 29-30=0/70, 28-29=0170, 27-28=0170, 26-27=0/70, 24-26=ono WEBS 36-45=-48/0, 12-45=-48/0, 34-46=0/0, 14-46=-61/0, 3-44=90/6, 4-43=-64/24, 5-42=-70/16, 6-41=-69/18, 8-40=-69/17, 9-39=-70/18, 10-38=-71/20, 11-37=-57/7, 15-33=-36/4, 16-32=-71/20, 17-31=-70/18, 18-30=-71/18, 20-29=-71/18, 21-28=71/17, 22-27=56/23, 23-26=109/10, 12-14=0/91, 45-46=0/0 � //�pFESS/p "Y )ON(; yG NOTES n 1) Unbalanced roof live loads have been considered for this design. W 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead I C 4 19 and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of * EXP 9/30/06 dimensions 45 ft by 27 ft with exposure 8 ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 S 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable j End Detail" Continued on page 2 OF A WARNDIO - Ver1Jy design pammetem and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACS MU.7473 REMRE USE. 7777 Greenback Lane Design valid far use only with MOek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component \ �ekm Safety Information available from Truss Plate Institute, 583 D'Onof io Drive. Madison, W153719. M 11 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury ,4-13/ 'Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each ,/8 TOP CHORDS other. C3 JS 3. Place plates on each face of truss at each Q C.' joint and embed fully. Avoid knots and wane U_ �, 3 i O at joint locations. U �,5 = " 4. Unless otherwise noted, locate chord splices 0- O *For 4 x 2 orientation, locate O BOTTOM CHORDS ce ~ J. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 9. Lumber shall be of the species and size, and 4 x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® 7771 y® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job TrussITrus 3Type ty y O O 879983830 DAVIS—JOHN DGE ROOFTRUSS 2 1 Job Reference (optional) ..........�e� w.v .www .aye NOTES 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearing at joint(s) 46 considers. parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard } ® WARNWG - Verib design parameters and READ NOTES ON THIS AND WCUWzD MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and B for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component \ TeV • Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. MiTek Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property *Center Damage or Personal Injury ,4_1 3/4 plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 1/8 TOP CHORDS other. �/g cz ca 3. Polace on eachface of uss at each o t and embed fulllates Avoid knots and w ne j Y• 0 ci O bC6 at joint locations. �+ U U 4. Unless otherwise noted, locate chord splices a0 CL at 1A panel length (± 6' from adjacent joint.) *For 4 x 2 orientation, locate � O ce BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTek® 771 y= 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 © 1993 MiTek® Holdings, Inc. Job cuss Truss Type oty Ply 00 floc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 819983631 DAVIS—JOHN HC MONO TRUSS 2 1 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.07 Job Reference (optional) ILI 6.200 s Jul 13 2005 MTek Industries, Inc. Fri Feb 03 15:04:06 2006 Page 1 I -2-9-15 I 5-5.12 5,7-1A 2-9-15 5.5.12 o -2- 2X4 11 3 Id Scale c 1:16.9. LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.03 2-4 >999 360 ' MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.07 2-4 >954 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 4 n/a n/a 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 Ib down and 6 Ib up at 5-6-2, and BCDL 10.0 ' Code UBC97/ANSI95 (Matrix) on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Weight: 23 Ib LUMBER LOAD CASE(S) Standard OQ<z0FESS/0 BRACING �pONG yF TOP CHORD 2 X 4 DF No.1&Btr Vert: 24=-20,1-3=-52 TOP CHORD Sheathed or 5-7-14 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.1&Btr Vert: 3=-122(F=-61, B=-61) 4=-76(F=38, B=-38) 5=3(F=1, B=1)r LU BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 6 DF No.1&Btr yt EXP. /30/06 yt I REACTIONS (Ib/size) 2=392/0-5-8,4=337/0-2-2 Max Horz2=102(load case 4) Max Uplift2=-94(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD .1-2=0/48,2-3=-64/21,3-4=-211/22 1 BOT CHORD 2-'5=-14/20,4-5=-14120 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load . and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 Ib down and 6 Ib up at 5-6-2, and 61 Ib down and 6 Ib up at 5-6-2 on top chord, and 3 Ib up at 2-10-4, 3 Ib up at 2-10-4, and 76 Ib down at 5-6-2, and 76 Ib down at 5.6-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard OQ<z0FESS/0 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 �pONG yF Uniform Loads (plf) Vert: 24=-20,1-3=-52 CO 2 Concentrated Loads (Ib) & m Vert: 3=-122(F=-61, B=-61) 4=-76(F=38, B=-38) 5=3(F=1, B=1)r LU C 4 9 rn yt EXP. /30/06 yt )6 It ® WARNING - Ver(fM design parameters and READ NOTES ON THIS AND INCLUDED BUTTER REFERENCE PACE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Ali Applicability of design romenters and Citrus Heights, CA, 95610 PP NPa proper incorporation al component is responsibility stability building designer- not truss designer. Bracing shown g is for literal support of individual web members only. Additidnal temporary bracing to insure stability during construction is the responsibilBty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crtterla, DSB-89 and BCSII Building Component \ A �eL m Safety Information available from Truss Plate Institute, 583 D'Onof io Drive. Madison, WI 53119. 'r", R Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury � 3/4' *Center plate on joint unless dimensions indicate otherwise. Dimensions are inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. cs ca J5 3. Place plates on each face of truss at each o c4 joint and embed fully. Avoid knots and wane O u�,, at joint locations. O U �5 U 4. Unless otherwise noted, locate chord splices a at 1A panel length (± 6" from adjacent joint.) • For 4 x 2 orientation, locate �— O Ce BOTTOM CHORDS c6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 Jb of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. . WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBG 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job russ Truss Type aty Ply 00 (loc) I/deft Ud TCLL 16.0 Plates Increase R19983632 DAVIS-JOHN HC1 MONO TRUSS 2 1 360 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) Job Reference (optional) cnaeavor nomes, vmvine, vn eaeoa o.cuu s aw v cuw ml— mausm c. rn leu w ra.ur.ur aw rage r -2-9.15 1 5-6-6 i 2-9-15 5.6.6 1.5x4 11 Scale = 1:16.9 3 LOADING (psf) SPACING 2-0-0CSI DEFL in (loc) I/deft Ud TCLL 16.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.03 2-4 >999 360 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) 0.06 2-4 >977•, 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 4 n/a Na BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 DF No.1&Btr BOT CHORD 2 X 4 DF No.1&Btr WEBS 2 X 4 DF Std REACTIONS (Ib/size) 2=390/0-5-8,4=137/Mechanical Max Horz 2= 1 02(load case 4) Max Uplift2=794(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=0/47,2-3=64/211.3-4=-87/10 BOT CHORD 2-5=-15/20, 4-5=-15/20 PLATES GRIP MT20 220/195 Weight: 22 Ib BRACING TOP CHORD Sheathed or 5-6-6 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psi bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind.- If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Concentrated loads from layout are not present in Load Case(s): #3 MWFRS Wind Left; #4 MWFRS Wind Right; #5 MWFRS 1st Wind Parallel. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 Ib up at 2-9-8, and 3 Ib up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 2-4=-20, 1-3=-52 Concentrated Loads (lb) Vert: 5=3(F=1, B=1) N o0(tOFESS/pN ONG YG Fy � � C42019 m * EXP. 9/30/06 * , A WARNING - Ver(/y design parameters and READ NOTES ON THIS AND INCLUDED 6ffT'ER REFERENCE PAGE MU -7473 aEPORS USE. 7777 Greenback Lane m Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicabilityof deiin paramenters and proper incorporation of component isresponsibiity o} building designer- not buss designer. Bracing shown Citrus Heights, CA, 956 -mil is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component • Safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison, WI 53719. M Frek Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. C3 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane _ ��X U 3 0 at joint locations. U �y U 4. Unless otherwise noted, locate chord splices O a at 1A panel length (± 6' from adjacent joint.) *For 4 x 2 orientation, locate w BOTTOM CHORDS ce 5. Unless otherwise noted, moisture content of (umber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 9. Lumber shall be of the species and size, and 4 x 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBG 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at�1 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTek® P\71 77q 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MrTek® Holdings, Inc. Job russ Truss Type Qty[ly1o0 1-10.15 1-10-15 LOADING (psf) 819983633 DAVIS—JOHN HC2 MONOTRUSS 8 1 TCLL 16.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.00 2 >999 360 Job Reference (optional) K v.auu a um ro cuua mi i nn mvuaurox, ma rn rev w w:uq:m cuw raga i 2.0.0 1-10-15 1.5x4 I I z -o -o 1.10-15 3 Scale = 1:10.4 REACTIONS (Ib/size) 2=232/0-5-8, 4=-1/Mechanical Max Horz2=66(load case 4) Max Uplift2=-81(load case 5), 4=-1 (load case 1) Max Grav2=232(load case 1), 4=41 (load case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45,2-3=51/22.3-4=-30/19 BOTCHORD 2-4=-7/9' - i NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of - dimensions 45 it by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard QEtOFESS/OH,gI Q��DONG 2 IX C 4PI 9 yt EXP.- PX130106 *J ® WARNING - Vert& design parameters and READ NOTES ON TIDE AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE, 7777 Greenback Lane � Design valid for use only with MiTek connectors. This on Suite 109 design is based 9 N upon parameters shown, and is individual building component. ' Applicability of design m n pamenters and proper incorporation of component is responsibility of building designer -not truss designer. He ner. Bracing shown Heights, CA, 95810 - o for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, nrectte, and bracing, consult ANSIAPII Quality Criteria, DSB-89 and BCSI l Building Component \ S �eL m Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 'r", R 1-10.15 1-10-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.00 2 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 1-10-15 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. + WEBS . ' 2 X 4 DF Std REACTIONS (Ib/size) 2=232/0-5-8, 4=-1/Mechanical Max Horz2=66(load case 4) Max Uplift2=-81(load case 5), 4=-1 (load case 1) Max Grav2=232(load case 1), 4=41 (load case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45,2-3=51/22.3-4=-30/19 BOTCHORD 2-4=-7/9' - i NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of - dimensions 45 it by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard QEtOFESS/OH,gI Q��DONG 2 IX C 4PI 9 yt EXP.- PX130106 *J ® WARNING - Vert& design parameters and READ NOTES ON TIDE AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE, 7777 Greenback Lane � Design valid for use only with MiTek connectors. This on Suite 109 design is based 9 N upon parameters shown, and is individual building component. ' Applicability of design m n pamenters and proper incorporation of component is responsibility of building designer -not truss designer. He ner. Bracing shown Heights, CA, 95810 - o for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, nrectte, and bracing, consult ANSIAPII Quality Criteria, DSB-89 and BCSI l Building Component \ S �eL m Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 'r", R Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury ,4_13/ *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 1/e TOP CHORDS other. �/e -� ♦- JS 3. Place plates on each face of truss at each o cq joint and embed fully. Avoid knots and wane O " at joint locations. x O U �h 4. Unless otherwise noted, locate chord splices CL OU at 114 panel length (± 6' from adjacent joint.) •For 4 x 2 orientation, locate �-O BOTTOM CHORDS C6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTeke ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 M1Tok® Holdings, Inc. Job rusS I fuss I ype tyy 0 0 4-0-0 LOADING (psf) 819983634 DAVIS—JOHN M MONO TRUSS 29 1 TCLL16.0 Plates Increase 1.25 Job Reference (optional) ..... •�•• �• +w� u.cuu s um w cuw mn nn muusmas, mc. rn rao w u:ua:ur cuw rage r 3-10-8 2-0.0 3.10.8 3 41-8 Scale = 1:15.2 REACTIONS (Ib/size) 2=282/0-5-8,4=95/0-1-8 Max Horz2=103(load case 4) Max Uplift2=-65(load case 5) Max Grav2=282(load case 1), 4=95(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=62/19, 3-4=-59/13 BOT CHORD 2-4=-15/20 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 it above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 it by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joints) 4. LOAD CASE(S) Standard r A ® WARNINO • Verib design parametenf and READ NOTES ON THIS AND JNCLUDED MrTEK REFERENCE PAGE MU 7473 REPORE USE. 7777 Greenback Lane m Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation component responsibility of building designer - not truss designer. Bracing shown Citrus Heights. C pr p porditi nal e m nenf is res 9 A 9561211 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilGy of the erector. Additional permanent bracing of the overall structure. is the responsibility of the building designer. For general guidance regarding fabrication, query control storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSII Building Component \ e �eL m Safety Information available from Truss Plate Institute, 583 D'Onotdo Drive, Madison, WI 53719. 'Y"' R 4-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! Ud PLATES GRIP TCLL16.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.01 2-4 >999 360 MT20 220/195 TCDL , 10:0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 4-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std REACTIONS (Ib/size) 2=282/0-5-8,4=95/0-1-8 Max Horz2=103(load case 4) Max Uplift2=-65(load case 5) Max Grav2=282(load case 1), 4=95(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=62/19, 3-4=-59/13 BOT CHORD 2-4=-15/20 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 it above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 it by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joints) 4. LOAD CASE(S) Standard r A ® WARNINO • Verib design parametenf and READ NOTES ON THIS AND JNCLUDED MrTEK REFERENCE PAGE MU 7473 REPORE USE. 7777 Greenback Lane m Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation component responsibility of building designer - not truss designer. Bracing shown Citrus Heights. C pr p porditi nal e m nenf is res 9 A 9561211 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilGy of the erector. Additional permanent bracing of the overall structure. is the responsibility of the building designer. For general guidance regarding fabrication, query control storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSII Building Component \ e �eL m Safety Information available from Truss Plate Institute, 583 D'Onotdo Drive, Madison, WI 53719. 'Y"' R Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 'Center plate on joint unless dimensions indicate otherwise. Dimensions are inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each I�8 TOP CHORDS other. cz cs J5 3 on each face of uss at each oface nt anplates d embed fully. Avoid knots 1 Y•ots and wane V O at joint locations. y1 U�5 U 4. Unless otherwise noted, locate chord splices 0 a at'/. panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate �O BOTTOM CHORDS C6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. •This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBG 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,0432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints atS :Ie� U 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek° D\DOa 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job russ Truss Type Qty Ply 00 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.22 R79983635 DAVIS-JOHN M, MONO TRUSS 2 1 BC 0.24 Vert(TL) -0.09 2-4 >723 180 BOLL 0.0 Rep Stress Incr Job Reference (optional) v—, a u , w euvu —um in—u—, o. rn ruv uv rv.uc.vr cuvo raga i 2.0.0 5-10-8 0-1.8 - - 1.5x4 II 3 Id Scale = 1:22.5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.05 2-4 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.09 2-4 >723 180 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 24 lb LUMBER BRACING r TOP CHORD 2 X 4 DF No.18Btr TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.18Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std S REACTIONS (Ib/size) 2=34110-5-8,4=180/0-1-8 Max Horz2=138(load case 4) Max Uplif12=,53(load case 5), 4=-3(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-79/44, 3-4=-123/37 BOT CHORD 2-4=-22/30 NOTES 1) This truss has been designed for the wind loads generated by 80.mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of - dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent with any other live loads. 3) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. LOAD CASE(S) Standard �o0ROFESS/pN� ONO yG Fti Ix C 19 MM * EX /30/06 1k A WARNING - VerM design Parameters, and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AW -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability lof des' n Citrus Heights, CA, 95810 g paromenters and proper incorporation of component is responsibility, of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component �e�m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. „ Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury � 3/4' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each '/8 TOP CHORDS other. �/g ♦ C3hC6 3. Place plates on each face of truss at each o joint and embed fully. Avoid knots and wane U��Oat joint locations. U U Uat'/. 4. Unless otherwise noted, locate chord splices 0- panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate QCB BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job cuss russ type ty1ply 0 0 TCLL 16.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.05 1-3 >999 360 879983636 DAVIS_JOHN MIA MONO TRUSS 2 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 . Horz(TL) 0.00 3 n/a . n/a Job Reference (optional) � 510-8 6,Or0 -y�o 510-8 0-1-8 1.5x4 11 Scale = 1:21.0 2x4 = 1.5x4 11 Id LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft ' Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.05 1-3 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.09 1-3 >723 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 . Horz(TL) 0.00 3 n/a . n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 21 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD ,2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std REACTIONS (Ib/size) 1=203/0-5-8,3=203/0-1-8 Max Horz1=104(load case 4) Max. Uplift3=-17(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-71/55, 2-3=-146/50 BOT CHORD 1-3=-22/30 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline,'on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. LOAD CASE(S) Standard Q�pFESS/pN\ ONGwMyG Fy y 2 C-#19 * EX 9/30/06 yt . February&2d A WARNING Vert& design parameters and READ NOTES ON TNlS AND INCLUDED allTEK REPERENCE PAGE MH 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design's based only upon parameters shown, and is for an individual building component. Suite CiWs He'109 Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown fights, CA, 95610 is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSII Building Component \ �eL m Solely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 'v"' R Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 1 3/4' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. 1/g -► H cz ca J5 3. Place plates on each face of truss at each p �o joint and embed fully. Avoid knots and wane 0 _ �, ; oe " at joint locations. 2 �' O U �5 U U 4. Unless otherwise noted, locate chord splices CL at 14 panel length (± 6" from adjacent joint.) *For 4 x 2 orientation, locate ~ C8 C7 C6 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at� ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTeke ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX-7473 © 1993 MiTekO Holdings, Inc. ci Job russ I russ I ype Qty Ply o 0 R19983637 DAMS—JOHN M2 MONO TRUSS 15 1 4.0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in Job Reference (optional) 2-0-0 4-0-0 1.5X4. II 3 Scale = 1:15.2, WEBS 2 X 4 DF Std REACTIONS (Ib/size) 2=282/0-5-8, 4=95/Mechanical Max Horz2=103(load case 4) Max Uplift2=-65(load case 5) Max Grav2=282(load case 1), 4=95(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=0/46,2-3=62/119,3-4=-59/113 BOT CHORD 2-4==15/20 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard QFESS/pN\ ONG yG Fy cCO m UJI C4 19 T * EXP. /30/06 yt • IsT o��\P . February ® WARNING - Veryfr design pammerers and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE pAGE MU -7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with MTek connectors. This on a based design Suite 109 H upon parameters shown, Applicability of design paramenters and proper incorporation of component is responsibility of buildinglding for an individual building component. designer- not buss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consuti ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component A L m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Mad@M on, WI 53719. ll®R '2x4 = 1.5x4 11 4-0.0 4.0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.01 2-4 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 '. Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.l&Btr TOP CHORD Sheathed or 4=0-0 oc purlins, except end verticals. BOT CHORD, 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std REACTIONS (Ib/size) 2=282/0-5-8, 4=95/Mechanical Max Horz2=103(load case 4) Max Uplift2=-65(load case 5) Max Grav2=282(load case 1), 4=95(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=0/46,2-3=62/119,3-4=-59/113 BOT CHORD 2-4==15/20 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard QFESS/pN\ ONG yG Fy cCO m UJI C4 19 T * EXP. /30/06 yt • IsT o��\P . February ® WARNING - Veryfr design pammerers and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE pAGE MU -7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with MTek connectors. This on a based design Suite 109 H upon parameters shown, Applicability of design paramenters and proper incorporation of component is responsibility of buildinglding for an individual building component. designer- not buss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consuti ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component A L m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Mad@M on, WI 53719. ll®R r Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 'Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. C3 JS 3. Place plates on each face of truss at each o cq joint and embed fully. Avoid knots and wane 3 ; at joint locations. x �' O U �y U 4. Unless otherwise noted, locate chord splices O at'/, panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate �O ca BOTTOM CHORDS ce 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBG 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. .4 r ` r Job russ Truss Type Qty Ply 00 I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 R19983638 DAVIS–JOHN MA MONO TRUSS 4 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.02 Job Reference (optional) o.wu a aw i v �uuu mi i an mauam c. rn reu va w:uv.uo zvw raga i - 3.10-8 1W 3-10-8 2 0-1-8 2x4 — 4.0.0 Scale = 1:13.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.01 1-3 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.02 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0. Code UBC97/ANSI95 (Matrix) Weight: 14 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 4-0-0 oc puffins, except end verticals. BOT CHORD 2 X 4 DF. No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std REACTIONS (Ib/size) 1=131/0-5-8,3=131/0-1-8. Max Horz 1=69(load case 4) Max Uplift3=-12(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-47/36,2-3=-94/33 BOT CHORD 1-3=-15/20 NOTES 1) This truss has been designed for the Wind loads generated by 80 mph Winds at 25 ft above ground level, using 6.0 psf top chord dead'load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of - dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. LOAD CASE(S) Standard ® WARNWO - Ver(fo deelgn Parameters and READ NOTES ON rms AND nvcumzD MrTEN REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of.component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 9561 owl is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Cdteda, DSB-89 and BCSII Bullding Component \ �:Lm Safety Information available from Truss Plate Institute, 563 D'Onofrio Drive, Madison, W1.53719. F1TeR Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 'Center plate on joint unless dimensions indicate otherwise. Dimensions are inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each ,/8 TOP CHORDS other. �/g ♦ 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane Oat joint locations. Ac U U 4. Unless otherwise noted, locate chord splices OUat CLC8 1A panel length (± 6'from adjacent joint.) •For 4 x 2 orientation, locate C7O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. Itil engineer. MiTek® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. e 0 1 N STANDARD GABLE END DETAIL PAGES1 OFX2 *DIAGONAL OR L -BRACING 3/20/00 VARIES TO COM. 12 4x4 = TRUSS a Mt:t-M c I IAULt ntww 2X4 NO.2 OR BTR. DF -L 1X4 OR 2X3 (TYP) antrl1 rnrvv 3 2" �/�j1 1/2" (BY OTHERS y- �ti NOTCH AT 24" O.C. (MIN.) TOP CHORD NOTCH DETAIL CONT. BRG-- I- [ 4 SPAN TO MATCH COMMONTRUSS 10-I � _�XVERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. LOADINgpsf) TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANS195 TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD 3x5 = 24" MAX 2X4 LATERAL BRAC AS REQUIRED PER TABLE BELOW 24" O.C. moEND " WALL �IGID CEILING MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END 71-011 -_MF —�UrP�TO –V '3 – OVER 8'-6" 4 - 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH 2 -LATERAL BRACES WITH L - BRACE 12 INCH O.C. 6-0-0 12-0-0 8-0-0 9-2-0 s INCH O.C. ;-9-0 -4-0 15-6-0- - —_ 24 INCH O.C. 4_4-0 8=8= _3=0m0____6=6=0_ NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 80 MPH WIND, EXP. B, HEIGHT 25 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-e". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 1 OD NAILS SPACED AT 8" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) °) `I `a °G 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. e ` 3 g•�.0j 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 N STANDARD. GABLE END DETAIL PAGES2GOFX2 4/26/00 .4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2-10d__ (TYP) 2X4 BLOCK SIMPSON A34 OR EQUIVALENT jj 45- 2X4 STJD OR BTR SPACED @ 5'-0" O.C. SHALLE PROVIDED AT EACH END OF LEDGER---�`` \. BRACE. CONNECT AT END WITH STRO BACK W/ 4- 1 Od NAILS. MAX. LENGTH = T-0" GABLE EN STANDARD TRUSSES SPACED @ 24" O.C. NOTES 1)2X4 N0.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITH 4- 10d NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2-10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6" 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" APR3 X004 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. �OpROfESS/0 C�~� ONQ Or ALL OR PARE Of THIS HOUSE MAY REQUIRE CALCS. BY A UCENSED ENGINEER. YOUR DISTRIBUTOR MAY BE ABLE TO SUGGEST ONE SHOULD.CALCS BE REOUESTED BY LOCAL BURDiNG OFFlCML ' ui to D .Z 3 ffiLOWER LEVEL: FLOOR PLAN 127150. R. :=' Z N Lu C14 V L ZZ 25 25 W ti UPPER LEVEL FLOOR PLAN BOSSo. R. PAL NOTES R TUB/SHOWERS SHALL BE PROVIDED WITH PRESSURE BALANCE 2..:.wTATIC MIXING VALVE CONTROLS. ALLHEADERS TO BE 6.12 UNLESS OTHERWISE NOTED 3. ALL CEILINGS TO BE 8'-0' UNLESS OTHERWISE NOTED 1. PROVIDE 18'.21' FOUNDATION ACCESS AT EXTERIOR WIIHIN 20'-0' OF PLUMBING CLEANOUT S. PROVIDE OPENING AS REOUIRED AND CONCRETE SLAB FOR H.VA.C. B. INSULATE AT NB AND SHOWER EXTERIOR RIOR WALLS BEFORE NAILING UP SIDING 7. SEE TITLE SHEET FOR ADDITIONAL NOTES 8. PROVIDE P.T. VALVE DISCHARGE UNE TO OUTSIDE k ANCHOR STRAPS TOP k BOTTOM AT WATER HEATER B. BLOCK FOR TOWEL BARS 10. WINDOW AND SUDING GLASS DOOR OPENINGS ARE PER CALL -OUT. DOOROPENINGS ARE CALL -OUT PLUS 2'. 11. DOUBLE FRENCH DOOR OPENINGS ARE CALL -OUT PLUS 3'. 12. WOOD COLUMNS Q POSTS LOCATED UNDERFLOOR OR WHERE EXPOSED TO WEATHER SKALL BE SUPPORTED BY CONCRETE PIERS PROJECTING AT LEAST 6- ABOVE EXPOSED EARTH Q AT LEAST t' ABOVE CONCRETE FLOORS OR POSTS MUST BE WOOD OF NATURAL RESISTANCE TO DECAY. IHOVSE: 2178 SO. R. GARAGE: SSS S0. R. . DECK 807 50. R. N UD U cW 01 O Q O m 2 Z O n N $S � >o O� h o Z N O O a o az�xa O W La IL J I— In, n In Q v Z ¢ W p N_ Q 0 � J U O }g om v M '311 m Vj J $S � >o O� h o Z N O 2 M O DRAWN BY: -� R.S. HUGHES DATE: 1-30-7 SCALE. 1/1'=I'-0' SHEET R 1 OF 7 v. tp e"RONMENTALHEALTH AOR 2 7 COUNTY CENTER DRIVE 1E ti T 4 Ao t4 7- --9 1E T 4 7- --9