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030-340-040
030-340-040 04-39,23 ! GWIN, TOMh qt p5WOODUCK Cl",CRU Cont LIFETIP11... EX f�` ?. NEW SINGLE Fr1Ml1_ \\ jl 030-340-040 05-1982 ' G W IN, Y V ETTE 4405 WOODDUCK CT, OROVILLE j Cont: JOEL FORRESTER SHOP Dq0 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAX#: (530)538-2140 WEBSITE: www.buttecounty.netldds LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class : (f u 7 License Number:. Date: /� 7 7 D� Contractor. 1_iFe-71^ C-_,_72-elff OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' Stale License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish; or repair any structure, prior to its issuance, also requires the applicant for'such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9.commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or Improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale., If however, the building or Improvements are sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ❑ 1 am Exempt under Article 3 of the Business and Professions Code Date: Owner: WORKERS' COMPENSATION DECLARATION I hereby affirm under penally 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 the Labor Code, for the performance of the work for which this permit Is Issued. My workers' compensation insurance carrier and policy number are: Policy Q'- I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: 2 —27 - C)C4 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 1 hereby affirm that there is a construction lending agency for the performance of the work for which this permit Is issued (Sec 3097 Civ.) Address: PERMIT NO. BP043023 Issued Date: 12/27/2004 APN: 030-340-040-000 Site Address: 4405 WOODDLICK CT ORO Map Index: Description: NSF(1476)GAR(528)COV(96) Owner: GWIN, YVETTE & THOMAS 14847 NORTHWOOD DRIVE MAGALIA, CA 95954 530-873-6880 Applicant: LIFETIME EXTERIORS 6230 JACK HILL DRIVE OROVILLE, CA 95966 530-228-3421 Contractor: LIFETIME EXTERIORS 6230 JACK HILL DRIVE OROVILLE, CA 95966 530-228-3421 License #: 746808 Architect: Engineer: Total Square Ft: 2100 S.F. Valuation: $110,148.00 Census Code: This permit is hereby issued ung the applicable provisions of the Butte County Code enrVor Reg olutio s to do work Indica 6d,a�ovvee for which fees have been paid. By? i /"// `G` we c. Date: 42- 9 - PERMIT EXPIRES ON: - / (./S ❑ I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safely 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. 1 hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purposes? - - r Print Name: JyC L' % C�� �� c� Signature Date: 0 Owner 0 Contractor ❑ Agent for Owner ❑ Agent for Contractor B TTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES /000, 3i4 BUILDING PERMIT APPLICATION -)00 ' a q AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REOUIRED AT TIME OF APPLICATION **PLEASE PRINT CLEARLY** OWNER Last Name W (!✓ rust Name Del •r Yv& lrc Address%g%7 City _ Li A- State Com— zip -7-5754 Phones _ 3 G,gSv Fax E-mail APPL CANT SIGNATURE X For office use only: CONTRACTOR Name Name e) C F -400-e c� - D 6A !.� Fe '' •�`rirvR S Address P 00 X 4 Policy Number City A LtAe-v Sta��_ Map Book ZipF Sy6 g Phone S .3� � _314 Zt Fax E-mail Lic. # Class APPL CANT SIGNATURE X For office use only: ARCHITECT/ENGINEER Name I Flood Zone Address SRA City Policy Number State Zip Phone Map Book Fax E-mail Planner State License Number APPL CANT SIGNATURE X For office use only: APPLICANT NAME Name !� I Flood Zone Address dV� SRA City Policy Number State Zip Phone Map Book Fax E-mail Planner APPL CANT SIGNATURE X For office use only: Zoning I A IlKig- I Flood Zone JAJ4 I SRA Yes Policy Number Occ. Type .Const Subdivision Nam6'N Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS PERMIT NO. .' BIN # LOCATION AN ep 3o -- 3qo - oqv Property Address qllob i,�oo0 u c k e T City (Lc v+ LLQ Cross Street WORKER'S COMPENSATION Policy Number Carrier if hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name S irv,.r K' Address Description r Sco a of Worly Sq. Footage 0 Structure Built without Permi 0 Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. [Received b jNK Amount a50 • Lf3 Bldg SRA Receipt t �11$q I Sheriff /� i� SMIP Date: /S De • / Other �/� � ` O • Total KAFORMSWILDING F0RMS1BIdQAPDlSubRgmts.doc Page 1 of 2 REV 7-27-04 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 1:11. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paperl ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxesl ❑ 4. Energy compliance design and supporting documentation in duplicate. (Note: Not required for additions to mobile or modular homes.) ❑ 5. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) Data sheets and installation inst, (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. Detached Accessory Building Form filled out by the owner (if required). ❑ 12. Hazardous Material Form (for Commercial Buildings only). ❑ 13. Sanitation and site plan approval from the Environmental Health Department. 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.- 0 orm.❑ 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. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner (for 433A's). If you have questions or would like additional information regarding this process, contact a Permit Application 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 cavi oniy 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 KAFORMSWILDING F0RMS\BIdgApp1SubRgmts.doc Page 2 of 2 REV 7-27-04 IButte County Department of Development Services YVONNE CHRISTOPHER, DIRECTOR M 7 County Center Drive Oroville, CA 95965 N (530) 538.7601 Telephone (530) 538.7785 Facsimile O M TO: ' LO FROM: r 1 SUBJECT: O In DATE: WILLDAN Scott Rutherford (530) 538-7160 srutherford@buttecounty.net Plans Transmittal For Review Per Contract 10/18/2004 Applicant: Gwin, Tom & Yvette Permit 04-3023 Project Type: NSF APN: 030-340-040 100% 70% Plan Check Fees $ 1,000.34 $ 700.24 $ 1,000.34 $ 700.24 WILLDAN Fee $ 700.24 Copies Attached: Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations . Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other 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: ASSESSOR PARCEL NUMBER Proposed Building Use: Counter Technician: Date: / /.S 0 y Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. Z 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. _:q 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑ . 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxes! ❑ 5. Letter from Engineer or Architect for truss design review. 6. Energy compliance design and supporting documentation in duplicate. 0� 7. Statement of Intent for Non -heated and AIC for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Data sheets and installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate ❑ 11. Site plan and business license approval from the City of Biggs ❑ 12. Letter of intent for non-residential buildings ❑ 13. Detached Accessory Building Form filled out by the owner ❑ 14. Hazardous Material Form 15. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable. ❑ 16. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) 0 ❑ 17. Fire Sprinklers............................................................................................ ❑ 18. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 19. Soils Report and/or Engineered Foundation required ........................................... ........ 0- ❑p2lees rosion Control Plan Required........................................................................ as shown on the attached Schedule of Fees Due Sheet ....................❑ ........ ity of Chico Plumbing permit........................................................................"'� ❑ :gpl 23. California Department of Fores!t5y plan approval ❑ paid. Sent by: ............. 24. Planning approval (A) Use: (B)Parking: (C) Parcel Check: tl ❑ 25. Contact Land Development about _ Improvements, _ Drainage ......................... � 26. NPDES Form............................................................................................. PVT 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Pre -Inspection for required....... ❑ 29. Contractor's license information. (Number, Name Style, Classification) ................... ❑ 30. Worker's Compensation Carrier and Policy Number .......................................... ❑ 31. Owner -Builder Verification (_ Given to owner, _Mailed to owner) ..................... ❑ 32. Letter of Signature authorization......................................:............................. ®Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 34. Manufactured home utility clearance............................................................... ❑ 35. Existing violations and/or expired permits......................................................... ❑ ... . 36. Deed Restriction................................................... -------- ❑ 37. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D $_ 0Otherco . rer of I. \1A A A 0ther: 1PIM6 S' When issued Telephone a8 - 34.21 and hold for pickup. I have been int Applicant: 1. Index permit al item r; esig desig iagnsreviewed b Structural review( r Note transfer by: r TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance E.H. USE ONLY Piot Plan Annchod Floor Man Anactead Sent to ®.O. / O lit �� �14 n�lL Owner Location AP# Plan Approved for: Sewage Disposals, Water Su ly: Pu4lic Private Well Clearance for dwelling. Other )4 40Q yln�l r✓ Hold final for: Final clearance O.K. for: NOTE: Environmental Health Specialist Date 8/96 COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 TELEPHONE (530)538-7541 SCHEDULE OF RECEIPT OF FEES OWNER �" (/l) (� A.P. #030 7V PROPROSED BUILDING USE ISI n Lk) SF DATE loIS 6V . I RECEIPT # DATE REC. 1. BUILDING PERMIT FEES4'3, / �� --- Balance Due ..................... $__O • --- Additional Fees Due........... $ --- Revised Plan Checking Fee.... $ 2. SCHOOL DISTRICT FEES O V (paid at School District Office) (form available after Plan Check) 3-S SHERIFF FEES (paid at Building Division) / Residential............ X $360.00 =$ 3{ D Units Commercial (sq. ftg.)..... X $0.03 = $ Sq.Ftg. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit)..... X = $ # Units Amt. Commercial (Sq. Ftg.).... X = $ Sq. Ftg. Amt. 5. RECREATION DISTRICT FEES (paid at Recreation District Office) (form available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK FEE $89.00 (paid at Building Division) 8. WATER TENDER FEES BATTALION # $200.00 (paid at Building Division) 9. NORTH CHICO SPECIFIC PLAN (paid at Building Division) Residential Zone X = $ Zone # Units Amt. Commercial (sq. ftg.) ......... X = $ Sq. Ftg. Amt. Q 10. OTHER LI �`y/�Q/ / l0*Th t of perms application, s advise th above fees are requ ed to a paid'prior to tssue of the pe ' oT may be changed during the plan checking process. APPLICANT DATE ./D " IS-OLj Pursuant to Govemment Code Section 66020, you are hereby notified that items, 2, 3, 4, 5, 6, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Division Yellow -Applicant Pink -Owner (rev. 2/2003) BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) 0. f, School District ll*aVI Building Department No. A.P. Number' o-34V"04b Jurisdiction: City County Property Owner t u l rc;�r W #11_ Property Location/Address ! ITL) W ' ► Uv (. f Subdivision Residential DevelopmentQ No of 'ving Mobile Home Units Installation Commercial/Industrial Q Q ` r ' New _ Addition Department Lot No. 0 Addition/ 'Supplemental to ti\ Sq. Footage �^ (Group R) Conversion Permit # *(No foundation inspection) .................................................................................................... a Deed Restricte&Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) Sq Footage District Identification, No. 050193 � P -b 1(I I ` c -yl School District certifies that Address) % I (City) has complied with the requirements of Resolution No. representing k square feet. Iti(. lou., School District Representative -� (Including Exterior Roofed Areas) lC Date fu ry-tu yvcNt w; (Applicant)✓/. 3a -Z( ct"ha'% (Phone Number) (State) (Zip Code) by payment of $ 51'-30(,57-Z4- r2926 t L MITIGATION = /2-7 04- Date Paid by Check # ' Remarks: �� EA -8L'='- 0 AcL A-8L'=''0AcL 3000.00 Notice: You may protest the Imposition of the fess Identified above by submitting a written protest to the District, in compliance with Govemm nt Cods Section 66020(a), within 90 days from the date fess aro paid. Failure to submit a timely written protest wlll'prohibit you from dmdlenping the Imposition of the fees In any court action. if. subsequent to the School District Representative signing this Butte County Schools Impact Fes Certification Forth, the School District Is rrotifl- by the applicable Local Planning Agency that this project Is being reviewed under the California Environmental Quality Act (CEQAh this project may be subject to additional school fees to fully ~9. Its Impact on the school distrldls schools. White (applicant), Yellow (building department), Pink (school district) feeform.xis (10/03)dmm SEE EXHIBIT A ATTACHED HERETO AND MADE A PART HEREOF Jane, 1. " Allee Frances D. Allee Document Date: September 1, 2004 State of California Countyof Butte } SS. s - On y- �% , before me, the undersigned, a Notary Public in and for said County and State, personally appeared James D. Allee and Frances D. Allee e-* proved to me on the basis of satisfactory FOR NOTARY SEAL OR STAMP evidence) to be the person(s) whose name(s) Ware subscribed to the within instrument and acknowledged to me that }tk/sl(e/they executed the same in Vs/otr/their authorized capacity(ies), and that by VSA) r/their signature(s) on the instrument the person(s), or the entitynq 0 LA FR. upon behalf of which the person(s) acted; ekecuted the instrument. COMM. # 1399916 NOTARY PUBLIC -CALIFORNIA l� WITNESS my hand and'o a seal. BUTTE COUNTY 0 1 CQINML EXP. FEB. 22, 2007 Sienature-�--' !•A11 TAV CTATCRAC\ITC T^. C.--- .-- AL-- RECOR EQUESTED BY 2' io io4— io io S 5 6 3 5 Bidwell Title & Escrow Company Recorded i REC FEE 10.00 Official Records I TAX 93.50 AND WHEN RECORDED MAIL TO County Of I BUTTE I Name Yvette Gwin CANDACE J. GRUBBS I stree, Address 14847 Northwood Drive Recorder I ROSEMARY DICKSON I Magalia, Ca.95954 Assistant I Shauna 02:00PM 10 -Sep -2004 I Page 1 of 2 City. State Zip Order No. 00217329-001 SPACE ABOVE THIS LINE FOR RECORDER'S USE Parcel No, 630-340-040 GRANT DEED -_ THIS FORM FURNISHED BY BIDWELL TITLE & ESCROW COMPANY The Undersigned Grantor(s) Declare(s) Documentary Transfer Tax is $93. 50 G ❑ City/Town of 0 computed on full value of interest or property conveyed, or O Unincorporated Area ❑ full value less value of liens or encumbrances remaining at the time of sale ❑ Monument Fee of $10.00 FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, James D. Allee and Frances D. Allee, Husband and Wife hereby GRANT(s) to Yvette Gwin and Thomas Gwin, Wife and Husband as Joint Tenants the following real property in the ❑ City of 0 Unincorporated Area County of Butte, State of California: I SEE EXHIBIT A ATTACHED HERETO AND MADE A PART HEREOF Jane, 1. " Allee Frances D. Allee Document Date: September 1, 2004 State of California Countyof Butte } SS. s - On y- �% , before me, the undersigned, a Notary Public in and for said County and State, personally appeared James D. Allee and Frances D. Allee e-* proved to me on the basis of satisfactory FOR NOTARY SEAL OR STAMP evidence) to be the person(s) whose name(s) Ware subscribed to the within instrument and acknowledged to me that }tk/sl(e/they executed the same in Vs/otr/their authorized capacity(ies), and that by VSA) r/their signature(s) on the instrument the person(s), or the entitynq 0 LA FR. upon behalf of which the person(s) acted; ekecuted the instrument. COMM. # 1399916 NOTARY PUBLIC -CALIFORNIA l� WITNESS my hand and'o a seal. BUTTE COUNTY 0 1 CQINML EXP. FEB. 22, 2007 Sienature-�--' !•A11 TAV CTATCRAC\ITC T^. C.--- .-- AL-- BUTTE COUNTY BUELntNG DIVISION 7 COUN'T'Y CENrER DRIVE OROVILLE, CA 95965 COPY of Document Recorded 07 -Dec -2004 2004-0074624 Has not been compared with original BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT. Section 26-8 of the Butte County Code required this acknowledgment to -be recorded prior to issuance of a-ba'ildulg permit. The property described herein-4-adjace111, to land or included within an area coned for agricultural purpose and residents of this property may be suet -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, prunin&ana4arvesting which occasionaily_generate dust, smoke, noise, and odor. Butte Countyiws'established a—cuihual-pities and residents -within -said -zones and on . adjacent property should fie prepared -to accept suah-irrt;ttvenience"ordiscomfort-frerrr-nonnal-,- necess&r-f�i - . ...s>perati�s. All that real property situate in the County of Butte, Siete ofCaT&hiia, described as Mows - a Date Z D+ PRO1 ERTY OWNER G State of California ) County of ) _ P(/6// personally ap*red 1�Vf�'g �u . personally kn(1*u4 me -(or proved to me on the basis of satisfactory evidence) to be the persons) whose name(dWate subscnl)ed to the within instrument and acknowledged to me that-heishe/tbey executed the same in his/her/their authorized capacity and that byter/theW"s gnaturej�on the instrument, the persotto or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my ha nd official seal. Signature tSeal: A.P. a r CAKULE PREECS {� COMK s 1350107 _ NOTARY PUBLIC-CAUFORNIA01 BUTTE COUNTY Q COMM. EXP. APRIL 26.2006 a o, - 8UTTE COUNTS FeDEw� RCENc1r tbawac r AG�tCY t3U t Om®t NCS �t h t V NATroNAL >�oou IN�suRANCic APPROVED ELEVATION CERTIFICATE LO.M.a Na 3W -00n. Ex�iTes A dy 31, 2002 hupartw* Read due hiswclions on psqes 1- 7. SEd:TiON A -QTY OWNER INFORMATION . 7-:, - T BUILDING STREET ADDRESS (ytr dug Aplk.'U`nd. Bhtg. Na) OR P.O. ROUTE AND BOX NO. -51 STATE .. .. ;ZLP CODE n —n _ LATi WEILONGTTUDE (OPTIONAL) HORIZONTAL DATUft SOURCE: (_i GPS (Type)- ( #r -tv -##.r or 1_ ! NAD 1927 "NAD 1983 "USGS Diad 0U P W Ottrer. SECTION B - R=D 19MRANCE RATE MAP (tM 9WORMA nON B1.COWUNITY NAME & COMMUNITY NUMBER 82COUNTY B3. STATE I CA 64, MAP AND PANE. 1 65. SUFLDC Be. FIRM INDEX . B7. FiRM PANEL. 138. FLOW 69. BASE FLOOD ELEVA-RUNS) NUMBER DATE DATE ZONE(S) (Zoete AO, use jospth of floodhW 3 B10. Mcat a the source of the Base flood t3svatinI OMM enteleo. an ems. u FIS Pbtite u FIRM U Communfly Determined bU Other WascribeY B11. indicate the elevation darinn used for the BFE in w.b4,NGVD 190. L__) NAVO 1988 u other ( ): B12. is the WH&M located Ina Coaxal Bander Resofuces System ((CRS) area ar Ott wLseRatiected Area (OPA)? (_J Yes No DesignedwDate: C1. Building elevations we based arc 12Xonsbuc tion Drawings'. L -pt ilding Under ConstntcfiW _ uFintsshhed CorstfuctlM -A now Elevation Certillcate will be requited when man of the building Is Comte. C2 etMft Diagram Mmdw _1_ (Seled the hu Nng diagram tool# sh nil r to this bWWft for which tht cerhl{cate a being Cor - see pages 6 and 7. If no diegram I rte, as 3 11 the buidduhg, provide a sketch or photograph.) C3. ws — Zom Al -A30. AE. AH. A (%vM BFE). VE, V1 --V30. V (with BF17. AR. AR/A. ARAE. AR/A1-A30. ARAM. AR/AO Complete Ilene C3a4 below according to the butte diagram died In Item C2 Slate the datum used. If the dabim Is different frorn the datum used for the SFE In Section B. convert the datum m that used for the B� FE. Straw field meas<aerAs and datum conversion Use the space provided or the Comments of sedlon� Cti as a . t doeumpt the datimh converSiOM Datum li 6 '1Z Eevafm reftwce mark used. Does the elevation refer mark used on the -FIRM? (_.J Yes No • a) Tcpof boltorh ttoor (mending baht or enslosurre) fL(m) O b) Tap of nod hisgherfloor kJA— i4m) QROF ESS/pyo • C) Sacro of lowast.hortmo dal sbuchual rrx"rim (V Zones only) _ $(m) ��� �� J. F F F a d)garage (Imp otslab) .4„R(m) CID 0 e) Lowest elevation of machinery andfor equonent swvkft the building I t] f) Lowesi adjaCertt gra (LAG) -CL • 9) Highest a0cent Waft WG) L 0 h) No. of permanent olmWigs. (Rood vents) within 1 ft, above aQomt glade _Z O � �q� C► � ,��� Q .i) Total area of all permanent openings (hood vents) in C3h 4 (v sq. iii. (sq. an) F pF IED` SECTION D - SMEYOR. ENGINEER. OR ARCHRECT CERT FICATION This cerfilicallon Isto, be signed and seated byaMMsumvjwerQbim.crardttectaLdhonzedbyfmNtocertffyeW4ationbftoimftn. I aed* ihat the odbmafl a in Stets A, A and C on M ceriffibals repaesw& nay best aft is fo aderpret tins data available, 1 tatderstenW dW env faire stfemmg mev be aumWx & by fine or kawbon ant wm er 18 US Code. Section 1001. 5aua Fnwn M 44 `eu trz case V i qFP drat er JTW1A TWW 3 F AP.FS Al I PRPkfi" LS Frd7U SR t�lSCVSSIot\I Vvi'1�}4- X013 lzlo4- MA SECTION D - SURVEYOR. ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) -w— -44w. cz..tinn f,wf firafia fnr f11 mmmmmlty official. (2) QISU w= a-wWoompany' and (3) bulildng Omm. I I Check here If attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIR®) FOR ZONE and ZONE A (W T14OUT BM For Tone AO and Zone A (without BFE). complete Items El tauigh E3. If ft E bumflon CerAltrte is bonded for use as supporting btumatibn for a LO MA or LOUR -i=, Sacion C must be conWk1ed E1_ ung Diagram Number (Select the building diagram most similar to the building for which this certificate is Laing corrplated - see pages 6 and 7. If no diagram accurately represents the being. Provide a sketch or photograph.) Ea. The top of the bottom floor Chwko rag batt or Josue) of the building is L_._j fL(m)—)—Jin-(cm) (_J above or " below (dwclk one) the highest adJacent grade. E3. For Zone AO oW...If no flood depth number is available. is the .top of the bottom floor elevated In acocrdwwe with the comnuuuVS gmdpfain mwMarrient ordinancal " Yes L -j No -( I Unknown. The local official must ce * this mon In Section G. SECTION F - PROPER I Y OWNER (OR OWNEWS t TATIVE) CERTIFICATION The property owner or ownees authcmed rhe who completes Sections A. B. and E far Zane A (Wiftut a FEMA -issued or conunurfty4ssued BFE) or Zane AO must sign here. PROPERTY OWNER'S OR OWNERS AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS L-A Check here if attachments SECTION G - CO&WAUNITY The local official who is authorized by law Or ordinance to administer the comintoa'ty's floodplain management ordinance can complete SecdonsA, B, C (or E). and G of lift Elevation Certificate. Complete the applicable items) and sign below. G1. The inf aystiou in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor. engineer, or archil ed who Is auttrorteed by state or local law to cw* efeivadon informatlon. (Indicate the source and date of the elevation data in the Comments area below.) G2 A community official completed Tion E for a bedding located in Zone A (without a FEMA4ssued or community -issued BFE) or Zone AO. G3 (_J The following infommtion (Items G4-Gg) is provided for community floodplain managwront purposes. G7. Ibis Wffdk has been weed for. J—j New Construction L_j Substantial Improvement G8: Bevatfon of as-InAt lowest floor (including basement) of the bundm" is: _ fL(m) Dab= G9. BFE or (in Zona AO) depth of f=it at the building sk is: _ ft(m) Dabml: LOCAL OFFICIAL'S NAME TITLE - COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS LI Check here if attachments FEMA Fnfm *W41 Al N-. 99 Rini ArpC At I PRFvWv LS Frwnczm 0UN A�BLIC Wo�,�9 Department r % ii n t J. Michael Crump, Director Public f B u t Works LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 (530) 538-7266 (FAX) 538-7171 National Pollutant Discharge Elimination System (NPDES)Phase 11 Construction Storm Water Permit and Storm Pollution Prevention Plan (SWPPP) Acknowledgement ILES THAN � ACRE Project Description: 3 vILD N S�'"��` FA -,``::1 /7e Project Location and/or Parcel Number: W �-,w 0 SE CT ' A P --z± ',630-3q6-020 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 L therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control .I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Stone 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: CSN ciLi'a'Tv� Date: Less than 1 Acre NPDES & SWPPP Compliance Certification -. --111— Promsm Yw •�� ' �, , III "IIII'III'IIII"III'III'I �'II COMPLETE THIS INFORMATION: 2 Qy t♦ — ,4 6 ---->,e+ RECORDING REQUESTED BY: Recorded I REC FEE 13.00 Official Records I CONFORM 1.00 AND WHEN RECORDED RETURN TO: County Of I CANDACE J. GRUBBS I Recorder I ' ��ROSEMARY DICKSON I Assistant t Kathyh 03:51PM 07 -Dec -2004 I Page 1 of 3 THIS SPACE FOR RECORDER'S USE ONLY Document Title(s) �V% THIS PAGE ADDED TO PROVIDE ADEQUATE SPACE FOR RECORDING INFORMATION (Additional recording fee applies) BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE oltOVILLE, CA 9S9d5� • ti.►,, 1ti... AGRICULTURAL STATEMENT OF ACKN0WLEP-G3%P t -Y- ; „_-_ FOR RESIDENTIAL DEVELOPMENTS s ' :.,:`� t fid` , "* Section 26-8 of the Butte County Code required this acknowledgment to be reco N`I'i8i'Td� of>gi►Rf permit. The property described herein- is -adjacent to land or included within an area zoned f or agricultiiral purposes;' and residents of this property may be subject -to inconveniences or.discotnfort from the use of agricultural chemii:als, including, but not limited to herbicides, -pesticides, and fertilizers;._and.from the pursuit of agricultural operations including, but not limited to cultivatiotr, plowing, spraying, prumng, asd harvesting which occasionalLL generate dust, smoke, noise, and odor. Butte County wreStablishe&agriculturalImpeses and residents -within-said-zones and on adjacent property should be prepared -to accept sircW inconvenient-or-discomfort--from-normal�- necessary—fam -- All that real property situate in the County of Butte, State of Cilifoiriii, described as f`oirws: tl EC - Date -1 -?i PRO ERTY OWNE "' V eA 2 F, . Cj In) i State of California County of ) On rJ Q�L before m( n personally appeared l/-P>f�4 T O /1 personally know^ 9 Eae- (or proved t0 trte on the basis of satisfactory evidence) to be the personal whose name"am subscribed to the within instrument and acknowledged to me that-Adshe/they executed the some in his/her/their authorized capacity and that byhJiWher/twW-signature0yon the instrument, the perso*l or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my ha nd official seal. Signature Seal; CAROLE PREECS 1* �O r �� Q COMM. I -CALIF 7 A.P. # NO PUBLIC -CALIFORNIA BUTTE COUNTY Q COMM. EXP, APRIL 26. 2006 j h EXHIBIT A THE LAND REFERRED TO HEREIN IS DESCRIBED AS FOLLOWS: Order No. 00217329-001 ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: ' • • fx11.1 PARCEL 4, AS SHOWN ON THAT CERTAIN PARCEL MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON JUNE 9, 1982, IN BOOK 88 OF MAPS, AT PAGE(S) 61. AP NO. 030-340-040 PARCEL B: EASEMENT FOR GENERAL ROAD AND PUBLIC UTILITY PURPOSES 60 FEET IN WIDTH, THE CENTERLINE OF WHICH IS DESCRIBED AS FOLLOWS: COMMENCING AT THE INTERSECTION OF THE EASTERLY LINE OF OROVILLE-WILLOWS ROAD AND THE CENTERLINE OF THE FORMER TIMOTHY AVENUE (NOW ABANDONED); THENCE RUNNING EASTERLY ALONG THE CENTERLINE OF ABANDONED TIMOTHY AVENUE TO THE INTERSECTION OF SAID CENTERLINE WITH THE SOUTHERLY EXTENSION OF THE BOUNDARY LINE SEPARATING LOTS 3 AND 4 IN BLOCK 214, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "SOUTH THERMALITO SUBDIVISION", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, IN BOOK 2 OF MAPS, AT PAGE(S) 176; THENCE NORTHERLY ALONG THE BOUNDARY LINE BETWEEN LOTS 3 AND 4 IN BLOCK 214 TO THE SOUTHERLY BOUNDARY LINE OF LOTS 1 AND 2 IN BLOCK 214. PARCEL C: EASEMENT FOR PRIVATE ROAD 60 FEET IN WIDTH, AS SHOWN ON THAT CERTAIN PARCEL MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON JUNE 9, 1982, IN BOOK 88 OF MAPS, AT PAGE(S) 61. PARCEL D: EASEMENT FOR PUBLIC UTILITY PURPOSES 20 FEET IN WIDTH, AS SHOWN ON THAT CERTAIN PARCEL MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON JUNE 9, 1982, IN BOOK 88 OF MAPS, AT PAGE(S) 61. Monday, December 27, 2004 Development Services BUILDING DIVISION, Ver. 1.0 Counter Tammie Person Payment Date Permit Number Receipt Number Check Number or Cash Parcel Number j Applicant Received From 12/27/2004 04-3023 419002 6013 030-340-040 gwin, tom & yvette joel forrester Total Received Total Fees To Collect tf rki? t` E-D$i,100.00 .,.__) $1,100.00 ' 'I Fund 10 (Bldg Permits) I $1,100.00 SRA Fees (Fire) $0.00 SHR Fees (Sheriff) $0.00 SMIP $0.00 Copies/Document Sales $0.00 CUA (Chico Urban Area) $0.00 TUA (Therm. Urban Area) $0.00 Water Tender Btln #= $0.00 West Chico Fire Station $0.00 Witness Fees $0.00 Recorders Fees (N.O.C) $0.00 Thermalito Drainage $0.00 Oroville Area Traffic $0.00 NSF (Non Sufficient Funds) $0.00 Notice of Violation $0.00 NCSP Trails System $0.00 NCSP Roads/Bridges $0.00 NCSP Storm Drainage $0.00 NCSP Fire Station $0.00 NCSP Parks Type $0.00 Value $0.00 Monday, December 27, 2004 Development Services BUILDING DIVISIONVer. 1.0 Counter Tammie I Person Fund 10 (Bldg Permits) $150.42 SRA Fees (Fire) $0.00 Payment Date 12/27/2004 I SHR Fees (Sheriff) $360.00 Permit Number 04-3023 I SMIP $11.01 Receipt Number 419003 I Copies/Document Sales $0.00 Check Number or Cash 2917 CUA (Chico Urban Area) $0.00 Parcel Number 030-340-040 ( TUA (Therm. Urban Area) $0.00 Applicant gwin ( Water Tender Btln #= $0.00 West Chico Fire Station I $0.00 Received From case, forrester Witness Fees $0.00 Recorders Fees (N.O.C) $0.00 Total Received � $521.43 Thermalito Drainage =0.00 Total Fees To Collect $521.43 I Oroville Area Traffic $0.00 I° NSF (Non Sufficient Funds) $0.00 Notice of Violation $0.00 NCSP Trails System $0.00 NCSP Roads/Bridges $0.00 NCSP Storm Drainage $0.00 NCSP Fire Station $0.00 NCSP Parks Type $0.00 Value $0.00 0 0 BALANCE OF FEES SHEET DATE: % _ 2 PERMIT ASSESSOR PARCEL #:C OWNER'S NAME: FEES (Amount and Purpose): BALANCE OF FEES: ADDITIONAL FEES: REVISED PLAN CHECK: v �o SHERIFF FEE: $ S6 0 • / / NL SRA: $ COPY FEES ($1 or more) $ URBAN AREA FEES �\ CHICO OR THERMALITO THERMALITO DRAINAGE $ CSA (North Chico Specific) $ WATER TENDER FEES $ BATTALION #"I SMIP $ ' 1 OTHER RECEIPT NUMBER(S) v A W I LLDAN Serving Public Agencies November 29, 2004 Scott Rutherford Butte County Building Department 7 County Center Drive Oroville, CA 95965 (530) 538-7169 (530) 538-2140 FAX SUBJECT: COUNTY OF BUTTE PLAN REVIEW APPROVAL 117 C Street Marysville, California 95901 530/749.2373 fax 530/749.2199 www.willdan.com Willdan Project No: 14353-1209 Jurisdiction Job No: 04-3023 Assessor's Parcel No: 030-340-040 Applicant: Joel Forrester Description: New SFD Dear Mr. Rutherford: Willdan has completed a plan review of submitted plans and documents for the above referenced project and recommends your approval with the conditions noted on the 2"d page of this letter. The plans and documents provided for'this review that have been found in compliance with the applicable codes are: * Plans: Two (2) copies sheets 1 through 3 dated07-21-04, not signed. * Energy Calculations: Two (2) copies dated 07-27-04, by Donna Wallace. * Truss Calculations: Two (2) copies dated 05-31-02, by Redong Yu. The plans have been stamped with the Willdan approval stamp and dated the date of this letter. See below for the identification of the codes and standards applicable to the project, a code analysis, conditions -of -approval and identification of any deferred submittals. APPLICABLE CODES Unless noted ' otherwise, all comments are based on requirements of the 2001 California Building Standards Code found in the California Code of Regulations, Title 24: • Part 2, known as the California Building Code and abbreviated herein as "CBC". • Part 3, known as the California Electrical Code and abbreviated herein as "CEC". • Part 4, known as the California Mechanical Code and abbreviated herein as "CMC". • Part 5, known as the California Plumbing Code and abbreviated herein as "CPC". • Part 6, known as the California Energy Code; and Energy Commission Standards, and abbreviated herein as "CECS". A W I LLDAN Serving Public Agencies CODE ANALYSIS Type of Occupancy Type of Construction Sprinklers Stories I" Floor Sq Ft 2 nd Floor Sq Ft Total Sq Ft R-3 V -N No 1 1476 NA 1476 U-1 V -N No 1 528 NA 528 Covered Porch(s) V -N No t 1 1 96 NA 96 CONDITIONS OF APPROVAL 1. Approval is contingent upon the review, requirements and approval of other departments and/or agencies that have jurisdiction over this project. 2. Revisions and/or notes as red -lined on the plans. 3. All plan sheets shall be signed by designer or person responsible for the plans as required by California Health & Safety Code Section 5536.1. DEFERRED SUBMITTALS 'Our plan review reveals no deferred submittals noted at this time. SPECIAL INSPECTION NEEDS . Our plan review reveals no special inspection needs pursuant to CBC 1701. Sincerely, Isaac Kuster Plans Examiner Cc: Alice Mefford E-mail: amefford@buttecounty.net Tom and Yvette Gwin, 14847 Northwood, Magalia, CA 95954 Joel Forrester; PO Box 494, Palermo, CA 95968 Page 2 of 2 4,(., 4io, ?P" Gordon Wright, P.E. Plan Check Engineer County of Butte Pennit Number 04-3023 Willdan Project Number 14353-1209 LONGFELLOW LUMBER CO Quality Truss Design • Roof & Floor Systems 89 Loren Avenue • Chico, CA 95928-7434 Phone (530) 893-0112 9 (800) 678-0112 Fax (530) 893-0140 E-Mail: trusses@longfellowlumber.com Customer: TOM & YVETTE GWIN Address: WOOD DUCK CT. OROVILLE -AP#: C -20E (Rev. 3/03) .INC. Job No: GWIN RESIDENCE ENGINEER Mitek Industries, Inc. Redong (Ray) Yu 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 (916) 676-1900 APPROVED INSPECTION AGENCY Timber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 MiTek Industries, Inc. 7777 GREENBACK LANE -- -- SUITE 109 CITRUS HEIGHTS CA 95610 i T USA FAX (916) 676 1909 TELEPHONE (916) 6761900 . . . May 31, 2002 i Longfellow Lumber 89 Loren Avenue Chico, CA 95928 RE: Trusses supporting A.C. Loads MiTek Industries, Inc. truss designs are adequate to support up to an additional 150 pounds per truss due to mechanical loads. If this load falls at a panel point, no revision to the engineering is necessary. If it falls in between panel points, a 2X scab of equal size and grade as the top cord is required for the full panel length carrying the load. Attached with l Od nails at 12" o.c. These rules only apply to residential 2' o.c. truss applications with greater than 3/12 ' pitch. For commercial building span of truss shall be limited to 30'- 0" maximum. If you have any questions, please call meat 1-800-772-5351. Sincere , . QROfESS!(j ONG NO. 049919 EXP-30-ON4 RedongXof- Director F e6. Western Operations RY/ek .cxY mt.1-K OUTLOOKER 3-I0d Ix4 CONT BRALE AT BRACE NAILS MEMBERS L.OWA R THAN '12' EACH END ATTACH AT MIDPOINT OF BRAGS 6-I0d COMMON W/ 2-Bd NAILS 2x6 PIA60NAL NAILS BRACE 0 46' OL. GABLE END STUD OA MAX NWAGED LENGTH OF 6ABLE ETD STUD. (2x4 FIR-LARCID - STANDARD = 5' -II' - 01 AND BTR = 1'-q' 2x4 HF STRONSBACK MAIL TO LEDGER W/10d012'OLj s 2x4 HF LEDGER MAIL TO VERTICAL W/ IOd /35 BRACE TO FLAT 2x NAllS) �P—H-3 AT 48' OL. Ar NOTE: THIS DETAIL MAY BE USED FOR TK65ES WITH PITCHED BL. ALSO. (0) OPTION TO WEB PLATING, Lr -,E (3) - 2' WIRE STAPLES (0.072 DIAl15 6A) TOENAIL ED THRU CHORD INTO WEB Z THRU WEB INTO CHORD ON ONE FACE FOR A TOTAL OF 6 STAPLES. (51) t (1-1I) MJST BE PLATED. c1= ARP 0. lam Ch 1(0 LL $U.0 r:21 - TC DL 15A PSF NOTE: 6ABLE END VB16N BASED BC OL PSF BC LL 0.0 P517 ON 75 MPH POND, EXPvAgzE 'B' TOT1D. 50.0 P5F AT 0-25 FEET MEAN HE16W DURFAC. 1.15 t.I8 N'ML� 1.ONC7�0W Un=K Drawn: AK CITY 5TATE CHICO CALIFORNIA c5so)e922�o0 � � � Job no.: 02-116 1370woctwooDDR.,'SiE.tO FAx:(530)8930532 CHtco, CA 95973 "r 9OIya,Gllm3bcg10bO1l181 Date: 10-I8-02 Gary Hawkins frfn OF JOB MAIL I ARCHITECT t.I8 N'ML� 1.ONC7�0W Un=K Drawn: AK CITY 5TATE CHICO CALIFORNIA c5so)e922�o0 � � � Job no.: 02-116 1370woctwooDDR.,'SiE.tO FAx:(530)8930532 CHtco, CA 95973 "r 9OIya,Gllm3bcg10bO1l181 PAGE I OF _HON' A T• LATERALDACE �cP'Ihl_ 1 S v/!ti� �2 RE PIAc;�1G COH T. 6PUS AT Y2 0P AT Il_ laj,®l2110c. 0. L. T P. 2 IZO(1�S 0. G: TYP. , •-27��} I�RAGl: ,RA&l WITH WE:t, (2X6. HAA. {2�riAq:. f2 Fr—_r-Ac qq %z Oft Y-,> NOTE - y'L PoI�T.S PES OE��'� =FONT6 6r�.A�. 1>RA6E HUST E>E: Do % THE LENGTH OF TvE- WE1�,.. . . T�15 DETAIL 15 TO L�,E USED A5 AN pLT. %OR ONE: GONTlN0005 LATERAL E: RAGE. TRu5��5 (-. 0.G.. TYP. NOTE: 2X3, 2X4, OR 1X4 GRADED �~ LUMBER LATERAL BRACE PER TRUSS DESIGN WITH 2-100 PER WEB (TYP). MAR 2 7 -20OZ BRACE MAY BE ATTACHED TO EITHER NARROW FACE OF WEB. (SEE NOTE BELOW)` RESTRAINT REGLUIP-W AT E:AG• END OF WLAGE: ANIS AT 20'-0" INTER�lALS. REFER To fllt>—al SUHHARY ib lw" FOR RE &OHHENPA'floNE OF T� e TRU55 PLATE lNSTUTE EsTRAE MA`( DF- MEIO l3YiEKME tj .qjf� AIL�n -c- I? 4 Pi �,�l .oma r` (� GGi�Jt1 Dt��IE"cArs,pl. -kEv Q 1 a3 j9c - 1 0TH = MITEI-- 11 TrIE S`P-Pte'! ILLY" tf/-.Y F.EP.,acC • -rrl -':- 2Y 3 0 Z4 A5 W:uttq NTemj K , Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 `Center plate on joint unless x, y Damage or Personal Injury offsets are indicated. 6-4-8 1dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss - 1. Additional stability bracing for truss system, e.g. and securely seat. diagonal or X -bracing, is always required. See BCSI 1. 1/16+ 2. Never exceed the design loading shown and never 0 1 2 3 stack materials on inadequately braced trusses. TOP CHORDS C1-2 C2a 3. Provide copies of this truss design to the building 4 designer, erection supervisor, property owner and o WEBS �aq all other interested parties. w ,� d 0 + Oz�� p 4. Cut members to bear tightly against each other. For 4 x 2 orientation, locate U J= plates V4" from outside y,.b 0- " a 5. Place plates on each face of truss at each edge of truss. , joint and embed fully. Knots and wane at joint [—C7-8 C6-7cs 6 0 locations are regulated by ANSI/TPI1. BOTTOM CHORDS `This symbol indicates the 8 7 6 5 6. Design assumes trusses will be suitably protected from required direction of slots in the environment in accord with ANSI/TPI I I. connector plates. 7. Unless otherwise noted, moisture content of lumber `Plate location details available In MiTek 20/20 shall not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural Consideration and is the The first dimension is the width 4 x 4 to Second NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to perpendicular slots. camber for dead load deflection. dimension is the length parallel to slots. 10. Plate type, size, orientation and location dimensions CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 in all respects, equal to or better than that by text in the bracing section of the specified. output. Use T, I or Eliminator bracing' ICBO 4922, 5243, 5363, 3907 12. Top chords must be sheathed or purlins provided at if indicated. spacing shown on design. BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but 14. Connections not shown are the responsibility of others. reaction section indicates joint number where bearings occur. 15. Do not cut or alter truss member or plate without prior engineer. ME approval of a professional 16. Install and`.load vertically unless indicated otherwise. Industry Standards: M iTek® ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSII: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 ©2004 MTek® Job Truss Truss Type Dry Ply GWIN RES. 3x4 = 4-0.0 12.10.10 20.3.8 29-0-0 R1317459 GWIN0809 At ROOF TRUSS 8 1 LOADING(psf) SPACING 2-0-0 CSI - DEFL in (loc) I/def! Ud Job Reference (optional) 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Aug 09 16:05:53 2004 Page 1 6-9-3 12-10-10 19.0-0 24-11.14 30-11-11 38-D-0 40.OA 6-9.3 6.1.6 6-1-6 5.11-14 5-11.14 7-0.5 2.0.0 Scale = 1:67.3 5.00 5x6 = 12 5 ro 1413 12 3X10 20 34 = 5x12 = 2.50 F12 3x4 = 4-0.0 12.10.10 20.3.8 29-0-0 36.0-0 4-0.0 B-10-10 7.4-14 5-8-8 9-0-0 Plate Offsets (X,Y). 112.0-6-0,0.2-41 LOADING(psf) SPACING 2-0-0 CSI - DEFL in (loc) I/def! Ud PLATES GRIP TCLL' 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.31 11-12 >999 240 M1120 .220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.56 11-12 >724 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.23 9 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 174 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 2-11-4 oc puffins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except WEBS 2 X 4 DF Std G 6-0-0 oc bracing: 1-15. WEBS 1 Row at midpt, 4-12 i REACTIONS (Ib/size) 9=1217/0-3-8.15=1393/0-3-8 . Max Hoa 15=36(load case 3) Max Uplift9=26(load case 5), 15=1(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD -1-2=-8/399, 2-3=1494/11, 3-0=1380/54, 4-5=1289/73, 5-6=1406/82, 6-7=3816/0, 7-8=3927/0, 8-9=4271/0, 9-10=0/38 BOT CHORD 1-15=303/8, 14-15=0/851, 13-14=0/851, 12-13=0/1318, 11-12=0/2003, 9-11=0/3949 WEBS 2-13=0/510, 4-13=102!76, 4-12=298/39, 5-12=-56/699, 6-12=1083/0, 6-11=0/2188, 8-1111=324/8.2-115=1688/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi fr6m 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 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 per Table No. 16-13, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing atjoint(s) 9 considers parallel to grain value using ANSIlrPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard Q �OFESS/p ,_c, A. Bn,. r N. C66424 EXR 6-30-06 sT9T CIVIC- CFCA07FO�/ August 10,2004 ® WARNING - Ver(y design parameters and READ NOTES ON TMS AND DYCUrDED WTER REFERENCE PAGE MU -7473 BEFOREUSE 7777 Greenback Lane m Deign valid for we only with A4'Tek conneclors. This design u based only upon parameters shown, and u for on individual building component. Suite tog Applicability of design poromenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Ci1Ns Heights. CA, 95610�v ff is for or. A supportV -K of individual web members only. Addilional temporary bracing to insure stability during construction u the responsibillity of the =-� erector. Additional permanent bracing of the overall structure u the responsibility of the bui�ng designer. For general guidance regarding fabrication. quality control. storoge. dervery. erection and bracing, consull ANSI/TPII Quality Cdlerla. DSB-89 and BCSI1 Building Component m Safety Information avaloble from Truss Plate Institute, 5113 D'Onohio Drive. Madison. WI 53719. M iTe k Job Truss Truss Type Qty Ply GWIN RES. I 1 14.8.8 4-3-8 Plate Offsets (X,Y): 13:G-3-0,0-3-01,[5:0-3-0.0-3-01 R1317459 GWIN0809 A2 CATHEDRAL - 3 1 (loc) Well Ud r TCLL 16.0 Plates Increase 1.25 TC 0.62 Job Reference (optional) ..n._.._.. �_•••__• _•• . r,. a.zuu s Jan Ib;!UU4 MIIeK Industries, Inc. Mon Aug 09 16:05:54 2004 Page 1 4-1-12 11.614 19-0-0 26.5-2 33.10.4 38-0-0 40-0-0 4-1.12 7.5-2 7.5-2 7.5.2 7.5.2 4-1-12 2-0-0 • Scale = 1:66.4 5x6 = 5.00 F12 4 All plates are 1.5x4 M20 unless otherwise indicated. 1. 2.50 F12 9 onv — Sx6 = 5x6 = 1 4.0.0 •4x3 8 19-0-0 + 33.8-8 38-0.0 4.0.0 0.3.8 14-68 I 1 14.8.8 4-3-8 Plate Offsets (X,Y): 13:G-3-0,0-3-01,[5:0-3-0.0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.17 , 10-11 >999 240 M1120 .220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.61 Vert(TL) 0.37 10-11 >999 180 BCLL • 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.16 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight 196 lb LUMBER ` BRACING TOP CHORD 2 X 4 DF NO.1 &BtrG TOP CHORD Sheathed or 3-5-8 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G'Excepr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 14-15 2 X 4 DF Std -G 1 Row at micipt 9-11 WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 13=140910-3-8.7=1201/0-3-8 Max Horz 1 3=-36(load case 3) Max Upliftl3=2(load case 5), 7=25(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1/353, 2-3=1896/0, 3-4=1954/0, 4-5=1954/0, 5-6=2643/0, 6-7=2374/3, 7-8=0/19 BOT CHORD 1-13=325/17, 12-13=436/54, 11-12=0/1787, 10-11=0/2492, 9-10=0/2189, 7-9=0/2173 WEBS 2-13=1243/0, 6-9=367/0, 2-12=0/2178, 3-12=422/0, 3-11=89/173, 4-11=0/1117, 5-11=696!12, 5-10=-40/194, 6-10=0/297 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard .��S P. O�� %G) NC66424 * EXP. 6-30-06 grFOF CAOI August 10,2004 Q WARNING - Ver1ry design peremerers and READ NOTES ON THIS AND INCLUDED TITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mlek connectors. This design's based only upon parameters shown, and is for an individual building component. Suite 109 '.t�! A Gcobifi of desi n arameniers and orpor component responsibility ty B B i9 ng shown Citrus Heights, CA, 95610 PP tY 9 P proper inc ation of corn vent 4 res nsib3 of buildin designer -nal Truss designer. Bracing b for lalerol support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibil9ty, of the ��� erector. Additional permanent bracing of the overall structure o the responsibility of the building designer. For general guidonce regarding fabrication, quality control. storage. delivery• erection and bracing. consult ANSI/rPll Quality Criteria, DSB-89 and BCSII Building Component M ■ ,ek(D D' Safety Information available horn Truss Plate Institute, 583 Onofrio Drive. Madison, WI 53719. Job Truss - Truss Type Oy Py GWIN RES. 3.6 M1120= All plates are 1.5x4 M20 unless otherwise indicated. 5.00 12 6021,11120G 8 1.5a4MI12011 813174599 GWIN0809 A3 CATHEDRAL 1 1 38B 3.6 M1120M1120-' 4 9 1.5x4 M112011 Job Reference (opliona Longfellow Lumber Co., Inc., Chico, Ca. 95929-7434 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Aug 10 15:20:44 2004 Page 1 -2-0-0 4-33 11-7-12 19-0-0 33-8 8 i 38.04 140 0 0 2-0-0 4-3.8 7.44 7.44 1448-8 4.33 2-0-0 Sole • 1:68.9 3.6 M1120= All plates are 1.5x4 M20 unless otherwise indicated. 5.00 12 6021,11120G 8 1.5a4MI12011 5 7 5x6 M1120i 1.5X4 M112011 38B 3.6 M1120M1120-' 4 9 1.5x4 M112011 3.6 M1120 II 9 10 Us MIROi 1.5x4 M112011 10 1.5x4 M112011 3 18 BX = 0 11 :. 7X8 M1120= 12 .�f 2 19 17 4. 13 cit 3X8 MII20= 4x12 MI120� 4.4 14II20� 1<I$ 20 2.50 12 16 14 5x8 M1120= 5.6 M1120= 8x14 HIM= 2X4 M112011 4-0-0 4:3,8 19.0-0 33-8-8 38-0-0 4-0-0 0-3-0 1443.8 14-8-8 4-3-8 Plate Offsets (X,Y): 14:0-3-0,0-3-01,139:0-2-4,0-3-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP . TCLL 16.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.20 17-18 >999 240 M1120 220095 TCDL 10.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.38 17-18 >926 180 M1120H 165/146 BCLL 0.0 Rep Stress Inr NO WB 0.80 Horc(TL) 0.21 13 n/a Wei' BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 251 ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1 &Btr G TOP CHORD Sheathed or 3.11-11 oc purlins. BOT CHORD 2 X 6 OF SS G'Except' BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. Except: 2-20 2 X 4 DF No.1&Btr-G 6-M oc bracing: 2-20,19-20. WEBS 2 X 4 OF Std G'Except* WEBS ` 1 Row at midpt 16-40 5-16 2 X 6 OF SS -G, 3-19 2 X 4 OF No.1&Btr-G JOINTS 1 Brace at Jt(s): 388, 39, 40 OTHERS 2 X 4 OF Std G REACTIONS (Ib/size) 20--1737/0-3-8,16--2262/4-3-8.13=656/4-3-8,15--490/4-3-8 Max Harz 20=13(load case 4) Max Uplift2D=-22(lcad case 5), 16=-44(load case 5), 15=490(load case 1) Max Grav 20=17370oad case 1), 16=2262(load case 1), 13=656(load case 1), 15=61(load case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 23=-90/556, 3.4=2445/0, 45=2438/6, 5-6=744/13, 6-7=-717/13, 7$=891/0, 8.9=-680/0, 9-10=-852/0, 10.11=-909/0, 11-12=-759/0.12-13---89610,13-14--0/42 BOT CHORD 2-20=-459/110, 19-20=-610/135, 18-19=02504, 17-18=0/4386, 16-17=0/4396, 15.16=0!770, 13.15=0/769 WEBS 3-20=-1506/0, 11-16=722/3, 5.38=.2771/0,38-39=-278M. 39-40---3827114,16-40=4060118.12-15=-6/68.1040=-501/5, 8.39=-59813, 7-38=-5819, 5.18=0/1964, 4-19=368/6, 3-19=02768, 5-19=-036/0, 18-39=-1064/49, 17-39=-55/145.1740=103/45 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf lop chord dead load and 7.0 psf bottom chord dead bad, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 it by 24 It with exposure 8 ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip Increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the lace), see MiTek "Standard Gable End Detail" 4) Ali plates are 20 plates unless otherwise indicated. 5) Gable studs spaced at 14-0 oc.6) Q�QFE$.S�pN This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads per Table No. 16 B, UBC -97. 7) A rating reduction 20%has been for !`� '9( S A- BQ plate of applied the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 Ib uplift at joint 20, 44 Ib uplift 16 490 Ib c n (� /�� �• yG) at joint and uplift at Joint 15. r Cq >Q ',�� Z 9) In the LOAD CASE(S) section. loads applied to the face of the truss are noted as front (F) or back (B).��,., LOADCASE(S) Standard N C66424 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) / _ * EXP. 6-30-06 Vert 1-5=-52, 6-11=-124(F=72), 13-14=-52, 2-20=-14.18-20=-14, 16-18=14, 13-16=-14 Trapezoidal Loads (plf) Vert: 5= lrT CIVIC -103(F= -51) -tot= -124(F=72), 11=125(F= -73) -to -13=-104(F=-52) \P 9TFn�,,.11c0�� August 10,2004 A WARNING - V.1% design: yammerers and READ NOTES ON THUS AND D9CLUDED WTER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane r_m Design void for use only with PNIek connectors. This design b based on u Suite 109 g N Pon parameters shown, building for on individual building component. Citrus Heights, CA, 95610M .r.� Applicability lateral of porton parodual weers and proper incorporationly.Addital component b bracing to Insure of stability designer - not truss designer. Broking shown _ -� b for lateral support of individual web members any. Additional temporary bracing to Inswe stobirity during construction is the responsibilGfy 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, derwery. erection and bracing, consull ANSI/TPII Quality Criteria, DSB-89 and BCS1I Building Component M, ,eke Safety Information available from Truss Plate Institute. 56ds 3 D'Onohio Drive, Moon. WI 53719. Job Truss Truss Type Qty PlyGWIN RES. } PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.23 R1317460 GWIN0809 81 FINK 10 1 Vert(TL) -0.16 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Job Reference (optional) U 6t o.zuu s Jan lb ZUU4 Mr I eK Innustnes, Inc. Mon Aug 09 16:05:56 2004 Page 1 -2.0.0 5314 11-0.0 16-2.2 22.0.0 24-0-0 2-0-0 5314 S-2-2 52.2 5314 2-0-0 Scale a 1:42.1 4x4 = 4 3x4 = 3x4 = 3x4 = 1$ 7.8-10 14.5-6 22-0-0 7.8.10 6-10.13 7-610 LOADING(psQ SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.08 8-10 >999 240 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.16 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.03 6 n/a n/a y BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight: 91 It LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Sheathed or 5-7-9 oc puffins. BOT CHORD 2 X 4 DF N0.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc biacing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=828/0-3-8,6=828/0-3-8 Max Horz2=-8(load Case 3) Max UpliFQ=24(Ioad case 5), 6=24(load Case 5) o FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19, 2-3=1306/0, 3-4=1135/38, 4-5=-1135/38, 5-6=1306/0, 6-7=0/19 BOT CHORD 2-10=0/1198,9-10=0/824.8-9=0/824,6-8=0/1198 WEBS 3-10=253/4, 4-10=26/392,4-8=261342, 5-8=253/4 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 N above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93,per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard . OQ9,pFESS/pN9 A BO&��F2c �P T Fra y ; N C66424 ,t EXP. 6-30-06 s1T CIVIL 9TFOFCAOF August 10,2004 ® WARNWO - Ver(iy design parameters and READ NOTES ON rius AND INCLUDED VOTER REFERENCE PAGE AM -7479 BEFORE USE. 7777 Greenback Lane _m Design void f« use only with MiTek connectors. This design's based only upon porometers shown, and is for an individual building component. Suite 109 W E fy g po proper incorporation of cora nent 6 res Ap r to'er6 of design ramenters andcomponent ponsibiiily of building designer -not buss designer. Broking shown " is 1« lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the weclor. Additional bracing the Citrus Heights, CA, 95610" permanent of overall structure is the responsibility of the building designer. For general guidance regarding fabrication. - quality control storage, deWery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and SCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Modison, WI 53719. M iTpk m Job Truss Truss Type Oty Ply GWIN RES. I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 813174601 GWIN0809 C1 ROOF TRUSS 10 1 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.61 Vert(TL) Job Reference (optional) Langlellaw Lurnber Co., Inc., Ouca, %,a. 777La-/9J9 o.zuu s .Ian lb 2Ou4 Mi 1 ex InOustnes, Inc. Mon Aug 09 16:05:57 2004 Page 1 -2.0.0 4.3.8 10-7.12 17-0-0 2411-12 34-0-0 36-0-0 2-0-0 43.8 8-4-4 6-44 7-11-12 9.0-4 2-0-0 Scale a 1:62.6 54 = 5.00 12 2.50112 oxo 54 = 41-12 4�8 13-6-13 I 19.0-0 25.11.1234-0-0 41-12 0.1.12 9-3-5 5.53 6-11.12 ' 8-0.4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.24 11-12 >999 240 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.46 11-12 >771 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.25 9 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 1451li T LUMBER BRACING TOP CHORD 2 X 4 DF N0.l&Btr G TOP CHORD BOT CHORD 2 X 4 DF No.1 &BU G BOT CHORD WEBS 2 X 4 DF Std G WEBS REACTIONS (Ib/size) 14=1398/0-3-8,9=1052/0-3-8 Max Horzl4=-11(load case 3) Max Uplift14=27(load case 5), 9=22(load case 5) Sheathed or 2-11-7 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing: 2-14. 1 Row at midpt 5-14 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-81/566, 3-4=44/540, 4-5=5/604, 5-6=1605/11, 6-7=2271/0, 7-8=2284/0, 8-9=3437/0, 9-10=0/38 BOT CHORD 2-14=-474/101, 13-14=0/1304, 12-13=0/1511, 11-12=0/3083, 9-11=0/3157 WEBS 3-14=298/0, 5-14=2151/0, 5-13=0/269, 6-13=127/70, 6-12=0/1261, 8-12=1014155.8-11=29/346 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100"mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 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 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 per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard A WARMNO - VCH& design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU 7473 BEFORE USE. Design vold for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component u responsibility of building designer - not truss designer. Bracing shown Is la taleral .of of individual web members only. Additional temporary bracing to insure stability during construction 6 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/TP11 Quality Criteria, OSB -89 and BCSII Building Component . Safety Information available from Truss Plate institute, 583 O'Onorio Drive, Madison. WI 53719. �.j N6 C66424 * EXP, 6 30 O6 \TFOFCAUF4��\P August 10,2004 7777 Greenback Lane m Suite 109 Citrus Heights, CA, 956 10 SN" a MOW Job Truss Truss Type Oy Ply GWIN RES. GWIN0809 C2 ROOFTRUSS. Plates Increase Lumber increase 1 R1317460 Longfellow Lumber Co.. Inc.. Chico. Ca. 95928-7434 >999 240 M1120 "220/195 . _ ___ Job Referenceo tlonal " _ ,, - � vnrr - cusry mi i ex mausases, Inc. Mon Aug 09 16:05:59 2004 Page 1 -2-0-0 4-3-8 17-0,0 340.0 36-0.0 2-0-0 43.8 12-8-8 17-0.0 2-0-0 Scale = 1:65.7 4x4 = 5.00 12 81.5x4 II 9 'All plates are 1.5x4 M20 unless otherwise indicated. 35 34 5x6 = 6x16 M1120H \\ CONT. BRG. 460 8 19-0.0 34.0.0 40.0 0.3.8 14.8-8 15.0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 TCDL 10.0 Plates Increase Lumber increase 1.25 1.25 TC 0.69 Vert(LL) -0.02 13-15 >999 240 M1120 "220/195 . BCLL 0.0 Rep Stress Incr NO BC 0.26 WB 0.22 Vert(TL) Horz(TL) 0.05 14 0.01 13 >441 180 n/a n/a M1120H 165/146 BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 173 lb LUMBER TOP CHORD 2 X 4 DF No.1 &Btr G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G . 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. REACTIONS (Ib/size) 2=582/0-3-8, 34=318/30-0-0, 23=56/30-0-0, 13=596/30-0-0, 25=22/30-0-0, 24=798/30-0-0, 15=187/30-0-0, 16=557/30-0-0,17=50/30-0-0.18=10/30-G-0, 19=609/30-0-0,20=18/30-0-0,21=19/30-M. 22=15/30-0-0, 33=31/30-0-0, 32=605/30-0-0, 31=16/30-0-0, 30=19/30-0-0, 29=18/30-0-0, 28=824/30-0-0, 27=18/30-0-0, 26=21130-0-0 Max Horz34=16(load case 4) : ! Max UplifG3=31(load case 6) Max Grav2=598(load Case 6), 34=31B(load case 1), 23=72(load case 6), 13=596(load case 1), 25=53(load case 2), 24=798(load case 1), 15=266(load case 2), 16=557(load Case 1), 17=84(load case 2), 18=34(load case 2), 19=618(load case 7), 20=45(load case 2), 21=47(load case 2), 22=32(load case 2), 33=8(load case 5), 32=605(load case 1), 31=43(load Case 2), 30=46(load case 2), 29=44(load case 2), 28=832(load case 6), 27=45(load case 2), 26=50(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=292/0, 3-41=200/0, 4-5=214/17, 5-6=-304/0, 6-7=51/55, 7-8=335/58, 8-9=286/15, 9-49=71/99, 10-49=278/19, 10-11=124/28, 11-12=254/0, 12-13=279/88, 13-14=0)72 BOT CHORD 2-35=0/185, 34-35=0/185, 33-34=0/159, 32-33=0/169, 31-32=0/167, 30-31=0/168, 29-30=0/168, 28-29=0/168, 27-28=0/168, 26-27=0/168, 25-26=0/168.24-25=0/168, 23-24=0/167.22-23=0/165,21-22=0/168, 2D-21=0/168.19-20=0/168,18-19=0/168 ,17-18=0/167,16-17=0/172,15-16=0/152,13-15=0/180 WEBS 4-34=-249/0, 9-24=777/0,12-16=-658/0,10-19=597/0,3-35=-43/12,5-32=576/0. 7-28=813/0 NOTES 1) Unbalanced roof live loads have been considered for this design. C 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chcrd dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, o i U�► ^ ' dimensions 45 ft by 34 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 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 Gabl End Detail" 4) All plates are M1120 plates unless otherwise indicated. SIT 5) Gable studs spaced at 14-0 oc. 9 Continued on page 2 Q�pFESS/p � A. Bn,. e N& C66424 EXP. 6-30-06 /* C: 1 OF CAI -W August 10,2004 ® WARNING - per(fy des(gmparamet"s and READ NOTES ON TSIS AND INCLUDED WTEE REFERENCE PAGE WU 7473 DEFDRE USE. 7777 Greenback Lane Design void far use only with Mitek connectors. This deindividual sign's based only upon parameters shown, and is for on building component. Sura 109 a Applicobifity of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer, bracing shovm CtrsHeights, CA, 95610 �� 6 for lolerol support of individual web members only. Additional temporary bracing to insure slobiity during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the bolding designer. For general guidance regarding fobricalion• quality control storage, derivery, erection and bracing. consult ANSI/TPII Walby, availableCrBedo, DSB-89 and BCSII Bunding Component M, ,eke Safety Information available f 583 D' from Inns Plate Inslitule• Onofdo Drive. Mod'aon, WI 53719. 0 01 0 0 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. BP051982 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 Issued Datel[%* I6S APN: 030-340-040-000 with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class : L/ % License Number: 'f 6 90 Z Site Address: 4405 WOODDLICK CT ORO Date: 'yo' ZS 0 JC Contractor: Map Index: Description: SHOP/GAR (1008) OWNER-BUILDERCLARATION 1 hereby affirm under penally 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: GWIN, YVETTE AND THOMAS permit to construct, alter, improve, demolish, or repair any structure, prior PO BOX 1452 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 MAGALIA, CA. the Contractor's State License Law (Chapter 9 commencing with Section 95954 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: GWIN, YVETTE AND THOMAS Code: The Contractors' State License Law does not apply to an PO BOX 1452 owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, MAGALIA, CA. provided that such improvements are not intended or offered for 95954 sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or Improve for the purpose of sale.). O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does Contractor: LIFETIME EXTERIORS not apply to an owner of property who builds or improves thereon, 80 GALAXY AVE and who contracts for such projects with a contractor(s) licensed OROVILLE, CA pursuant to the Contractors' State License Law.). 95966 ❑ I am Exempt under Article 3 of the Business and Professions Code 530-228-3421 Date: Owner: 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 Labor Code, for the performance of the work for which this permit Architect: 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: 1008 S.F. _ Valuation: $24,192.00 Policy #: Census Code: 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: Applicant: r— 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 -37,06-of- the Labor code, interest, and attorney's fees. - • ' -� --- - CONSTRUCTION LENDING AGENCY t I hereby affirm that there is a construction lending agency for the This permit is hereby issued under the applicable provisions of the Butte Co u ty Code nd/or Resolution rk indicated above for which fees have been paid. �a performance of the work for which this permit is issued (Sec 3097 Civ.) �� Name: BY Date: Address: PERMIT EXPIRE N: , U� (D e O 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. 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 fo7rnt, of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purposes. Print Name: ( �%LI���(%L! 1fL Signature: Date: — 2 �j �� S O Owner (A Contractor 0 Agent for Owner 0 Agent for Contractor 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.net/dds "PLEASE PRINT CLEARLY** OWNER Last Name W -ir- first Name �tC Address1 ,05 ► ���� a '(`�t W City �t ` 1g2J2 State&AZip'1 cJ' C) Phone 2V 6 Fax tqo E-mail t n C [')16 mi CONTRACTOR Name "`[l„ C '—)-z� f —r7 Address u �->• C Cit Stat Zipq Phone 5 Y9. 9 XD3 ax E-mail Lic. # —7c4u 8. CI s i ARCHITECT/ENGINEER Name' , w`&} �� 40 by IqJ Ct Address2j Aja' u (� Xwo D -n Ci n State lag, Zip9-7 O Phone , Fax i Lt q E-mail Statellmnse Number APPLICA T GN6TURE A ffice use only: APPLICANT NAME Name Flood Zone Address SRA CityEF Carrier -. Occ. Zip Phone Map Book E-mail Planner APPLICA T GN6TURE A ffice use only: V lFor Zoning 2—� Flood Zone Cross Street SRA YesNo Carrier -. Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Dale Approved: OVER FOR SUBMITTAL REQUIREMENTS PERMIT NO. BP 06 BIN N LOCATION /' API 3y1 _,�4C O _( Property AddresZ - �10 Cross Street WORKER'S COMPENSATION Policy Number Carrier -. If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address' ShDescription or Sc a of Work - 00 im 2y x X12, Sq. Footage ❑ Structuiff without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION ` Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received by: Amount: Receipt # Sheriff SMIP Date: Other �2 � � �'fi =� �� Total SUBMITTAL & PERMIT REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a psFmit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. 1. Site plan 3 r 4 sets, signed by the preparer of the plans. No graph paper! h 2. Complete plans 3&r 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 3. Engineered truss details and layouts in du licate (if required). No faxes! ❑ 4. Energy compliance design and supporting ocumentation in duplicate. ❑ 5. Statement of Intent for Non-heated and A/C for Non-Residential Buildings. ❑ 6. Manufactured homes: (A) installation inst, (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 enqineer. 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. Detached Accessory Building Form filled out by the owner (if required). ❑ 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). - 0 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 to occupancy). ❑ 6. prior 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. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts. ❑ 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 KAFORMSSUILDING F0RMS\BIdgApp1SubRgmts.doc Page 2 of 2 REV 2-24-05 030-340-040 ' 1 05-1982 GWIN, YVETTE 4405 WOODDUCK CT, OROVILLE. 1 Cont: JOEL FORRESTER f SHOP. fi COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVIS►ON 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET 6w,l /ASSESSOR 1/0 OWNER: PARCEL NUMBER Proposed Building Use: Permit Technician: Date: Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. IQ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4. Engineered truss details and layouts in duplicate. No faxes! ❑ 5. Letter from Engineer or Architect for truss design review. ❑ 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and AIC for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in uplicate. ti`s 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. ❑ 1. Letter of intent for non-residential buildings \❑ 12. Hazardous Material Form ❑ rd 13. Acknowledgement of building permit application without required clearances. ❑ 14. Other aining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) 15. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable 16. Fire Sprinklers............................................................................................ 0 17. Agricultural Buffer cir and site plan apr from the Ag Commissioner Sent by ❑ 18. Soils Report and/or Engineered Foundation required ........................................... 19. Erosion Control Plan Required........................................................................ 20. Fees as shown on the attached Schedule of Fees Due Sheet .............................. 21. City of Chico Plumbing permit........................................................................ \, ❑ 22. Site plan and business license approval from the City of Biggs .............................. �I 23. California Department of Forestry plan approval ❑ paid. Sent by: 24. Planning approval for (A) Use: dL4=(B)Parking: (C) Parcel Check: ... ❑- / 25: Contact Land Development about _ Improvements, _ Drainage ........................ IIV26. NPDES Form............................................................................................... ❑ 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... ❑ 29. Worker's Compensation Carrier and Policy Number .......................................... • N 30. Owner -Builder Verification ( _ Given to owner, _Mailed to owner) ..................... ❑ 31. Letter of Signature authorization.................................................................... ❑ 32. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 33. Existing violations and/or expired permits......................................................... & 34. Deed Restriction.......................................................................................... ❑ 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ......................... ❑ 36. Other: ❑ 37. Other:Lt 7 f ' �v�� j'�✓1 �Zo When issued Telephone and hold for pickup. I have been Xformedpf the above it an requireth�nts for obtaining a building permit. Annlicantc Y(104( `-�c _ 7r' f)atP �l ,Oau V 1. Index permi0pplication for the aboM� nLM Plan Check Lett&r V J 2. Additional items re ed Contractor, design owne was advised o t e ove data by phone, ❑ mail, ❑ counter, by ' Date: raor C esigner, owner, was advised of th above data by Vphone, ❑ mail, ❑ counter, tyDate-A rac or, designer, owner, s advised of the above data by ❑phone, ❑mail, ❑counter, by Date: Plans reviewed by: Date: Plans approved by: Date:'07 1 9 el Structural reviewed by: Date: ,Structural approved by: Date: O Note transfer by: Date: Yellow: Building Division F w.....— ---r..-u...--.a� - _u.-...a.u✓u -_... .._v ss .a.n_ .. . — ..Y .. E.N. USE GA WV Fiat Plan Attech;d , Roar Elan Attachad Sent to S.D. / TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance AJ 5 -------------- Owner location AP# Plan Approved for: Sewage Disposal `� Water Supply: Public Private Well Clearance for dwelling. Other ,-)`7` e 7- ,q ✓J !�44,,t? 1 " Hold final for: Final clearance O.K. for: NOTE: ./'-) Environmental Health Specialist 8/96 -12 - � �� 5 Date COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES — BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 PHONE -(530)538-7541, FAX (530)538-2140 SCHEDULE OF RECEIPT OF FEES Website: www.buttecounty.net/dds I� B _ OWNER "7w//y A.P. # Y/ ma"%�l (/J�] PROPRWEDB DING USE -C� 1y� DATE 7-2-6 2G e-0 5- RECEIPT 4 DATE REC. W11. BUILDING PERMIT FEES ---Balance Due ..................... $ v L/ -- FEMA Flood elevation review ... $ --- Additional plan checking Fee.... $ 2. SCHOOL DISTRICT FEES (paid at School District Office) (form available after Plan Check) 3. SHERIFF FEES (paid at Building Division) Residential............ X $360.00 =$ Units Commercial (sq. ftg.)..... X $0.03 = $ Sq.Ftg. 4. RECREATION DISTRICT FEES (paid at Recreation District Office) (form available after Plan Check) 5. RESIDENTIAL DEVELOPMENT IMPACT FEES COUNTY WIDE (per dwelling) $ CHICO URBAN AREA (per dwelling) $ EL MEDIO FIRE DISTRICT (per dwelling) $ 4TH CHICO SPECIFIC PLAN (per dwelling) Zoning . A FIRE INSPECTION AND PLAN CHECK FEE $204.98 (paid at Building Division) 7. WATER TENDER FEES BATTALION # KS 00.00 (paid at Building Division) _ MIP f 12 l j'�� �j� V P—L? S 9. OTHER 10. OTHER 11. OTHER At time of may be ch, APPLICANT I was advised the Above fees are required to be paid prior to issuance of the permit. These fees DATI. SOS Pursuant to GovernmengCode Section 66020, you are hereby notified that items, 2, 3, 4, 5, 6, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Division Yellow -Applicant Pink -Owner (rev. 3/05) .Y _f 'v+;.tq. Department of Public Works :.. i y Butte Director LAND DEVELOPMENT DIV1510N ` = w J. Michael Crurnp storm Water Management Program g ® 7 County Center Drive Oroville, CA 95965 p g (530) 538-7266 AUC WOF� (FAX) 538-7171 r National Pollutant Discharge Elimination System (NPI3ES) Phase 11 ,Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement (LESS THAN 1 ACR EJ Project Description: Project Location and/or Parcel Number: Y q6) By signing below, L the project owner lowner'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: •' / ...r ..mr...vaw.v � mn�vaw.uu..a� � e.�A��v � ATIONAL FLOOD INSURANCEO.M.B.oNo. 3os7-0vn. PROGRAM Expires December 31, .2005 ELEVATION CERTIFICATE Rod ithahl m on oases 1-7. SECi1(XA-PROPERrYOWNERI TION I FbrAslrm(brr wits: f. BUILDiNG STREETADDRESS (kwWwg P4& Unk Suite, andibr Bldg. No.) OR P.O ROUTE AND BOX NO(krrlparry NAiC Number 4405 VVOODDLICK CT. CITY STATE ZIP CODE OROVILLE. r CA 95965 PROPERTY DESCRFRON (Lot ax! Block Numbm Tax Parcel Number, Legal DesaWm etc) APN:030a40040 BUILDING USE (e g., ResiderlW Non-aesidenliai. Addition, Aoowry, etc use a Conenerhs area, ifneoessary.) NEW SHOP LATRUDFJLONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE GPS (Typex (#AP -;W -##.r or ##. Q NAD 1927 [3NAD 1983 ❑ USGS Quad Map ❑Other SECTION B -FLOOD INSURANCE RATE MAP (FW INpORMATION B1.NFIPCO ML WTYNAME&COtiMVABiYNASM EIZCOUNTYRAPE 83. STATE MKIECOIANiYUNNOORPORAT® OMW BARE CA 64MAPANDPANE 87 FIRMPANE. - -- B&BASERDMELEVATIO R - NUMBER BiSUFFN B&FIRMOMOATE EFFECrIVE1FEVISED DATE E.R=Z0lgS) 0=A0,usadephaftl ft 0600100980 non � fL- C 060886 AIX 135 v1v. ugrwtaue-.a 44Ou UMvmrULLU Qrd-d IItDM)mlaQr1awwwuwmemmarrru. ❑ FIS PMe ® FIRM _ ❑ Carron * Delerrarred ®OftW f D Cftb TOPOi QUAD MAP 811.1n Bre devaliar datum rsedtord a BFE th W. ® NGVD 1929 ❑ NAVD 1988 ❑ 08 w(Desarber B12fsthebuddalgmcaledinaCaesaiBamwRpaucesSystem(CBRS)area oriProtectedAnsa(OPAP. ❑Yes ®No De*ffmfmD&WA SECTION C - BIALDAIG ELEVATION iNFOORMATION (SURVEY REQUIRED) Ct. Bdft devatias are based ac ® corshdan DawirW ❑ Bumng UndarCansmeme ❑ Firmed Caswcgan *Anew Bevan CerGcate wM be re#W when amgnrctim of the buddy V is omoete " y C2- Buffing Diagram Nrunbw 1(Seled Me buitdarg dagran most sin to Bre hMV torOft this 0aft9e is being omOeled -see pages 6 and 7. If no diagram a=91* repments the bung, P►oM a slaam or omtograph.) C3Elewa —tales Al". AE, AH, A (wilhBEE), VE, W-V3D, V (xa r EFF). AR, Ati&% ARiAE, AR/A14Lj0, ARjkK AWAO UrnpleleBemsC --m bebwa000ftt0thehWngd1agram mIternC2.StatethedatnusedIflhedabunisdfibe, BtefbunusediorlImBFEm SE!d0n R 00fivattledalum tDOdrsedfi rftBFEShowfleldmeasivements and datum omuersionractddn lbethesuaceawidedor9r U marbareaar SecOmDorSectionG,asappopriattodoaunwrtBindatuma m ersan. DatumNGVD29 0=84onfCorrmentsDWRMON. ELEV. =JZM-SEEC0VABfi5FOR C3a)-d) Elevalian-di3aoeask sedDWRDoesBreeevafionreiaencemmkused appearantheFRP ❑Yes ®N a) Top afbo0omimorcrdudmgbese nentorardasrue) 135.Olt(m) b)TopofnextNghwitow NIA. ft(m) C)80it0mofklwesthoriaordal9ur*Mrnerrbw(Vamesa* WA. it(m) d)M9dredgarage(topafs*) WA fL(m) .� e) lowed devAm of rnac1&M andfwegrqunent sen►idN Bre lxtddn8 (Desrnbe 8r a (bum Ls area) 1 .t { )ILD I �' C jWwestac>yaoerlt(frd wd)grddbPG) 134.an( � 9) eta grade(fWG) 135.�m) h) Na dP rt cpmfuW (Bond verds) within 1 iL above a1acerd grade NiA Total area of afl pwnrartentopermLgs (flood u) er C3h NIA sq in (sq om) BECKON D - SURVEYOi., ENC>NEEP,, OR ARCtar = CERTr►TION This cer6ftelim is to be skpW and sled by a land surveyor, engineer, or amhiW authorized by taw to certify elevation hrfomrdon. I cw6fyHW Me hdangon in Sedans fly and Con this Cartfirate represents mybest Morls to h terpretthe data avabb/e. -I wWbisfand that amrfalse sWwadm my be punMW9 by Eno 18 US Code, Sedan 1001 CERTiFErS NAME ROBERTJ. FEENEY LICENSE NUMUR R RCB22972 TITLE CML ENGINEER COMPANY NAME FEENEY ENGINEERING AND SURVEYING ADDRESS CRY STATE ZPCODE 273 TOM POIXMCLE r CKCO, CA 973 MMIATt mr 01 n I I ff-� FEMA Form 81-31, January See reverse side for continuation. :i:• r i �G 1 _.T 1 '/W. Replaces all previous editions ii '• --rte BUI�99 sTREErADDRESS $=9 _ _ "t andlaBidg Na) OR P.O. ROIiTEAND BOX NO 4405 WOODDUCfC CT. GTY SfAX ZIPCODE OROM E CA gm SECTION D - SURVEYOR, ENGINEER, OR ARCHRECT CERTIFICATION (CONTINUED) Copy both sides ofthis Elevation Caffiatefor (1) corm * offrcie, (� irnswance agaftom W, and (3) building owner. COMMENTS C3 a) IS THE LOWEST ELEVATION ALLOWED FOR THE SLAB. C3 f) AND g) ARE THE APPRO)aMATE EXISTING GRADES. THE ADJACENT GRADES AFTER GRADING SHOULD BE ABOVE THE BFE AND BELOW THE ACTUAL FINISHED FLOOR C moel becunple�ed. SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIREDEl Check Here � ) FORZONE AO AND ZONE A (INRHOUT BFI Sedan C n Fa'Zanand (wtihOut BFq, o E1 through E4. ff the Efevatian C s int V tended for use as aq)minformation fora LAMA or LOMRf, oarnpt E1. Bdit Diagram NwT t al(Sdect the buI ft dagram most writ to the building fbrw hkh this calf ate is Deng co npleted —seepages 6 and 7. If no dagram awmately represents fine built provide a sketch or photograph.) E2. The top dthe bottom floor (idudng basement orendosure) of the buff ft is O tt(m) 6irn.(Cm) ED alcove or ❑ below (check one) the highest adaoent grade. (Use natud graft f available). ©' For &Kg DaVdm 6-8 with openings (see page 7), the next higher fboror devoted floor(elevation b) of the building is _ fL(m) _in.(Cm) above the highest a*oent grade. Ckxnptete items C3h and C31 on front of form E4. The top of the plaffonn of machinery and/or equipment servicing the txddng is 0 fL(m) 9m.(an) ® above or ❑ below (crack one) the highest adaoart gale. (Use natural grade, iFava'lable� E5. ForZone AO only: If noflood depth mmneer is avalable, is the top of the bottan floordevated in accordance with the om muniVs tioodplain management od rmm? ❑ Yes ❑ No ❑ Un mm' The kxxl OTEd mueaerOfy the infomntim m Secfim G SECTION F - PROPERTY OWNER (OR OWNER'S REPRESFNTATNE) CERTIFICATION The pmpaty mm orowne7saft&md repr md* a who completes Sedans A, B, C (Items C3h and C31 ady), and EforZm A (wrtlhart a FEMA4smed orconmrunrly- iseed BFq rZo neAO and sign hem Thestetwo*in SecUomA, Bt Q w d Ea► cwadtothebestofmylmowledga PROPERTY OWNERS OR OWNERS AUTHOR® REPRESENTATIVES NAME ADDRESS CITY STATE ZIPCODE SIGNATURE DATE TELEPHONE COMMENTS SECTION G - COMMUNITY INFORMATION (OPTIONAL) El Check Ilene if athachments The kxxl official who is mkdaed by Naw oradrrnmM to adrmnstvthe co mnu tVs tloodpw ffomgmTw oniinaree can aarnplete Se*rhs A, B, C (or �. and G of fldss Elevation Certi Conpiete the appfiable Itarn(s) ar>d sign bebw. G1. []The information in Sedan C was taken from dherd=nmtdm that has been signed and ernbossed by a licensed anve)or, engineer, ormtdBd who is a ilhat and by state ortocal law to oedy elevation infbmiabon, (Indate the somm and date of the devadon data in the C nnnents area below.) GZ ❑ A eormnu* o&W eanpleted Sedan E for a bAft boated inZane A (w ftW a FEMA4ssued ori BFE)orZoneAO. G3. ❑ Thefdbvt ft mtomra8an (Items G4G9) s p foraomrmatiiyr t purposes. G7. This permit has been mued for ❑ New Construction ❑ S ftmfd trrrprovem d GEL Elevation of asbuilt bwesttlm ftkx g basenrant) of the hft g j& Gg. BFE or(m ZoneAO) doh dfloodng atthe b A ft srle is; ft(m) Datum —1(m) Dahnn LOCAL OFFICIAL'S NAME TM.E COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Lj Check here Nathadrm nts FEMA Form 81-31, January 2003 Replaces all previous editions •.: .. i4';^•�:S':.:•.-�,s:. =.�.i •- a:54: `lam Elm" PH u. .._."�3'E"r Ci: is :'.rri: a;L'u.,.a - rt r.F •aa.. 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 �jor labor and material for construction of this proposed property improvement: *YES [ X ] NO [ ]. 2. I HAVE [ ) HAVE NOT [ signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction: NAME: _ 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 SIGNED: Tern Lam PROPERTY OWNER IJ 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 /42004 Butte County Department of Development Services �T ADMINISTRATION `BUILDING `GIS t PLANNING / "�mT0T 7 County Center Drive Oroville, CA 95965 (530) 538-7541 Telephone (530) 538-2140 Facsimile ,"` "'�-._"arr.��'�+'�_ s�.c.. 3'.�- w.c..�'S.- c' +,fir' a" -.+ri r•- . _ .� ix 1w, z4.11Aa�'� Dear Property Owner: oo o aa-•���.� o 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 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 contractors is to secure an "owner -builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by 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. 1 04� 1 C. Vieir f C.B.O. :r, Building Inspection NOTE: This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. Butte County Department of-Developnent Scagces °vrr�'° 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile BUILDING PERMIT APPLICATION WITHOUT. REQUIRED CLEARANCES I request and authorize the Building Division to process this building permit application through the plans examination process WITHOUT first obtaining all necessary, related permits and clearances from other regulatory entities, including but not limited to, Planning, Environmental Health, Land Development, County Fire, and Agriculture. I hereby acknowledge: a I need to submit applications for septic and/or well to Butte County Environmental Health immediately. I am required to bring the approved Environmental Health site plan and approved sanitation clearance to the Building Division as soon as clearance is obtained a 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 building _plans to the Building Division. Once the plans examination process begins, there will be no refund of plans examination fees. Any changes requiring submission of amended plans to the Building Division will incur additional fees. Within one year from the date of application for a building permit, all other required permits and clearances from other entities must be obtained for the permit to be issued. Failure to obtain these permits/clearances will void the application. Typically other required permits/clearances include, but are not .limited to, verification the parcel was legally created, adherence.to_all mitigations and conditions imposed on the parcel at time of creation, as well as zoning requirements, legal access, and applicable set -backs and environmental issues (fire, agriculture buffer zones, and habitat/species). . Please print: Applicant Name: II Building site address: ')_WrOs APN: 030 _r� '1 D'0 0 Permit No.: I have read, understood and accept the terms and conditions as expressed herein as indicated by my submission of the above -referenced building permit application and my signature below: h SIG&ATURE OF APPLICANT 4�"' OS DA Copy to Applicant/EH/File KForms/BldePennitwithoutClearances 020705 PLAN REVISION/RETURN Owner's Name: AP#: rB c) _. BP#: l l Received By: Date: Time: Contact Person & Phone Number: PURPOSE OF RE -SUBMITTAL OR REVISION ❑ Permit Application Data Sheet Item _ (�� ❑ *Engineering g g �� c_ �- *Plan Revision ❑ *Requested by Building Inspector's Correction Notice — Inspector's Name: ❑ Requested by Plan's Examiner — Plan Examiner's Name: ❑ Other: *If revising a plan which has already been issued, submit two (2) drawings reflecting the revision for plan review along with your approved plans. If engineering is involved in this revision, the engineer must put his requirements on these drawings and wet stamp and sign two sets of engineered drawings. Revised drawings must clearly show changes proposed and locations involved. WHEN APPROVED, PROCESS AS FOLLOWS: ❑ Mail to Owner/Contractor at this address: Call n and hold for pick-up. ❑ Deliver with next inspection. A bet; I? - Minimum revised plan check fee to be collected at time of submission of revision examiner will determine if additional plan checking fees are needed: br plans C Minimum $54.99 Receipt #: 0 ❑ Fee not required for revisions requested by plans examiner prior to issuance of permit. ❑ Additional Fee Amount: Receipt #: Revised 2/04 SITE PLAN REVIEW APPLICATION Date:. �b ' O LJ AP# 3 U — v Permit Number (if applicable) Oi'y-) APPLICANT INFORMATION i Parcel Size: �y X- b ac, OwnersName: Owners Address: Telephone No.: Situs Address: Proposed Use: Residential ❑ New Single Family Residential ❑ Single Family Addition ❑ Mobile Home Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other 'Septic ❑ Agricultural Exempt Building ❑ Other: ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well COUNTY OCT 0 12004 DEVELOPMENT SERVICES Brief Explanation (if necessary): DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) Approved ' ❑ Conditionally Appoved _ /�j Resolve Problems Prior to Approval Site Plan Stamped Approved'.�" �� . 7 7- ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ .Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) 11 Expansive Soils (Test for expansive soils and if verified proper foundation design required) ❑ SRA - (CDF to determine specific requirements) ❑ 100 -•Year Flood Plain: (See ttached) Flood Zone: • Flood Panel No.: 6( 06 7CQ Q ��L dex Date: r ❑ Sacramento River Reclamation District (Approval must be obtained from the C ifornia Reclamation Board) El Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit F1 Minor Variance El Administrative Permit ❑ Variance ❑ Detached Building Use Form '~ ❑ Encroachment -permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: —Jr GP- � Applicable Building Setbacks: Zoning Code Streets & Highways Fire Prevention Subdivis9�ac Front Side /� , o' Side Street 020 Rear ! O , 2 Height loo ' 6.5 � • Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Applicable Development Fees: Standard Fees Amount Formula ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Impact ❑ Other ' -----------------7------------------------------------------------------------------------------------------------------- Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By ❑ Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation: E] No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements ❑ Subdivision Map/Parcel Map: li,C/OvoM /V7 3 0 3 J Map Date of Recording: ---7//)131 _ Lot: Book: �� Page: iL ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: Parcel Map/Subdivision Map/Use Permit Conditions ❑ Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development.. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for roa Summary of Specific Requirements: This information provided in this summary is based on the application information and on the best available data at the time of review. ag CALarrys\Building Permit Site Plan Reviewl.doc V an' d. F- Tz, ee amsawon ... Ir oEat�9—I rp a •�� �\ s b (lei �sA • �:�Su W mom\ . 0 ��,�xG`1�LF F \ n i-iS) np1 1m N -z O'zslaWp >�yt$�roa� H gm'�p $plcmme m s 0 -..110 b mmW-pini 9 D W p T N D m s n m0-[aoOD <�8 2 F t 1p p L p.o' a o m c m_� spmmi'gA DOC--- 00< PF�p(fi lvl� n -7o � jOLA N d O pm -mi _ ILI 0 p_ '•meq 2m �}°j pNW A R'" m O=Z i C A N° 2 Ra v�it�ww eYm7g-cY�p,��in'zad6/ (F•��I 1'2(.1v - 1261.6'S)R2 (12Ls.6B .. _� 1[��r7 lj," ?%9 §,U 0 � m �A tN MT L�� u�m 7 (\ rp ro - ib (lei 0 ��,�xG`1�LF - i-iS) Ra v�it�ww eYm7g-cY�p,��in'zad6/ (F•��I 1'2(.1v - 1261.6'S)R2 (12Ls.6B .. _� 1[��r7 lj," ?%9 §,U 0 � m �A tN MT L�� u�m 7 (\ Z 9 ro - ib 4 ER25 I m a g I � yy 2�1F1�� (SEE NOT2 'per--___ Jack Farrar, Tentative Parcel Pap, four parcels, on Larxin Road, approximate -1, 1950 ft. plus south of Timothy Road. West Oroville'-area. Assessor's Parcel number: 30-34-29 Engineer: NMI, Inc. Health Department conditions are: 1. Provide an area for wells and a 100 ft. leachfield free setback arourud those areas on parcels 1, 2, 3 and 4. 2. Show a 50 ft. leachfield setback from the drainage way on parcels 2 and 3. 3. Show a 100 ft. leachfield setback from the highwater line of the creek ,along parcel 4. Provide a usable sewage disposal area of 80,340 square feet on parcels 1, 2, 3 and 4, exclusive of setbacks, including 50 ft. leachfree setbacks from drainage channels, 100 ft. leachfree setbacks from well sites and streams, and 2500 square feet house area. Extend south boundary on parcel 3 -fifteen -feet to provide required area. Public Works conditions are: �l1. Provide two-way traversable access RS -8 -LD -II to each parcel from a county maintained road or state highway. Access to be reserved in deeds as per county ordinance and offered ® .for dedication on the final map. Q) Show 50 ft. building setback line measured from centerline of access easement. Provide road maintenance agreement. Indicate a 15 ft. building setback from the right-of-way line of ff �� Timothy Lane. ® K/ 6.) Show all easements of record on the final map. ZW 7 Provide street name signs per requirements of the Department of Public LWorksp rior to recordation of the final map. ®X8. Fay of= any assessments. Q k 9. Provide cul-de-sac at the end of the street. !n 10 'Obtain encroachment permit and construct standard road approach V grovicing adequate sight distance at the intersection of Timothy Road and rkin Road. OKL_ Fay any delinquent taxes. bk. 12. She. remaining lands of owner. (see fo llow_ng page for remainder of conditions) (Jack -Farrar, Tentative Parcel Map) The followin&.required mitigation measure will also be a condition of approval: A non -buildable buffer zone, setback 100 ft. from the Western Canal shall be observed to reduce access to the riparian habitat that parallels the Canal channel. A building setback of 100 ft. is to be shown on the final map. The following will be suggested mitigation measures (not conditions of approval): 2. Drainage improvements and facilities shall be constructed that preclude storm runoff from the project site directly into the Western Canal. 3. All inhabitable dwellings shall be setback a greater distance from the. boundary that marks the high water level from a storm intensity that occurs an average of once every 100 years; or, all inhabitable dwellings shall be.constructed so that the floor of the structure is a minimum of one foot above the highest level of flood waters from a storm that occurs an average of once every 100 years. yy TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance E.H. USE ONLY Slot Plain Attached Floor Plain Attached ' Sent to B.D. / Owner Location AP# Plan Approved for: Sewage Disposals Water Sly: Public Pr' ate Well Clearance for dwelling. Other ,Q y� K Supp -12 N[) 0 %'14 1'}./, Hold final for: Final clearance OXfor: NOTE: Environmental Health Specialist 8/96 Date FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE kiporltaft Reid the frtstrlraions on 1.7. SECTION A- PROPERTY OWNER INFORMATION108 Co"�rry l TOM AND YVETTE GWIN BUILDING STREETAMRESS pndudhV Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX IS10 Company IW1tC Number 4405 WOODDUCK CT. ZIP CODE CITY CA STATE 95965 OROVtIlE, pi Op— DF�CR1PTiON (tt and Block:111 w 8 rs, Tax Parcel Number, Legal DBsaipQial, etc ) AM 030340040 BUO.DING USE (eg , ResiderdK Nardi:AdffJ0n , jatc Use a Cor nerds area, d neciessaly) RESIDENCE LATRUDE/LONGITUDE (OPTIONAL) HORQONTAL DATUM SOURCE U SGS Quad �p ❑ 00W. -##A' or #tx ❑ NAD 1927 ❑ NAD 19M SECTION 13. FLOOD WWRANCE RATE MAP (FIRM) INFORMATION 131.P�CDIIf1YRNVIITIWWt6liiJlv�vaurllilvwrw� I CA BUTFEOOINVFYUN[Id00RPORAT� 060017 GlI7E E14.MAPAt�PAPta B7.FWPN11& M FAJNB�t EE SihFD( BW&�fM �FECTII VIS®DATE B8 t ZOt�S) �. O60QI=W C 810. kjoate the sauce of the Base Flood aevation (BFE) data a baseflood depth eniaed in 89. TOPO l QUAD MAP p FIs PdRe ® FIRM ❑ Conunurdy DeWmined ® other (i ek B11. kWatiledwallon datum usedforthe BFE in B9: ® NGVD 1929 ❑ NAW 1988 ❑ OtlW ( ) B12. is the budding located in a Comm Barden Resources System (CBRS) aea a OBarwle Protected Ama(OPArt ❑ Yes ®No - De ►anon DO—WA SECTION C - 61JUNIG ELEVATION DFORMAT ION (SURVEY REQUIRED) C1. Budding elevatlorls are based on: ❑ Cadnolim Drags' 0 &n9 *Anew 13evatia►Cm*OwMbe mqukW When calsinx5mofBre hAftiscm0ele. C2 Budding Diagram Number$ (Sdect ft bW M diagram most smdarto the hftg forwft ft certiticate is being corroeted -see pages 6 and 7. If no d ag an accurately the bu�rtg, provide a sketch a �rOtograpf►.) C3. Bev&m—Zones Al,4X AE, AH, A (wilt► BM, VE, V1 -V30, V (wdh BFE), AR, ARIA, ARIAS, ARfA1-M, ARIAH, ARI A0 Complele Items C3. -a4 blow a000rdirg to Bre budding diagram specffied in Item C2 Shate the datum used. If the datum isd'rffenad from the dahun used forthe BFE In Seotiar f3, cmvertBre datum to that used for Bre BFE Shan field meaum>ents and.daM amrsion rdarfabon. Use the space p vAded a Bre Ca mnents area of Seddon D a Section G, as al p nate, to dowmeld Bte datum om asial. Daum NW 29 C wa§0nlCMWwb DEW MON EIEV. =125.44 Elovabon n aence nark used DWR Does the elevation refterloe mak used appear on Bre FIRM? a) Top of bottom floor ('mduding basement or er k)m ne) im. 2A(m) b) Top of nerd wftoa 136.81t.(m) c) Bottom of bwast haiaarfal dhudurat member (V nines only) WA,. fL(m) d) Attadmd page (top d slab) 136. 11114m) e) Lowestelevafiarofrr a*Mandlorwment swftg Bre building (Desafbe In a Caro ob a* a.1 ft.(m) Q Wwest adaoent (fes grada (LAG) 134.8ft(m) g) *wd (finished) grade (HAG) 135.2 ft(m) h) No. of penny iW operuW (flood verds) w&n 1 R above aooent grade 21 Total area d all Wmarent Wer bW (flood vents) In C3.h 1972 sq. in. (sq. an) �pf ESS/0 � F � 0. 2 2 C11- `�lql CIVIL OF CAUF�� 1111, VAI W lucuw,w ear w wy,.w ..........�•-- —� — • --- - - I certify that the infamation in Seddon A A and C on this WOWS reWesents my best efforts to interpret the daft available. I understand that any No sWement_may be punishable by fine orknodsonmi d under 18 U.S. Code, Seddon 1001. TITLE CML ENGINEER COMPANY NAME FEENEY ENGINEERING AND SURVEYING ADDRESS CITY STATE ZIP CODE 273TONTPOLKCIRCI,E - CHICA, CA _..,.a.. 973 f&MH70.9299 FEMA Four81 1, January 20 See reverse side for Contin n. , Replaoes all previous editions IMPORTANT: In these spaces, copll the conesP rrrfomr bn from Seddon A 4405 WOODI UCK CT. STATE CI1Y CA CROVILLE SECTION D - SURVEYOR, EdGNEER, OR AR ZPCODE 9m Copy both des d Bus Elevatms Cerflfiate for (1) canmunity dW, (2) and (3) Uftom. WMM0,410 SEC. C3 BEV SHOT OF STEMWALU GRADE DURING CONSTRICTION OF HOUSE C3 ra a% tS THF R"ATM OF THE TOP OF STEM WAIL ACTUAL FINISHED Fl OORTO B X11' AND ONE 18'X24' FLOOD VENTS INSTALLED -11' FROM ADJAGtiv i mmmm~ e - m m nmu%. m rvATinN INFORMATION (SURVEY NOT ForZone AO and lase A (wtBsout BFE), oom01e Items El hu* E4. Use: IS THE ELEVATION OF THE DIRT WITHIN THE CRAWL SPACE (137 FORZONE AO AND ZONE A ff Be Bev*n Certificate is fnm dW for use as suppomfrg Qdomm agora for a Ism or Lum-r, Sidon C nasi be carsptMad M & tD ftse bdrg forwhich Bis= firms is beir�q ed—see palp 6 and 7. ff no diags�rn aoauab* E1. Budd�q Diagram Numberber 8 (Select Bse bmuldnsg diagram repagers the bsidrg, provide a dQ tds or 1.) E2.fttopdebottarnfm@xk*gbm nsentor e)afBseUftis 1t(m)ffas.(on)0abonor ❑below(cf>adcor*)th h*Wadjaoentgrada J$8ffs rehired grade, rf avala ft B. ii. For RMN D rams 6.8 with openings (see page 7), the nerd Ngherfbor or elevated floor (elevatan b) of to Wi�t is _ fL(m) _im(an) above the asst grade. Cortspide stemma C3h and C3.t on frail dfam d Bse pMbm d mad*M andior egs;ipme d servidrg Bre Mit is O ft(m) 5m.(om) ®aW or 0 below arse) Bse hig and oeoemdgrade E4. The top(I% nabual grade, If svdlable� Ei. For Zane AO om'r. ff not oW depth m ffrber is avaiabb, is ft trop d the bottom floor etw&d in aooadasoe with Bre o mw*s floodpla6s mnanagernad or&0xe ❑ Yes ❑ No ❑ Unlmown. The bei dkki crust Bus lydormnad m in SeWm G. SECTION F PROPERTY OWNER (OR OWNER'S 9-PRESENTATIM CERTIFlCATION The property owner oromWs m tmm®ed repmesuMme who completes Sectors A, B, C (Items C3 h and C3J orty), and E for Zane A (un7hout aFBVrswW a ammntY- isapd BFE) orZone AO most sign hem The sWwnents in SecU= A, A G and Eam cored to the beef ofmybsowfedga PROPERTY OWNERS OR OWNERS AUTHORIZED REPRESENTATIVE'S NAME ADDRESSCITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local olbd who is a d aimed by Naw or amderanoe to a(Irrsirsislef Bye oarrrai*s fbodpW marsapned arinanoe can corqW Sedlom>s A, B, C (or E), and G dit Elevator Cem kak). Complete to Wocable itern(s) and sibs below. G1. ❑ The hibnsa6as in Section C was tatters iron deer doamentd M tisat has been sigred arsd errsbossed by a Tro mW mveyor, engineer, or ardvitedwho is a dobBd by state orbr i taw m oer* elevation it tuts . (Indoeta Bro souroe and date of the edevalim data in Be C amts area below.) G2 ❑ A oararniruty dfidad completed Section E for a bsriisg bcatled to Zone A (Wkut a FEMA4smW ormmmrruely W BFE) orZone A0. G3. []ThedmvMd=dm(ihmG4-G9)ispvkbdfbrmmTu*bOVmmmWmdPPOM- - — — G7. This pertnit teas been issued for: ❑ New cmOuoton ❑ Substal irrim r wd GB. Smatd as-buat bored tw (esdnideg bm mnert) d the b►"V r, Wim) Da� anhi G9. BFEor(m ZoneAO) deo off oodng at ft buildagSte is: LOCALOFFlCIAd.'SNAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS ❑ Check here iF ath dmWts IXUA Fnrm 81.31. Januar 2003 Replaces all previous edtfions CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS 1 VERIFY USE PERMIT CONDITIONS I SUB -STANDARD HOUSING LETTER 7 JOB FINALED (Date) Signature NOTES RESIDENTIAL PERMIT NO. _ 030-340-040 04-3023 N CUM +OCULICK CT, OROVILLE 1 ueid _9 o, „1 J e Ie•G ,Itt6 Cont: LIFETIME EXTERIORS NEW SINGLE FAMILY c� It 0,0 i OcFFICE COPY ` Address Y70y wGl >,Ojc lr � GAS Meter By Date k _E)LECTRIC '-o• ' ®'.�' Date SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS 1 VERIFY USE PERMIT CONDITIONS I SUB -STANDARD HOUSING LETTER 7 JOB FINALED (Date) Signature J=OK 0 = Not OK . = Not Ready Card B-1 Date Card B-1 MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. 1. Zoning Requirements -Setbacks -Easements Soils; Compaction -Structure Stability 2. Soils; Special MH Support Sketch 4. 3. Sewer; Locatior-Test- Fal l -C/O -Concrete Elec.; Pool Lighting; 15 Volts -GA 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or / /" L "ft./ P LPG 7. Well Clearance & Disconnect 8. Utility Clearance 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 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verifv #'s with Office 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 POOLS (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 -GA 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK D = Not OK = Not Applicable . = Not Ready RESIDENTIAL (Single & Duplex) Date UND ns) OK except #'s g- acks-Easements-Flood-Slope aeTt91!�-ain; Soils-Elec. Grnd.-/ 2j" Ftg. Depth g., Garage; Soils-Steel-Elec. Grnd.-/ 12 Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 5. Stem alts, Main; Steel -Blockouts-Wrapped 6. S mwalls, Garage; Steel-Blockouts-Wrapped Ic Access; Size & Romex Protection -Dr Stop -Ins. Baffles Hold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel ,S-AB'W.V; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground -43r-Www nms & Ducts; Clearance -Material -Support -Ins. 1 iters -Sills -Anchor Bolts-Joists-Vents-Crippies 1 io<ccess & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date y)/ -/Card B-1 Date Card B-1 Date PLUM ING (Permit) OK exceat #'s er Htr.; Vent -Access -Combustion Air Baffle 1442taLer Pipe; Test & Anchor -Nail Protection J . .V; Test Fittings,& Anchor -Nail Protection "I/ v/ " T'W.-Showed P-ol: Test. First Floor -Tab Access 21. Je6t Tub & Shower, Second Flcor-Tub Access Gas Pipe; Sixe & An hors --2&.-<re Sprinkler; Test Date and B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELEZRICAL (Permit) OK except #'s 24. Fixture & Transformer Clearance -Ins. Protection 2 lec. Receptacles Spacing -Lights & Switches at Doors ize Boxes & No. of Conductors Stapled W. R ex Installed Close to Edge of Studs & C.J. quip. Ground made up w/Mech Fasteners -Bon as & r K. 2 Appliance Circuits in Kitchen & Conductor Size GFI ubfeed Wire Size/ / Cu or AI-A.C. Wire Size/ /ga Cu or Al an e Circle/ P /ga r AI -Oven Circ. / /ga Cu or Al l5sulated Neutral CKes D No 3 Service -Riser Conductors & Ground Main Disconnect 3Y Equip. Clearances Panels-Motors-Mech. Equip. 'K3*--elo hes Closet Light -Shower Light -Spa Light 3146noke Detector Date jK A r - Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ME ANICAL (Permit) OK except #'s 3 .'Q, Ducts Insulation & Support 3 e t Fan, Exhaust above insulation 3 ondensate Drain & Overflow, Size & Grade 3 urnace-Vent Access -Comb. Ail -Return Air Vent 115 Outlet 4Cr Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date I Card B-1 Date Card B-1 Date FRAK"G (Permit) OK except #'s 41./,Sells Proper Materials & Anchors 42Z Malls Studs-Nailina SDacina & Braces -Plates -Sound 4T/i3earing Walls over Girders & Floor Nailing Draft StoD in Walls 45./Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 46. Headers & Beams -Size & Bearing Date FRAM G (Continued) 47 ers-Post Caps -Anchors -Connectors 4 4 g. Joist-Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rtng. ireplace Ties or Type A Flue -Fireplace Throat Clearance 5 . Ic Access; Size & Romex Protection -Dr Stop -Ins. Baffles 5Vlvrm. Windows or Exiting Doors -Sill 0Dimensions a49� 5K, arage Fire Protection Framing hannel Property Line Firewall & Openings V. Ext. oors-One 3' -Check Garage 3rd Story, 2 Exits fairs; Width -Headroom -Rise -Run -Landing -Fire Protection j Plywood on Roof Overhang -Attic Vents -Rafter Outriggers S' ing-Nailing Veneer ,56A,4tRcco 59 Mesh -Drip Screed -Fd. Vents-Underflr. Access lazing Area -Glass Protection -Skylights -Plastic f; . Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. Infiltration -Wall Windows Date Date y Card B-1 Date Card B-1 Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 6!,Ltxt. Steps -Door & Sidelight Protection -Landings y8f�oke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection edroom Exiting 6K G.F.I. & Bath Fixtures & Tub Access -Spa Elec. Trim & Subpanel, Breaker Sizes & Labels 7G.'�Vairs & Rails Fireplace or Stove, Clearance -Hearth 72. Alec. Outlets at Wood Panel, Int. & Ext. 7K Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74 lec. Outlets & Receptacles at Kit. Counter 7 Garage Fire Door; Swing -Landing -Closure 7 A.C. Duct in Garage -Damper 7 Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78iPlb.; Elec. & Mech. Equip. Listed for Location 79A-lec. Receptacles in Garage (F.F.I.)-Romex Protection 8 Insulation -Foam -Looked in Attic 81 Guard Rails & Deck Construction -Post Caps 82,4dn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked and r Floor D Yes _ Fpllowing Instld./Drive es O No/Walks es D No/Planters O Yes 84—'Stucco Brown -Finish 8KA.C. Unit Disconnect, Electrical -Plumbing 8 Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings . 9,7��Rrater Well, Disconnect, Electrical, Plumbing 88.,,Eiderior Elec. Trim, G.F.I. Receptacle -Underground 8 Ventilation Throughout House Glass Protection 91 Corrections from Previous Inspections 9 . Cjas Test -Meters Tagged, Gas -Electric Water & Sewer Connected -C/O to Grade -HD Approval 9 . Energy Compliance Certificate -Other Certificates 9 Address Posted 96. Fire Sprinkler Dat w 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: BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE M (530) 538-7541 FAX#: (530)538-2140 WEBSITE: www.buttecounty.neAdds LICENSED CONTRACTORS DECLARATION I hereby affirm under penally 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:. 7 License Number: Date: 0-/57 D`f Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' Stale License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish; or repair any structure, prior to Its Issuance, also requires the applicant for'such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors Slate License Law (Chapter 9. commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the properly, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or Improves thereon, and who does such work himself or herself or through his or her own employees, provided that such Improvements are not intended or offered for sale. If however, the building or Improvements are sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec: 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or Improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ❑ '1 am Exempt under Article 3 of the Business and Professions Code Date: Owner: WORKERS' COMPENSATION DECLARATION I hereby affirm under penally 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 the Labor Code, for the performance of the work for which this permit Is Issued. My workers' compensation insurance carrier and policy number are: Carrier. Policy La I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: 1,2 -,oc Applicant: WARNING: Fallure 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. PERMIT NO. BP043023 Issued Date: 12/27/2004 APN: 030-340-040-000 Site Address: 4405 WOODDLICK CT ORO Map Index: Description: NSF(1476)GAR(528)COV(96) Owner: GWIN, YVETTE & THOMAS 14847 NORTHWOOD DRIVE MAGALIA, CA 95954 530-873-6880 Applicant: LIFETIME EXTERIORS 6230 JACK HILL DRIVE OROVILLE, CA 95966 530-228-3421 Contractor: LIFETIME EXTERIORS 6230 JACK HILL DRIVE OROVILLE, CA 95966 530-228-3421 License #: 746808 Architect: Engineer: Total Square Ft: 2100 S.F. Valuation: $110,148.00 Census Code: 'C4 v! t n1?Cvof`l - CCNSTRUCTION LENDING AGENCY -1--This perm: -is hereby issued un the applicable provisions of the Butte Cnunly Coda ?nrt/or - I hereby affirm that there is a construction lending agency for the Resoluti0 s to do work indicaj d a ove for which fees have been paid. performance of the work for which this permit Is Issued (Sec 3097 Civ.) ry /I 1 � 7 gy, fel /%'!l Date: Name: PERMIT EXPIRES ON: / —111 -- Address: CI I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification In accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that 1 am the owner or the duly authorized agent of the owner. 1 agree to comply with all county and state laws relating to building construction. 1 acknowledge 11 is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for Inspection purposes, . ,, r Print Name: Signature Date: ❑ Owner 0 Contractor ❑ Agent for Owner ❑ Agent for Contractor LOERKE INSULASM 00.1 INC. INWLATION CERMITE MUM" Sm amm DESCRIMON OF INSTALLATION 1. ROOF ThiCmm onchos) 2. CEIUNG Salt or BWM 7Wo Tf 1 10.ZS -� BMW NO" Thmmmd Rhe (R'Va1ne) Bnmd Now Joins Mowille T110 n d Rehr (R -Value) r�3C) -- Lime FE IMM — Fess _ _ _ _ _ _ Brad Nmm - Johns MAMIS ContrwWds nun. holMod 4.911 sq. lb- MMMM Thldcness �Z Msnimmm's hwo&dw per squos fad to adMoveThwvW Residence (R Vake) 3 EXTERIOR WALL mate 1111 FIS s�.tfa�s.. Twaimm ( ) ifddc� (thea} 6 •S &"FLOOR �PF.RiMETER Mabe�'I$i . Tim Padmo sr hadalm Depth 8. FOUNDATION WALL Thickness (Maim) DECLARATION -. Brmtd Name .!elms Mmuft , TMTW RSSWMM 8raw Now jwm monaft,— ThwMd R (R-VaWe) Brod Now Thelma! Rhe (Rafale) Bri�tW Nmne Theme Roolsbroo (R-Vakw �:;. II ,,-Tip': ?'': �). Ir a �:,. i_. �ti.= .1 �.��► zw gV1lEB STEEL. ® U i t` o t N o s WEB STEEL BUILDINGS 37396 Ruben Lane, Box 9 Sandy, Oregon 97055 (503) 668-3267 ZJS ENGINEERING SERVICES 350 South Milliken Avenue, Suite "A" Ontario, California 971761 (909) 974-4150 • (PAGES: C1 -C11, C7A, F1 -F32, W1 -W3) BUTTE C M i I 14011DING DEPART 4PPROVE f. J U L 1 4 2005 (The above building is conceptual only and does not represent actual purchased building) BOLT TENSIONS: (FROM FRAME ANALYSIS OUTPUT) EAVE (DL+SNOW)" ::.::................... SPAN 4 it;:<.;: ::.: — LENGTH «'<4 it. EAVE HEIGHT (6ft. MAXIMUM BAY SIZE €< ... TRIBUTARY BAY WIDTH <><<<1' ft. SLOPE.......................:.::.::.::3.:12 6' lbs. ................................... SIDEWALL EXTENDED EAVES «`f)':ft. ENDWALL EXTENDED EAVES `"`"""`''"`>[!'ft. PARTIALLY ENCLOSED STRUCTURE(Y/N)?......... .................................. N ................................... ROOF SNOW LOAD5 )�sf WIND SPEEDO' mph WIND EXPOSURE > SEISMIC ZONE 3' SOIL PRESSURE 1 5QD')�sf FOUNDATION LOADS @ SIDEWALL: (FROM FRAME ANALYSIS OUTPUT) DL+SNOW LAT. FORCE " ;338 lbs DL+SNOW COMP. FORCE Ibs. WIND LAT. FORCE 3('Ibs. WIND UPLIFT FORCE '> t 4254Ibs. BOLT TENSIONS: (FROM FRAME ANALYSIS OUTPUT) EAVE (DL+SNOW)" 163Ibs. PEAK (DL+ SNOW)- €<d$78Ibs. EAVE (VIAND) ?'8Ibs. PEAK (VIAND) <1<9$t1' lbs. <.; . X -BRACE LOADS: .................................. ................................... ROOF: - <<'11 lbs. SIDEWALL: 6' lbs. ENDWALL: 11 lbs. FOUNDATION LOADS @ ENDWALL: MAX. COMP. FORCE 3,154 lbs. MAX. LATERAL FORCE - , 2,454 lbs. MAX. UPLIFT 3 54 lbs. WEB Steel Buildings 7/13/2005 0 Project Number: 2205-091 FOUNDATION LOADS @ SIDEWALL: (ADJUSTED FOR TRIBUTARY WIDTH AND LOADS) 836 lbs 5,066 lbs 3,304 lbs 4,254 lbs BOLT TENSIONS: (ADJUSTED FOR TRIBUTARY WIDTH AND LOADS) 1,363 lbs 4,878 lbs 8,353 lbs 1,980 lbs Page C2 UILIE INC :CODIE:'>;`` >::: ` «:`:>::<:::: GVV RMIMG:::Bu1LD1Nt's:eCIDF..:::(iDl�lU)Fl]RNI1:B.::::::::::::::.:::::::::::::::.::::.:::.:::.::.:::.;:.:;:.::::.::::.:::::::::..:::,. r Number: 2205 09 Project ect u ' ::::.... 1 LOADS: DEAD LOADS ROOFING 0.7 PSF PURLIN 1.4 PSF INSULATION 0.4 PSF MISC. 1.0 PSF TOTAL PURLIN DL = 3.5 PSF TOTAL FRAME DL = 5.0 PSF LIVE LOAD SNOW WIND LOAD 25 PSF WIND SPEED = 80 MPH EXPOSURE= C MEAN ROOF HEIGHT (FT.): 17.5 p = [Os*Ce*Cq*lw] Os (PSF) = 16.4 Ce = 1.095 Iw = 1.00 Cq WINDWARD WALL 0.8 WINDWARD ROOF 0.9 LEEWARD ROOF 0.7 LEEWARD WALL 0.5 , WALL ELEMENTS 1.2 ROOF ELEMENTS 1.3 TOTAL WIND LOAD PERP. TO ENDWALL: TOTAL WIND LOAD PERP. TO SIDEWALL: SEISMIC LOADS LOAD DIRECTION: PERP. TO ENDWALL PERP. TO SIDEWALL ZONE: 3 3 Na (max.) = 1.5 1.5 Ca = 0.36 0.36 I = 1.00 1.00 R = 5.6 4.5 ' V = (3.0*Ca/R) * W = 0.19 W 0.24 W V = (2.5*Ca*I/R) * W = 0.16 W 0.2 W rho = 1.00 1.00 Q = 2.20 2.80 E= rho *Vmax= 0.16W 0.2W E allow. stress design = E/1.4 = 0.11 W 0.14W 14.4 PSF 16.1 PSF 12.6 PSF 9.0 PSF 21.5 PSF 23.3 PSF 4898 LBS. 10775 LBS. (table 16-S) (table 16-0) (table 16-N) (eq. 30-11) (eq. 30-5) TOTAL SEISMIC DESIGN DEAD LOAD (lbs.) = 10835 10835 TOTAL SEISMIC BASE SHEAR (lbs.) = 1244 1548 (WIND GOVERNS OVER SEISMIC BOTH DIRECTIONS FOR SEISMIC ZONE 3) ,.:.,,.:......:_ :.,,.:.; ::::.::::::....::...Q:.;.; ; ' > ><'>' ``'» »>'> »>»» >...... ........ `» 1.:::::::::: 1. DL + ROOF LL (OR SNOW) 3. DL + WIND LOAD + ROOF LL/2 2. DL + WIND LOAD 4. DL + ROOF LL + WIND LOAD/2 r WEB Steel Buildings 7/13/2005 Page C3 ANCHOR BOLTS: SIDEWALL FOOTING: ENDWALL FOOTING: CONCRETE: REINFORCING: X -BRACE: ROOF SIDEWALL ENDWALL ENDWALL RAFTER: (2)-3/4" DIAM. ASTM A-307 BOLTS 12" WIDE BY 14" DEEP FOOTING W/ (1)44 TOP AND (1)44 BTM. 12" WIDE BY 14" DEEP FOOTING W/ (2)-#4 TOP AND (2)-#5 BTM. 2500 PSI @ 28 DAYS Fy = 60000 psi (min.) FWC '250 BA' ROOF X -BRACING FWC'375 BA' SIDEWALL X -BRACING FWC'250 BA' ENDWALLX-BRACING C6X8.2 STEEL CHANNEL (UNBRACED) ENDWALL COLUMN: W6X12 BRACED @ 10 FT. MAX. .... ::.::......:..:.:....................... ..;::.:;:....:.;..;:. 1S 1 £;i!1 1 >:< <:> :: <::::STRUCTURAL WELDING ::.:.(AS PER C.B.C. SEC. 1701) WEB Steel Buildings 7/13/2005 Page C4 :...::..::.:...:....::....:.::...:..::........... .... . X....::.::::::: . . SPAN.::.::...::.::..:......;:....:...:.::::..:.:.::...................... DIST. LOAD(DL+SL ) DIST. LOAD (WIND - DL) ALLOW. STRESS (Fb') DL+SL ALLOW. STRESS (Fb') WIND ALLOW. STRESS(Fv') BENDING MOMENT(DL+SL) BENDING MOMENT(WIND-DL) SHEAR SECTION MODULUS REQ. DL +SL WIND DEPTH @ END NOTCH: AREA REQUIRED (IN -2) MAX. DEFLECTION 2X8 SPAN/ .:..................:........:...:...:....:..:.:.::::::::::::::::::.::::.;::::::: :.:::.:"N..................:............. SPAN DIST. LOAD IND ALLOW. STRESS (Fb') ALLOW. STRESS(Fv') SHEAR MOMENT SECTION MODULUS REQ. DEPTH @ END NOTCH: AREA REQUIRED (IN -2) MAX. DEFLECTION 2X6 SPAN/ SECTION PROPERTIES Project Number: 2205-091 14.00 FT. grade WITH (2)1/4" 57.0 LBS./FT. >>2X >:> ..... 8 2s>` 39.6 LBS./FT. ............................................................... 14.00 FT. 1389 PSI PURLIN DEPTH: 7.25 IN. 1932 PSI SECTION MODULUS 13.14 IN."3 95 PSI AREA 10.88 IN."2 16758 IN. -LBS. MOMENT OF INERTIA 47.6 IN."4 11656 IN. -LBS. IN."2 1055 FT. -LBS. MOMENT OF INERTIA 399 LBS. IN."4 6.05 IN."3 12.06 IN."3 6.03 7.25 IN. 5.01 IN."2 OK 0.61 IN. 276 USE,--> 2X8 DF -L #2 WOOD PURLINS @ 24" O.C. WITH (2)1/4" DIAM. SCREWS EA. END SECTION PROPERTIES 14.00 FT. grade 43.1 LBS./FT. ;;..:..:.....::.;;:::;;...:..:::.::. <2 2093 PSI GIRT DEPTH: 5.5 IN. 95 PSI SECTION MODULUS 7.56 IN."3 301 LBS. AREA 8.25 IN."2 1055 FT. -LBS. MOMENT OF INERTIA 20.8 IN."4 6.05 IN."3 5.50 IN. 3.87 IN."2 OK USE ---> 1.05 IN. 160 2X6 DF -L #2 WOOD GIRTS @ 24" O.C. WITH 2)1/4" DIAM. SCREWS EA. END WEB Steel Buildings 7/13/2005 Page C5 , . . . . . ^ b. ................... 00RH:. Pm��wumuecuuos�e1 ~ LENGTH, 14.0JFT. MAX. DIST. JAMB TOFRAME ^ 1.00 FT. (2)-2XG#2HORIZONTALS Sh~151|N^3 ��8#2 HORIZONTALS Sh~2G�2 |N^3OOORV|OTH OOC]RHE|GHT 1.4 FT. MOMENT' 1GO7 FT. -LBS. 'GEC.W1OO.RE{]. (HOR|Z. D|R.) ` 684 |N.^3 (L) REACTION: 1130 LBS. (R) REACTION:' 1130 LBS. MIN. HC]RIZ.AREA . . 11.15 |N.^2 STRUCTURAL JAMB (YyN)? ` ^ (USE SGL. 2XGVERT. JAMBS) ATHEADER, USE (2)-2X6 #2 HORIZONTALS IWITH (5)1/4" DIAM. SCREWS EA. END . ., . . . . . - '. . . . ^ 7/13/2005 ^ Page C6 , ;......:....:::.:...:...............,. ,,.:....;::..:...:....:::..:::::.:::::.::.::.;':::.;:.;:.;:.;:;.;:.;:.;. Ewl3WALL::RAFTER::: GR[O<1::><:::<::`:`:::>::: 0 FT. -LBS. BACKSPAN LENGTH 12> FT. CANTILEVER LENGTH "``'0 FT. POSITIVE LOAD 210. LBS./FT ................................... UNBR. LENGTH @ CANT.FT. WIND MAX. SHEAR UNBR. LENGTH @ BKSPN. 1 FT. (-M) Fb @ CANT. 21600 PSI (-M) Fb @ BACKSPAN 9158 PSI DL+SL POSITIVE MOMENT 3771 FT. -LBS DL+SL NEGATIVE MOMENT 0 FT. -LBS DL+SL MAX. SHEAR 1257 LBS. SECTION PROPERTIES Project Number: 2205-091 C6X8.2 STEEL CHANNEL SECTION MODULUS 4.38 IN."3 AREA 2.4 I N. "2 MOMENT OF INERTIA 13.1 IN."4 C7X9.8 STEEL CHANNEL SECTION MODULUS 6.08 IN.^3 AREA . 2.87 . IN."2 MOMENT OF INERTIA 21.3 IN.^4 WIND POSITIVE MOMENT 0 FT. -LBS. C8X11.5 STEEL CHANNEL WIND NEGATIVE MOMENT - 2498 FT. -LBS. SECTION MODULUS 8.14 IN.^3 WIND MAX. SHEAR 833 LBS. ; AREA 3.38 IN.^2 MOMENT OF INERTIA 32.6 IN."4 SECTION MOD. REO. (IN "3) 2.45 IN."3 USE JC6X8.2 STEEL CHANNEL (UNBRACED .................................................................................................................. tNTEf>rt{MED.K. >ENl 1t 0LUMN DEM SECTION PROPERTIES :.:::.;:.;;:;.:............................................::.;:.:.::.:r:.;:.::.;:............. COL B1 & Di TRY: W6X12 TRIB. WIDTH (WIND)ZFT. ................................. SECTION MODULUS 7.31 IN"3 COLUMN LENGTH <1850FT. AREA 3.55 IN."2 TRIB. AREA (DL + SL) 84.0 FT."2 RADIUS OF GYRATION 2.49 IN. LOAD (DL+ SL) 2520 LBS. MOMENT OF INERTIA 22.1 IN."4 OUTWARD MOMENT (WIND) 11052 FT. -LBS. FLANGE WIDTH 4 IN. PERP. LATERAL SHEAR 2454 LBS. rT 1.05 IN. INSIDE FLANGE UNBR. LENGTH... ................................ ................ ;"l€0.0 FT. d/Af 5.38 1/IN. SLENDERNESS RATIO 89.2 OK Cc 126.1 L/rT 114 ALLOW. AXIAL STRESS (PSI) 19070 Lc = 4.2 FT. ACT. AXIAL STRESS (PSI) 710 OK Lu = 8.6 FT. ALLOW. BENDING STRESS(PSI) 24783 -ACT. BENDING STRESS (PSI) 18143 EQ. (F1-6) Fb 12912 psi FINAL UNITY 0.77 OK DEFLECTION 1.06 IN. EQ. (F1-8) Fb = 18587 PSI =SPAN/ 209 OK USE JW6X12 BRACED @ 10 FT. MAX. WEB Steel Buildings 7/13/2005 Page C7 ^ BACKSPAN LENGTH F[ CANTILEVER LENGTH FT POSITIVE LOAD 21D LB8./FT. UNBR.LENGTH @ CANT. FT. UNBR.LENGTH @BK8pN. FT. (-yN) Fb@ CANT. 15678 PSI (-N\)Fb@BACNGPAN 21600 PSI OL+SLPOSITIVE MOMENT 603FT.'LB8. OL+8LNEGATIVE MOMENT 5133FT,LBS. OL+GLMAX. SHEAR 1550 LBS. WIND POSITIVE MOMENT 3400 FT. -LBS. WIND NEGATIVE MOMENT 400 FT. -LBS. WIND MAX. SHEAR 1027 LBS. SECTION PROPERTIES Project Number: ouoo-0o1 C6X8.2 STEEL CHANNEL SECTION MODULUS 4.38 AREA 2.4 MOMENT OF INERTIA 13.1 C7X9.8 STEEL CHANNEL . SECTION MODULUS 6.08 AREA 2.87 MOMENT C]FINERTIA 21.3 C8X11.5 STEEL CHANNEL SECTION MODULUS 8.14 AREA 3.38 MOMENT OF INERTIA 32.6 SECTIONMOD. REQ. (IN -3) �% � ` 33|N.^3 USE -> FC-6X8.2STEEL CHANNEL (BRACED AT PEAK) S' I.. SECTION PROPERTIES 'COL. C4 TRY: W6X9 TR|B.VNDTH (WIND)FT. SECTION MODULUS COLUMN LENGTH FT AREA TR|B.AREA (DL +SL) 166.8 FT. ^2 RADIUS OFGYRATION LOAD (DL+SL) 3O24LBS. ' MOMENT OFINERTIA OUTWARD MOMENT (W|NO) 4530 FT. -LBS. FLANGE WIDTH PERP. LATERAL SHEAR 1114 LBS. . rT INSIDE FLANGE UNBR. d/Af SLENDERNESS RATIO Cc 126.1 L/rT ALLOW. AXIAL STRESS (P8|)' 20265 Lc = ACT. AXIAL STRESS (PSI) 1128 0K Lu = ALLOW. BENDING STRESS(PSI) 11437 ACT. BENDING STRESS (pS|) 9777 FINAL UNITY 0.91 OK EC)*/F1'7\ Fb= DEFLECTION 0.48 IN. E<]. .F1'8. Fb= =SPAN/ 418 OK . USE 5.56 2.68 2.47 16.4 3.84 1.O 6.96 195 4.2 6.7 |N-^3 |N.^2 |N.~4 |N.^3 |N.^2 |N.^4 IN ^3 |N.^2 |N.^4 |N^3 iN.^2 IN. |N."4 IN. IN. VIN. 4464 PSI WEB Steel Buildings 7/13/2005 Page C7A .TYPE;>Gt}R VFR G. L ::.;:.:;:.;;:.;:.:;;: .... :.::.::.::.;:. TRIB. WIDTH (WIND) FT. UNBRACED LENGTH Y .. FT. TRIB. AREA (DL + SL) 49 FT."2 LOAD (DL +SL) 1483 LBS. MOMENT (WIND) 75 FT. -LBS SLENDERNESS RATIO Cc ' ALLOW. AXIAL STRESS ACT. AXIAL STRESS ALLOW. BENDING STRESS ACT. BENDING STRESS FINAL UNITY . Project Number: 2205-091 SECTION PROPERTIES SECTION PROPERTIES TRY: L4X4X.25 .................................. TRY: L4X4X.25 SECTION MODULUS 1.05 IN"3 AREA 1.94 I N. "2 RADIUS OF GYRATION 1.25 IN. COLUMN WT. 6.6 LBS./FT. MOMENT OF INERTIA 3.04 IN."4 19.20 OK 126.10 24084 PSI 765 PSI OK 33516 PSI 861 PSI OK 0.06 OK USE ---> L4X4X.25 CORER€COL11iINSTE111G f WEB Steel Buildings 7/13/2005 Page C8 El SECTION PROPERTIES TRIB. WIDTH (WIND)FT. .................................. TRY: L4X4X.25 UNBRACED LENGTH€8>QQ' FT. SECTION MODULUS 1.05 IN"3 TRIB. AREA (DL + SL) . 49FT."2 AREA 1.94 IN."2 LOAD, 1523 LBS. RADIUS OF GYRATION 1.25 IN. MOMENT (WIND) 1306 FT. -LBS. COLUMN WT. 6.6 LBS./FT. MOMENT OF INERTIA 3.04 IN. -4 SLENDERNESS RATIO 76.80 OK Cc 126.10 ALLOW. AXIAL STRESS 24430 PSI ACT. AXIAL STRESS 785 PSI OK .ALLOW. BENDING STRESS 30500 PSI ACT. BENDING STRESS 14926 PSI FINAL UNITY 0.52 OK DEFLECTION 0.16 IN. USE ---> L4X4X.25 ................................................................................................................... ................................................................................................................... ................................................................................................................... ROOF SHEATHING FASTEN TO PURLINS WITH #10 SCREWS @ 9" O.C. WALL SHEATHING FASTEN TO GIRTS WITH # 10 SCREWS @ 9" O.C. ROOF PURLIN CONNECT WITH (2) 1/4" DIAM. SCREWS EA. END WALL GIRTS CONNECT WITH (2) 1/4" DIAM. SCREWS EA. END f WEB Steel Buildings 7/13/2005 Page C8 El «:»:.:::.;:.;:.>::<,..:1......:.:;.:;;.:...:... BOLTED. Feat tC ECTI. Project Number: 2205-091 :..:>.........:.......;....:.....:...:...::.....:..:.......::.......: .::.....:.... .::,.:.:.......;::..:...:..:..................;:...:...:..:.......:....,:.:...:..:UE:....::.::.::::::::;.:: ::8OLTELI::FRA IE PEAK SEE:>FRANCE #�NALilSi3 RESULTS FO MOME.N...T YA1..:.5) : ''` :: :..:......:::................... ` DL + SNOW WIND LOAD BOLT TENSION LOAD (LBS.) 4878 1980 # BOLTS IN TENSION GROUP 2 1 AREA OF 3/4" DIA. BOLT 0.4418 0.4418 IN."2 ALLOW. TENSILE STRESS 20000 26667 PSI ACT. TENSILE STRESS = 5521 4482 PSI OK USE ----> 3/4" DIAM. ASTM A-307 BOLTS 1 UPPER, 2 LOWER ........................................................... 44,4 BQ:LT ED<FEMEFlti:`SEE:..::Rl.....1ALY..........................................AtFt�....t............5........:....:::::::: .:::.::::::::::::::::.::::.:::.:::::.:::::::.:::::::::::::::.`4X:::.:::.::::::::::::.::::.::::::::::::.::::.::::::::::::::::::::.::.:::::.......... DL + SNOW WIND LOAD BOLT TENSION LOAD (LBS.) 1,363 8,353 # BOLTS IN TENSION GROUP 2 2 AREA OF 3/4" DIA. BOLT 0.4418 0.4418 IN.^2 ALLOW. TENSILE STRESS 20000 26667 PSI ACT. TENSILE STRESS = 1543 9454 PSI OK r USE ---> 3/4" DIAM. ASTM A-307 BOLTS 2 OUTER, 2 INNER ANCHOR BOLT DESIGN PER C.B.C. SEC. 1923.2 ' USING 3/4" DIAM. ANCHOR BOLTS: NORMAL WT. CONCRETE NUMBER OF ANCHOR BOLTS :2::':::::s:€:: STRENGTH (Pc): 2500 PSI INSPECTION REQUIRED? ..............NO 'X' BOLT SPACING . 6 IN. HAIRPINS (Y/N)?:N::: BOLT EMBEDMENT 7 IN. EDGE DISTANCE 7 IN. Pc = 47057 LBS. PSS = 47520 LBS. VC = 30787 LBS. Vss = 39600 LBS. WIND UPLIFT (ULT.) 11060 LBS.. WIND SHEAR (ULT.) 8590 LBS. DL+SNOW SHEAR (ULT.) 2759 LBS. DL+SNOW UNITY: 0.03 WIND U.B.C. UNITY: 0.55 OK FOR COMBINED STRESS USE ---> 1(2)-3/4" DIAM. ASTM A-307.13OLTS USE 3/8" FRAME BASE PLATES r • r WEB Steel Buildings 7/13/2005 Page C9 FOOTING DESIGN BOTTOM CONCRETE STRENGTH (fc): 2500 PSI REINF. YIELD STRENGTH: 60000 PSI ALLOW. SOIL PRESSURE: 1500 PSF NOTE: FOOTING SHALL EXTEND BELOW LOCAL FROST DEPTH. CONSULT LOCAL BUILDING DEPARTMENT FOR REQUIREMENTS. .............A.......:::.........:N.......:......:: ..........:.:..:.:,..;...:..:.::::::>:::«<:::>:::> staElrBLLt3iti('Ti....UOI��'��QTI�1�3»::<::> DEPTH OF FTG. BELOW ................................. .XI N.W. (MIN.) .............................32... DESIGN SOIL PRESSURE 15.. PSF ................................... FOOTING WIDTH €€2IN. (MIN.) FOOTING DEPTH .............. €4i:IN. (MIN.) DOWNWARD LOAD ON FTG. 5066 LBS. FOOTING AREA REQUIRED 3.8 FT."2 DESIGN d 10.5 IN. LENGTH FTG. REQ'D. (DL+SN) 3.8 FT. OK UPLIFT DESIGN LOAD 4254 LBS. LENGTH FTG. REQ'D. (UPLIFT) 10.1 FT. OK ESTIMATED TOTAL VOLUME OF FTG. AND SLAB (+10%) Mu DESIGN MOMENT (FT. -LBS.): a= AREA OF STEEL REQ. AREA OF STL. PROVIDED TOP BOTTOM 5003 4116 0.25 0.21 0.14 0.12 0.20 0.20 Project Number: 2205-091 18 YDS. (A.C.I. FLEXURE TABLES) OK USE ----> 12" WIDE BY 14" DEEP FOOTING W/ (l)-#4 TOP AND (l)-#4 BTM. (NO SHEAR REINF. REQ'D) THRUST @ BASE: 3304 LBS. As (GRADE 40) HAIRPIN = 0.00 IN."2 USE #3 HAIRPIN AROUND ANCHOR BOLTS USE #4 TIE BARS WITH FIBER MESH L+ WEB Steel Buildings 7/13/2005 Page C10 CONCRETE STRENGTH (fc): 2500 PSI Project Number: 2205-091 ' REINF. YIELD STRENGTH: 60000 PSI ALLOW. SOIL PRESSURE: 1500 PSF ......:....:.::.......;:.:...:,:.:.:........:.:::.:...:..::...:.;...:......:......:......:::: EM At,t : Cir3t T�Af U0 5: EO 'i'1RCG'; ;:.:.:::.::.:.:: > ...... '» DEPTH OF FTG. BELOW GRADE��>' << >1�. IN. MIN. ...........:.:. ) DESIGN SOIL PRESSURE 1325 PSF. FOOTING WIDTH >2'IN. (MIN.) FOOTING DEPTH IN. (MIN.) DOWNWARD LOAD ON FTG. 3154 LBS. FOOTING AREA REQUIRED 2.4 FT."2 DESIGN d 10.0 IN. Y LENGTH FTG. REQ'D(DL+SN) 2.4 FT. OK UPLIFT DESIGN LOAD 3154 LBS.. , LENGTH FTG. REQ'D (UPLIFT) 9.8 FT. ► OK Mu DESIGN MOMENT(FT.-LBS.): a= AREA OF STEEL REQ. AREA OF STL. PROVIDED TOP BOTTOM 15195 24360 0.83 1.37 0.40 0.58 0.40 0.62 (A.C.I. FLEXURE TABLES) OK USE -----> 12" WIDE BY 14" DEEP FOOTING W/ (2)-#4 TOP AND (2)-#5 BTM. WEB Steel Buildings 7/13/2005 Page C11 ,E�3'��I�I 6f9�11�1mmummoI f I RAM Advanse ' Mhicheil Engineering / 21989 NE Chinook Way #144 / Fairview, OR 97024 / 503.669.2841 File CA .... \V -Frame RAM Advanse Files\24' Wide Fr6mes\U.B.C\2416 25 80C 14.AVW Units system English Date 7/11/2005 9:05:36 PM Geometry data GLOSSARY X Cm22 : Coefficient about axis 2 applied to bending term in interaction equation (1-11) Cm33 : Coefficient about abs 3 applied to bending term in interaction equation (1-11) d0 : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in abs X DJY : Rigid end offset distance measured from J node in abs Y DJZ : Rigid end offset distance measured from J node in abs Z DKK : Rigid end offset distance measured from K node in abs X DKY : Rigid end offset distance measured from K node in abs Y DKZ : Rigid end offset distance measured from K node in abs Z dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity Lb : Unbraced length between lateral supports to resist lateral torsional bucking RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in Y TZ : Translation in Z Nodes Node X Y Z Floor [in] [in] [in] 1 165.9187 213.7703 0.00 0 2 138.50 220.625 0.00 0 3 138.50 195.8864 0.00 0 4 111.0813 213.7703 0.00 0 5 281.8507 184.7873 0.00 0 6 277.00 186.00 0.00 0 7 , . 93.6188 184.6661 0.00 0 8 17.1894 96.00 0.00 0 9 21.7841 144.00 0.00 0 10 0.00 120.00 0.00 0 11 0.00 96.00 0.00 0 12 8.00 0.00 0.00 0 13 12.5947 48.00 0.00 0 14 0.00 24.00 0.00 0 15 0.00 48.00 0.00 0 16 0.00 0.00 0.00 0 17 0.00 72.00 0.00 0 18 41.7161 196.429 0.00 0 19 64.5145 202.1286 0.00 0 20 47.537 173.1456 0.00 0 21 24.011 167.2641 0.00 0 22 0.00 161.2614 0.00 0 23 0.00 144.00 0.00 0 24 18.1902 190.5475 0.00 0 25 0.00 186.00 0.00 0 26 -4:8507 184.7873 0.00 0 27 87.7979 207.9495 0.00 0 28 277.00 120.00 0.00 0 29 277.00 96.00 0.00 0 30, 259.8106 96.00 0.00 0 Page F3 Restraints Node TX TY TZ 31 255.2159 144.00 0.00 0 32 277.00 48.00 0.00 0 33 277.00 24.00 0.00 0 34 264.4053 48.d'0 0.00 0 35 269.00 0.00 0.00 0 36 277.00 0.00 0.00 0 37 277.00 72.00 0.00 0 38 183.3812 184.6661 0.00 0 39 212.4855 202.1296 0.00 0 40 229.463 173.1456 0.00 0 41 189.2021 207.9495 0.00 0 42 277.00 144.00 0.00 0 43 277.00 161.2614 0.00 0 44 252.989 167.2641 0.00 0 45 258.8098 190.5475 0.00 0 46 235.2839 196.429 0.00 0 47 4.00 0.00 0.00 0 48 273.00. 0.00 0.00 0 Restraints Node TX TY TZ RX RY RZ ------------------------------------------------------ ----------- --------- 0 - --o 2 0 0 1 0 0 0 4 0 0' 1 0 0 0 5 0 0 1 0 0 0 7 0 0 1 0 0 0 8 0 0 1 0 0 0 10 0 0 1 0 0 0 11 0 0 1 0 0 0 14 0 0 1 0 0 0 15 0 0 1 0 0 0 17 0 0 1 0 0 0 18 0 0 1 0 0 0 19 0 0 1 0 0 0 20 0 0 1 0 0 0 21 0 0 1 0 0 0 22 0 0 1 0 0 0 23 0 0 1 0 0 0 24 0 0 .1 0 0 0 26 0 0 1 0 0 0 27 0 0 1 0 0 0 28 0 0 1 0 0 0 29 0 0 1 0 0 0 30 0 0 1 0 0 0 32 0 0 1 0 0 0 33 0 0 1 0 0 0 37 0 0 1 0 0 0 38 0 0 1 0 0 0 39 0 0 1 0 0 0 40 0 0 1 0 0 0 41 0 0 1 0 0 0 '42 0 0 1 0 0 0 43 0 •0 1 0 0 0 44 0 0 1 0 0 0 45 0 0 1 0 0 0 46 0 0 1 0 0 0 47 1 1 1 0 0 0 48 1 1 1 0 0 0 Page F4 Members Beam NJ NK Description Section Material d0 dL Ig factor [in] [in] ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 1 2 1 uC L m A42 0.00 0.00 0.00 2 3 2 Peak L u A42 0.00 0.00 0.00 3 2 4 uC L m A42 0.00 0.00 0.00 4 6 5 uC L m A42 0.00 0.00 0.00 5 4 3 BEAM7 L b A42 0.00 0.00 0.00 6 7• 3 LC L h A42 0.00 0.00 0.00 7 8 9 IL L m A42 0.00 0.00 0.00 8 8 10 COL5 Lb A42 0.00 0.00 0.00 9 10 11 OL L h A42 0.00 0.00 0.00 10 12 13 IL L m A42 0.00 0.00 0.00 11 14 13 COL2 L c A42 0.00 0.00 0.00 12 15 14 OL L h A42 0.00 0.00 0.00 13 12 14 COLI L c A42 0.00 0.00 0.00 14 14 16 OL L h A42 0.00 0.00 0.00 15 16 47 Leg Base L u A42 0.00 0.00 0.00 16 13 8 IL L m A42 0.00 0.00 0.00 17 13 17 COLS Lb A42 0.00 0.00 0.00 18' 17 15 OL Lh A42 0.00 0.00 0.00 19 13 15 Web La A42 0.00 0.00 0.00 20 17 8 COLO L a A42 0.00 0.00 0.00 21 8 11 Web L a A42 0.00 0.00 0.00 22 11 17 OL L h A42 0.00 0.00 0.00 23 19 18 LIC Lm A42 0.00 0.00 0.00 24 20 7 LC L h A42 0.00 0.00 0.00 25 19 20 BEAM4 Lc A42 0.00 0.00 0.00 26 9 21 IL Lm A42 0.00 0.00 0.00 27 9 22 COLT La A42 0.00 0.00 0.00 28 22 23 OL L h A42 0.00 0.00 0.00 29 10 9 COL6 L a A42 0.00 0.00 0.00 30 23 10 OL L h A42 0.00 0.00 0.00 31 9 23 Web L a A42 0.00 0.00 0.00 32 18 24 LIC Lm " A42 0.00 0.00 0.00 33 20 24 BEAM3 Lc A42 0.00 0.00 0.00 34 24 21 BEAM2 L h A42 0.00 0.00 0.00 35 21 25 BEAM1 L d A42 0.00 0.00 0.00 36 22 21 LC1 Lu A42 0.00 0.00 0.00 37 24 25 LIC Lm A42 0.00 0.00 0.00 38 25 22 01-1 LJ A42 0.00 0.00 0.00 39 25 26 uC Lm A42 0.00 0.00 0.00 40 18 20 Web L a A42 0.00 0.00 0.00 41 21 20 LC1 L u A42 0.00 0.00 0.00 42 4 27 uC L m A42 0.00 0.00 0.00 43 4 7 BEAM6 L b A42 0.00 0.00 0.00 44 27 7 Web L a A42 0.00 0.00 0.00 45 7 19 BEAMS L b A42 0.00 0.00 0.00 46 27 19 LIC L m A42 0.00 0.00 0.00 47 28 29 OL L h A42 0.00 0.00 0.00 48 30 28 COLS L b A42 0.00 0.00 0.00 49 30 31 IL L m A42 0.00 0.00 0.00 50 32 33 OL L h A42 0.00 0.00 0.00 51 33 34 COL2 L c A42 0.00 0.00 0.00 52 35 34 IL L m A42 0.00 0.00 0.00 53 33 36 OL L h A42 0.00 0.00 0.00 54 35 33 COLI L c A42 0.00 0.00 0.00 55 36 48 Leg Base L u A42 0.00 0.00 0.00 56 37 32 OL L h A42 0.00 0.00 0.00 57 34 37 COLS L b A42 0.00 0.00 0.00 58 34 30 1 L L m A42 0.00 0.00 0.00 59 34 32 Web L a A42 0.00 0.00 0.00 60 30 29 Web La A42 0.00 0.00 0.00 61 37 30 COLO L a A42 0.00 0.00 0.00 62 29 '37 OL L A42 0.00 0.00 0.00 63 38 39 BEAM5 L b A42 0.00 0.00 0.00 64 40 38 LC L h A42 0.00 0.00 0.00 65 41 39 LIC L m A42 0.00 0.00 0.00 66 1 41 uC L m A42 0.00 0.00 0.00 67 1 38 BEAM6 L b A42 0.00 0.00 0.00 68 38 3 LC L h A42 0.00 0.00 0.00 69 1 3 BEAM7 Lb A42 0.00 0.00 0.00 70 41 38 Web La A42 0.00 0.00 0.00 Page F5 °71 43 42 72 31 43 73 31 44 74 42 28 75 28 31 76 31 42 77 46 45 78 44 40 79 40 45 80 46 40 81 39 40 82 39 46 83 45 6 84 45 44 85 43 44 : 86 44 6 '87 6 43 88 47 12 89 48 35 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Orientation of local axes OL COLT IL OL COL6 Web uC LC1 BEAM3 ' Web BEAM4 uC uC BEAM2 LC1 BEAM1 OLi Leg Base Leg Base L h L a L m L h L a L a L m L u L c L a L c Lm Lm L h L u L d LJ L u L u A42 A42 A42 A42 A42 A42 A42 A42 A42 A42 A42 A42 A42 A42 A42 A42 A42 A42 A42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Beam Rotation Axes23 NX NY NZ [Deg] 1 180.00 0 0.00 0.00 0.00 3 180.00 0 0.00 0.00 0.00 4 180.00 0 0.00 0.00 0.00 8 270.00 0 0.00 0.00 0.00 13 270.00 0 0.00 0.00 0.00 17 270.00 0 0.00 0.00 0.00 19 270.00 0 0.00 0.00 0.00 21 270.00 0 0.00 0.00 0.00 23 180.00 - 0 0.00 0.00 0.00 25 270.00 0 0.00 0.00 0.00 27 270.00 0 0.00 0.00 0.00 31 270.00 0 0.00 0.00 0.00 32 180.00 0 0.00 0.00 0.00 33 270.00 0 0.00 0.00 0.00 35 270.00 0 0.00 0.00 0.00 37 180.00 0 0.00 0.00 0.00 39 180.00 0 0.00 0.00 0.00 42 180.00 0 0.00 0.00 0.00 43 270.00 0 0.00 0.00 0.00 45 270.00 0 0.00 0.00 0.00 46 180.00 0 0.00 0.00 0.00 47 180.00 0. 0.00 0.00 0.00 48 270.00 0 0.00 0.00 0.00 50 180.00 0 0.00 0.00 0.00 53 180.00 0 0.00 0.00 0.00 54 270.00 0 0.00 0.00 0.00 56 180.00 0 0.00 0.00 0.00 57 270.00 0 0.00 0.00 0.00 59 270.00 0 0.00 0.00 0.00 60 270.00 0 0.00 0.00 0.00 62 180.00 0 0.00 0.00 0.00 63 270.00 0 0.00. 0.00 0.00 65 180.00 0 0.00 0.00 0.00 66 180.00 0 0.00 0.00 0.00 67 270.00 0 0.00 0.00 0.00 71 180.00 0 0.00 0.00 0.00 72 270.00 0 0.00 0.00 0.00 • 74 180.00 0 0.00 0.00 0.00 76 270.00 0 0.00 0.00 0.00 77 180.00 0 0.00 0.00 0.00 79 270.00 0 0.00 0.00 0.00 81 270.00 0 0.00 0.00 0.00 82 180.00 0 0.00 0.00. 0.00 83 180.00 0 0.00 0.00 0.00 86 270.00 0 0.00 0.00 0.00 Page F6 Hinges Design data Beam LB K33 Node -J CM33 CM22 Node -K L22 [in] Beam TO .M33• M22 V3 V2 M33 M22 V3 V2 TOR AXL ------------------------------------------------------------------------------------------------------------------------------------------------------------ 1 0 1 1 0 0 0 0 0 0 0 0 26 0 0 0 0 0 1 1 0 0 0 0 27 0 0. 0 0 0 1 1 0 0 0 0 28 0 1 1 0 0 0 0 0 0 0 0 68 .0 0 0 0 0 1 1 0 0 0 0 69 0 0 0 0 0 1+ 1 0 0 0 0 71 0 1 1 0 0 0 0 0 0 0 0 72 0 0 0 0 0 1 1 0 0 0 0 73 0 0 0 0 0 1 1 0 0 0 0' Design data Beam LB K33 K22 CM33 CM22 L33 L22 [in] [in] [in] 6 0.00 0.00 0.00 0.00 0.00 0.00 69.6677 7 0.00 0.00 0.00 0.00 0.00 0.00 45.4395 10 0.00 0.00 0.00 0.00 0.00 0.00 61.2122 16 0.00 '0.00 0.00 0.00 0.00 0.00 61.2122 26 0.00 0.00 0.00 0.00 0.00 0.00 45.4395 49 0.00 0.00 0.00 0.00 0.00 0.00 45.4395 52 0.00 0.00 0.00 0.00 0.00 0.00 61.2122 58 0.00 0.00 0.00 0.00 0.00 0.00 61.2122 68 0.00 0.00 0.00 0.00 0.00 0.00 69.6677 73 0.00 0.00 0.00 0.00 0.00 0.00 45.4395 0 Page F7 Page F8 RAM Advanse ' Mhicheil Engineering / 21989 NE Chinook Way #144 / Fairview, OR 97024 / 503.669.2841 File C:\....\V-Frame RAM Advanse Files\24' Wide Frames\U.B.C\2416 25 80C 14.AVW Units system English Date 7/11/2005 9:08:16 PM Load data GLOSSARY Comb : Indicates if load condition is a load combination (1= load combination. 0 = load case) Load conditions ' Condition Description Comb. Category ------------------------------------------------------------------------------------------------------------------------------------------------------- dl Dead Load 0 DL sl Snow Load 0 SNOW wlo Wind Load Out 0 WIND wli Wind Load In 0 WIND dlsl 1.Odl+1.Osl 1 dlwi .75dI+.75wli 1 dlwo .75dI+.75wlo 1 DsWo .75dI+.375sl+.75w10 1 DsWi .75dI+.375sl+.75wli 1 DSow .75dI+.75s1+.375vAo 1 DSiw .75dI+.75sl+.375wli 1 Load on nodes Condition Node FX FY FZ MX MY MZ [Lb] [Lb] [Lb] [Lb*ft] [Lb*ftl [Lb*ft] -----------------------------------------------------------10.00----_ dl ------------------ 0.00 0.00 0.00 0.00 2 0.00 -112.00 0.00 0.00 0.00 0.00 a 4 0.00 -103.25 0.00 0.00 0.00 0.00 5 0.00 -47.25 0.00 0.00 0.00 0.00 18 0.00 -95.375 0.00 0.00 0.00 0.00 19 0.00 -95.375 0.00 0.00 0.00 0.00 24 0.00 -95.375 0.00 0.00 0.00 0.00 26 _ 0.00 -47.25 0.00 0.00 0.00 0.00 27 0.00 -95.375 0.00 0.00 0.00 0.00 39 0.00 -95.375 0.00 0.00 0.00 0.00 41 0.00 -95.375 0.00 0.00 0.00 0.00 45 0.00 -95.375 0.00 0.00 0.00 0.00 46 0.00 -95.375 0.00 0.00 0.00 0.00 sl 1 0.00 -739.375 0.00 0.00 0.00 0.00 2 0.00 -799.75 0.00 0.00 0.00 0.00 4 0.00 -739.375 0.00 0.00 0.00 0.00 5 0.00 -339.50 0.00 0.00 0.00 0.00 18 0.00 -679.00 0.00 0.00. 0.00 0.00 19 0.00 -679.00 0.00 0.00 0.00 0.00 24 0.00 -679.00 0.00 0.00 0.00 0.00 26 0.00 -339.50 0.00 0.00 0.00 0.00 27 0.00 -679.00 0.00 0.00 0.00 0.00 39 0.00 -679.00 0.00 0.00 0.00 0.00 41 0.00 -679.00 0.00 0.00 0.00 0.00 45 0.00 -679.00 0.00 0.00 0.00 , 0.00 46 0.00 -679.00 0.00 0.00 0.00 0.00 wlo 1 92.34 371.64 0.00 0.00 0.00 0.00 4 -118.56 477.66 0.00 0.00 0.00 0.00 5 42.18 169.86 0.00 0.00 0.00 0.00 6 111.00 0.00 0.00 0.00 0.00 0.00 10 402.42 0.00 0.00 0.00 0.00 0.00 11 402.42 0.00 0.00 0.00 0.00 0.00 Page F8 14 402.42 0.00 0.00 0.00 0.00 0.00 15 402.42 0.00 0.00 0.00 0.00 0.00 16 201.78 0.00 0.00 0.00 0.00 0.00 17 402.42 0.06 0.00 0.00 0.00 0.00 18 -109.44 438.90 0.00 0.00 0.00 0.00 19 -109.44 438.90 0.00 0.00 0.00 0.00 23 402.42 0.00 0.00 0.00 0.00 0.00 24 -109.44 438.90 0.00 0.00 0.00 0.00 25 201.78 0.00 0.00 0.00 0.00 0.00 26 --54.72 218.88 0.00 0.00 0.00 0.00 27 -109.44 438.90 0.00 0.00 0.00 0.00 28 251.94 0.00 0.00 0.00 0.00 0.00 29 251.94 0.00 0.00 0.00 0.00 0.00 32 251.94 0.00 0.00 0.00 0.00 0.00 33 251.94 0.00 0.00 0.00 0.00 0.00 36 126.54 0.00 0.00 0.00 0.00 0.00 37 251.94 0.00 0.00 0.00 0.00 0.00 39 84.36 340.86 0.00 0.00 0.00 0.00 41 84.36 340.86 0.00 0.00 0.00 0.00 42 251.94 0.00 0.00 0.00 0.00 0.00 45 84.36 340.86 0.00 0.00 0.00 0.00 46 84.36 340.86 0.00 0.00 0.00 0.00 wli 1 92.34 371.64 0.00 0.00 0.00 0.00 4 38.76 -158.46 0.00 0.00 0.00 0.00 5 42.18 169.86 0.00 0.00 0.00 0.00 6 111.00 0.00 0.00 0.00 0.00 0.00 10 402.42 0.00 0.00 0.00 0.00 0.00 11 402.42 0.00 0.00 0.00 0.00 0.00 14 402.42 0.00 0.00 0.00 0.00 0.00 15 402.42 0.00 0.00 0.00 0.00 0.00 16 201.78 0.00 0.00 0.00 0.00 0.00 17 402.42 0.00 0.00 0.00 0.00 0.00 18 36.48 -145.92 0.00 0.00 0.00 0.00 19 36.48 -145.92 0.00 0.00 , 0.00 0.00 23 402.42 0.00 0.00 0.00 0.00 0.00 24 36.48 -145.92 0.00 0.00 0.00 0.00 25 201.78 0.00 0.00 0.00 0.00 0.00 26 18.24 -72.96 .0.00 0.00 0.00 0.00 27 36.48 -145.92 0.00 0.00 0.00 0.00 28 251.94 0.00 0.00 0.00 0.00 0.00 29 251.94 0.00 0.00 0.00 0.00 0.00 32 251.94 0.00 0.00 0.00 0.00 0.00 33 251.94 0.00 0.00 0.00 0.00 0.00 36 126.54 0.00 0.00 0.00 0.00 0.00 37 251.94 0.00 0.00 0.00 0.00 0.00 39 84.36 340.86 0.00 0.00 0.00 0.00 41 84.36 340.86 0.00 0.00 0.00 0.00 42 -251.94 0.00 0.00 0.00 0.00 0.00 45 84.36 340.86 0.00 0.00 0.00 0.00 46 84.36 340.86 0.00 0.00 0.00 0.00 Page F9 Concentrated forces on members P1 P2 d1 d2 Condition Member Dirt Valuel Distl. % wlo Wind Load Out [Lb] [in] --------------------------------------------------------------------------------------------------- wlo 1 Y 200.64 0.00 0 dlwo X 50.16 0.00 0 3 -X -63.84 0:00 0 DSiw Y 257.64 0.00 0 38 X 352.26 18.00 0 87 X 220.02 18.00 0 wli 1 Y 200.64 0.00 0 0.00 X 50.16 0.00 0 3 X 20.52 0.00 0 0.00 Y -85.50 0.00 0 38 X 352.26 18.00 0 87 X 220.02 18.00 0 Self weight multipliers for load conditions Condition Description dl Dead Load SI Snow Load wlo Wind Load Out wli Wind Load in dlsl A 1.0d1+1.0s1 diwi .75dl+.75w1i dlwo .75dl+.75wlo DsWo .75dl+.375sl+.75w10 DsWi .75d1+.375s1+.75w1i DSow .75dl+.75sl+.375wlo DSiw .75dl+.75sl+.375wii Seism Self weight multiplier Comb. MultX MultY MultZ --•------------------------ ----------------------------------- 0 0.00 -1.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 1 0.00 0.00 0.00 1 0.00 0.00 0.00 1 0.00 0.00 0.00 1 0.00 0.00 0.00 1 0.00 0.00 0.00 1 0.00 0.00 0.00 1 0.00 0.00 0.00 Seism Condition a/g Ang. Damp. [Deg] 1%] --------------------------------- dl 0.00 ------ 0.00 0.00 sl 0.00 0.00. 0.00 wlo 0.00 0.00 0.00 wli 0.00 0.00 0.00 dist 0.00 0.00 0.00 diwi 0.00 0.00 0.00 dlwo 0.00 0.00 0.00 DsWo 0.00 0.00 • 0.00 DsWi 0.00 0.00. 0.00 DSow 0.00 0.00 0.00 , DSiw 0.00 0.001 0.00 Page F10 f i RAM Advanse Mhicheil Engineering / 21989 NE Chinook Way #144 / Fairview, OR 97024 / 503.669.2841 File C:\....\V-Frame RAM Advanse Files\24' Wide Frames\U.B.C\2416 25 80C 14.AVW Units system English Date 7/11/2005 9:10:53 PM Analysis Resufts. Reactions My Y . C- • ��� Fl. hA;<. z Fz Mz Direction of positive forces and moments sum -3740.08500 -2304.76090 6.76099 0.00000 0.00000 0.00000 Page F11 Forces ILbI Moments [Lb*ftl Node FX FY FZ MX MY MZ -------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition dl=Dead Load 47 127.05404 871.17276 -1.03929 0.00000 0.00000 0.00000 48 -127.05404 871.17276 1.03929 0.00000 0.00000 0.00000 ---------------------------------------------------------------------------------------------------------------------------------------------------------------- sUM 0.00000 1742.34550 0.00000 0.00000 0.00000 0.00000 Condition sl=Snow Load 47 708.89683 4194.75000 -5.09070 0.00000 0.00000 0.00000 48 -708.89683 4194.75000 5.09069 0.00000 0.00000 0.00000 sum 0.00000 8389.50000 -0.00001 0.00000 0.00000 0.00000 Condition wlo=Wind Load Out 47 -3158.23240 -4253.88520 8.13726 0.00000 0.00000 0.00000 48 -1828.54760 -561.47476 0.87739 0.00000 0.00000 0.00000 sum -4986.78000 -4815.36000 9.01465 0.00000 0.00000 ------- 0.00000 Condition wli=Wind Load In 47 -3303.95010 -2161.97770 5.21561 0.00000 0.00000 0.00000 48 -2581.14990 956.99767 2.33981 0.00000 0.00000 0.00000 sUM -5885.10000 -1204.98000 7.55542 0.00000 0.00000 0.00000 Condition dlsl=1.0d1+1.0s1 47 835.95087 5065.92280 -6.12998 0.00000 0.00000 0.00000 48 -835.95087 5065.92280 6.12997 0.00000 0.00000 0.00000 ------- sum 0.00000 10131.84600 -0.00001 0.00000 0.00000 0.00000 Condition dlwi=.75dl+.75wli 47 -2382.67200 -968.10368 3.13225 0.00000 0.00000 0.00000 '48 -2031.15300 1371.12780 2.53432 0.00000 0.00000 0.00000 sum -4413.82500 403.02414 5.66657 0.00000 0.00000 ------- 0.00000 Condition dlwo=.75d1+.75w10 47 -2273.38370 -2537.03440 5.32348 0.00000 0.00000 0.00000 48 -1466.70130 232.27350 1.43751 0.00000 0.00000 0.00000 sum -3740.08500 -2304.76090 6.76099 0.00000 0.00000 0.00000 Page F11 Condition DsWo=.75dl+.375sl+.75wlo 47 -2007.54740 -964.00311 3.41447 0.00000 0.00000 0.00000 48 -1732.53760 1805.30470 3.34652 0.00000 0.00000 0.00000 -----------------------------------------------------------A------------------------------------------------------------------------------------------------------------ SUM -3740.08500 841.30164 6.76098 0.00000 0.00000 0.00000 Condition DsWi=.75dl+.375sl+.75wil Plane 1-2 Plane 1-3 47 -2116.83570 604.92757 1.22324 0.00000 0.00000 0.00000 48 -2296.98930 2944.15910 4.44333 0.00000 0.00000 0.00000 ----------------- SUM =-------------------------------------------------------------------- -4413.82500 3549.08660 ----------------- 5.66656 ------ --------------------------------------------- 0.00000 0.00000 ----------- 0.00000 Condition DSow=.75dl+.75sl+.375wlo MEMBER 38 47 -557.37398 2204.23510 -1.54602 0.00000 0.00000 0.00000 48 -1312.66850 3588.88900 4.92650 0.00000 0.00000 0.00000 ------ ------------------------------------------------------------------------------------------------------------------------------------------------------------ sum -1870.04250 5793.12410 3.38049 0.00000 0.00000 0.00000 Condition DSiw=.75dl+.75sl+.375wli -5.209 -5.751 -0.019 MEMBER 47 -612.01813 2988.70040 -2.64163 0.00000 0.00000 0.00000 48 -1594.89440 4158.31620 5.47491 0.00000 0.00000 0.00000 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------- SUM -2206.91250 7147.01660 2.83328 1 0.00000 0.00000 0.00000 Points of interest in members J K DistJ s Considered points CONDITION: dl=Dead Load Plane 1-2 Plane 1-3 Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion Station [in] [Lb] [Lb] [Lb*ft] [Lb] [Lb*ft] [Lb*ft] MEMBER 38 - - -- -------------------------------------- 0% 0.000 207.052 -13.191 -13.464 -5.209 4.987 -0.019 100% 24.739 198.774 -13.191 13.730 -5.209 -5.751 -0.019 MEMBER 87 0% 0.000 207.060 13.189 13.463 5.208 -4.986 -0.019 100% 24.739 198.782 13.189 -13.726 5.208 5.750 -0.019 MEMBER 27 0% 0.000 44.983 0.630 0.280 -0.619 0.256 0.002 60% 16.676 45.667 0.019 -0.171 -0.009 -0.180 0.002 100% 27.794 46.123 -0.388 0.000 0.398 0.000 0.002 MEMBER 72 0% 0.000 44.983 0.630 0.280 -0.619 0.256 0.002 60% 16.676 45.667 0.019 -0.171 -0.009 -0.180 0.002 100% 27.794 46.123 -0.388 0.000 0.398 0.000 0.002 MEMBER 26 0% 0.000 -989.549 -2.130 -3.678 -1.415 2.284 0.012 100% 23.370 -982.404 -1.647 0.000 -0.931 0.000 0.012 MEMBER 73 0% 0.000 -989.549 -2.130 -3.678 -1.415 2.284 0.012 100% 23.370 -982.404 -1.647 0.000 -0.931 0.000 0.012 MEMBER 68 0% 0.000 709.712 -4.829 1.463 -2.718 1.494 -0.003 45% 20.818 710.996 -0.141 5.775 -0.621 -1.402 -0.003 60% 27.758 711.424 1.421 5.405 0.078 -1.558 -0.003 100% 46.263 712.565 5.588 0.000 1.943 0.000 -0.003 MEMBER 69 0% - 0.000 64.658 -1.721 -0.766 -1.688 0.675 0.000 60% 19.641 63.064 0.007 ` 0.637 0.041 -0.673 0.000 100% 32.736 62.001 1.160 0.000 1.193 0.000 0.000 Page F12 MEMBER 1 0% 0.000 -894.893 5.878 0.000 3.337 0.000 -0.010 55% 15.544 -896.051 2.603 -5.493 0.062 2.202 -0.010 100% --------------------------------------------------------------------------------------------------------------------------------------------------------- 28.263 -896.998 -0.076 -6.832 -2.617 0.847 -0.010 CONDITION : sl=Snow Load I Plane 1-2 Plane 1-3 Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion Station [in] [Lb] [Lb] [Lb*ft] [Lb] [Lb*ft] [Lb*ft] ------------------------------------------------------------------------------------------------------------------------------------------------------ MEMBER 38 0% 0.000 1163.722' -87.475 -91.665 -35.163 35.240 -0.093 .100% 24.739 1163.722 -87.475 88.669 -35.163 -37.251 -0.093 MEMBER 87 0% 0.000 1163.876 87.447 91.657 35.148 -35.227 -0.094 100% 24.739 1163.876 87.447 -88.620 35.148 37.232 -0.094 MEMBER 27 0% 0.000 240.548 0.000 0.000 0.075 -0.175 0.010 100% 27.794 240.548 0.000 0.000 0.075 0.000 0.010 MEMBER 72 0% 0.000 240.548 0.000 0.000 0.076 -0.175 0.010 100% 27.794 240.548 0.000 0.000 0.076 0.000 0.010 MEMBER 26 ' 0% 0.000 -5615.650 -9.445 -18.394 -5.063 9.860 0.061 100% 23.370 -5615.650 -9.445 0.000 -5.063 0.000 0.061 ,MEMBER 73 1 0% 0.000 -5615.650 -9.445 -18.394 -5.063 9.860 0.060 100% 23.370 -5615.650 -9.445 0.000 -5.063 0.000 0.060 MEMBER 68 0% 0.000 4165.516 9.422 _ 36.325 0.876 -3.375 -0.010 100% 46.263 4165.516 9.422 0.000 0.876 0.000 -0.010 MEMBER 69 0% 0.000 331.001 0.085 0.231 0.603 -1.644 0.002 100% 32.736 331.001 0.085 0.000 0.603 0.000 0.002 MEMBER 1 0% 0.000 -5175.691 19.410 0.000 5.169 0.000 -0.059 100%. 28.263 -5175.691 19.410 -45.716 5.169 12.174 -0.059 CONDITION: wlo=Wind Load Out • Plane 1-2 Plane 1-3 Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion Station [in] [Lb] [Lb] [Lb*ft] [Lb] [Lb*ft] [Lb*ft] MEMBER 38 ------------------- - ------------------------------------------- 0% 0.000 -7951.611 344.699 301.715 135.050 -102.660 0.249 75% 18.554 -7951.611 22.645 -216.379 -7.670 99.561 0.249 100% 24.739 -7951.611 22.645 -228.050 -7.670 95.608 0.249 MEMBER 87 ' 0% 0.000 6683.133 219.129 183.397 83.797 -56.630 -0.175 75% = 18.554 6683.133 17.976 -146.127 -5.345 68.819 -0.175 100% 24.739 6683.133 17.976 -155.391 -5.345 66.064 -0.175 MEMBER 27 0% 0.000 765.318 0.407 0.942 r -0.056 0.129 -0.033 100% 27.794 765.318 0.407 0.000 -0.056 0.000 -0.033 MEMBER 72 , 0% 0.000 -457.007 -0.395 -0.915 0.046 -0.105 0.023 100% 27.794 -457.007 -0.395 0.000 0.046 0.000 0.023 MEMBER 26 0% 0.000' 13152.865 44.191 86.064 19.895 -38.746 -0.040 100% :. 23.370 13152.865 44.191 0.000 19.895 0.000 -0.040 MEMBER 73 0% 0.000 -6651.707. -29.295 -57.054 -13.133 25.577 0.003 100% 23.370 -6651.707 -29.295 0.000 -13.133 0.000 0.003 MEMBER 68 0% 0.000 -4543.913 -11.884 -45.814 -1.687 6.505 0.038 100% 46.263 -4543.913 -11.884 0.000 -1.687 0.000 0.038 MEMBER 69 0% 0.000 1944.575 1.638 4.470 -0.625 1.704 0.034 100% 32.736 ` 1944.575 1.638 0.000 -0.625 0.000 0.034 MEMBER 1 0% ' 0.000 3489.421 -15.634 0.000 -5.898 0.000 0.091 100% 28.263 3489.421 -15.634 36.821 -5.898 -13.891 0.091 Page F13 CONDITION: wli=Wind Load In Page F14 Plane 1-2 Plane 1-3 Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion Station [in] [Lb] 01 [Lb -ft) [Lb] [Lb -ft) [Lb -ft) ----------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 38 0% 0.000 -10642.945 382.453 326.672 147.301 -104.756 0.312 100% 24.739 -10642.945 60.400 -280.925 4.581 118.767 0.312 MEMBER 87 ° 0% 0.000 10356.993 333.743 289.953 127.044 -90.291 -0.319 100% 24.739 10356.993 132.590 -285.119 37.902 121.559 -0.319 MEMBER 27 0% 0.000 624.270 0.584 1.353 -0.104 0.242 -0.040 100% 27.794 624.270 0.584 0.000 -0.104 0.000 -0.040 MEMBER 72 0% 0.000 -110.626 -0.571 -1.322 0.159 -0.368 0.038 100% 27.794 -110.626 -0.571 0.000 0.159 0.000 0.038 MEMBER 26 0% 0.000 13798.997 50.691 98.723 23.134 -45.055 -0.043 100% 23.370 13798.997 50.691 0.000 23.134 0.000 -0.043 MEMBER 73 0% 0.000 -12108.695 -43.850 -85.400 -20.691 40.297 0.057 100% 23.370 -12108.695 -43.850 0.000 -20.691 0.000 0.057 MEMBER 68 0% 0.000 -4477.279 -12.701 -48.964 -2.273 8.761 0.070 100% 46.263 -4477.279 -12.701 0.000 -2.273 0.000 0.070 MEMBER 69 0% 0.000 3709.637 • 3.048 8.315 -0.625 1.705 0.066 100% 32.736 3709.637 3.048 0.000 -0.625 0.000 0.066 MEMBER 1 0'/0 0.000 1123.276 -10.372 0.000 -5.851 0.000 0.113 100% 28.263 - 1123.276 -10.372 24.428 -5.851 -13.780 0.113 CONDITION : disl=1.Odl+l.Osl Plane 1-2 Plane 1-3 Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion Station [in] [Lb] [Lb] [Lb"ft] [Lb] [Lb"ftl [Lb;ft] MEMBER 38 0% 0.000 1370.774 -100.666 -105.129 -40.372 40.227 -0.112 100% 24.739 1362.496 -100.666 102.399 -40.372 -43.002 -0.112 MEMBER 87 0% 0.000 1370.936 100.636 105.121 40.355 -40.213 -0.112 100% 24.739 1362.658 100.636 -102.346 40.355 42.981 -0.112 MEMBER 27 , 0% 0.000 285.532 0.630 0.280 -0.544 0.081 0.012 55% 15.287 286.159 0.070 -0.166 0.016 -0.255 0.012 60% 16.676 286.216 0.019 -0.171 0.067 -0.250 0.012 100% 27.794 286.672 -0.388 0.000 0.474 0.000 0.012 MEMBER 72 0% 0.000 285.532 0.630 0.280 -0.544 0.081 0.012 55% 15.287 286.159 0.070 -0.166 0.016 -0.255 0.012 60% 16.676 286.216 0.019 -0.171 0.067 -0.250 0.012 100% 27.794 286.672 -0.388 0.000 0.474 0.000 0.012 MEMBER 26 .0% 0.000 -6605.199 -11.575 -22.072 -6.478 12.144 0.072 100% 23.370 -6598.054 -11.092 0.000 -5.994 0.000 0.072 MEMBER 73 0% 0.000 -6605.199 -11.575 -22.072 -6.478 12.145 0.072 100% 23.370 -6598.054 -11.092 0.000 -5.994 0.000 0.072 MEMBER 68 0% 0.000 4875.228 4.593 37.789 -1.842 -1.881 -0.013 40% 18.505 4876.369 8.760 27.492 0.022 -3.285 -0.013 100% 46.263 4878.081 15.011 0.000 2.818 0.000 -0.013 MEMBER 69 0% 0.000 395.659 -1.637 -0.535 -1.085 -0.970 0.001 40% 13.094 394.596 -0.484 0.622 0.067 -1.525 0.001 55% 18.005 394.198 -0.052 0.732 0.499 -1.409 0.001 100% 32.736 393.002 1.244 0.000 1.796 0.000 0.001 MEMBER 1 0% 0.000 -6070.584 25.288 0.000 8.506 0.000 -0.069 100% 28.263 -6072.689 19.334 -52.548 2.552 13.022 -0.069 Page F14 MAX. INTERACTION RATIO IN DESCRIPTION: BEAM4 ' OCCURS AT MEMBER 81 SECTION Lc OCCURS FOR CONDITION dlsl=l.Odl+l.Osl DESIGN STATUS • OK , - --------------------------------------------------= B.RATIO Eqn -------------------------------- STAT.B [in] ----- ------------------------------------------------------- Axial [Lb] M33 [Lb-Ift] M22 [Lb*ft] 0.40 6-1 a #33.59 -3765.32 -38.66 -11.79 S.RATIO Eqn y STAT.V [in] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.01 F2 --------------------------------------------------------------------------=---------=---------7-------------------------------------------------- 0.00 20.51 -7.99 0.00 MAX. INTERACTION RATIO IN DESCRIPTION: BEAM5 OCCURS AT MEMBER 45 SECTION : 'Lb• ' OCCURS FOR CONDITION dlwi=.75dI+.75w1i DESIGN STATUS ': OK --------------------------------------------------------------------------------------------------------------------- B.RATIO Eqn STAT.B [in] Axial [Lb] M33 [Lb*ft] M22 [Lb-ft] 0.29 6-1a' 0.00 -2445.82 -6.25 -2.84 S.RATIO Eqn ' STAT.V [in] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.00 F2 ----------------------------------- ---------------------------- 33.94 -5.08 2.37 -0.02 MAX. INTERACTION RATIO IN DESCRIPTION: BEAM6 OCCURS AT MEMBER 67 SECTION Lb OCCURS FOR CONDITION DsWi=.75dI+.375sl+.75wii DESIGN STATUS OK --------------------------------------------------- B.RATIO Eqn - -- _ STAT.B [n] -_- _-- Axial [Lb] -- - - - M33 [Lb*ft] - M22 [Lb*ft] 0.37 6-1 a 0.00 -3145.17 8.91 1.38 S.RATIO Eqn STAT.V [in] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.00 F2 .0.00 5.86 -1.36 0.00 MAX. INTERACTION RATIO IN DESCRIPTION: BEAM7 OCCURS AT MEMBER 5 SECTION Lb OCCURS FOR CONDITION dlwi=.75dI+.75w1i DESIGN STATUS OK ----- ------- ----------------- -------------- B.RATIO Eqn ---- -------------------------- STAT.B [in] ------ Axial [Lb] ------------- M33 [Lb*ft] M22 [Lb*ft] 0.32 6-1a 0.00 -2853.10 -9.31 -0.97 S.RATIO Eqn STAT.V [n] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.00 F2 0.00 -5.02 0.28 -0.04 MAX. INTERACTION RATIO IN DESCRIPTION: C01-1 OCCURS AT MEMBER 13 SECTION Lc OCCURS FOR CONDITION dlwi=.75dI+.75wli DESIGN STATUS OK -------------------------- -- ------ B.RATIO Eqn ----- -- STAT.B [in] ------_ Axial [Lb] _ - - M33 [Lb*ft] M22 [Lb*ft] 0.49 6-1 a 0.00 -4492.37 -52.50 -27.13 S.RATIO Eqn STAT.V [in] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.02 F2' 25.30 -54.64 16.99 0.23 } Page F2O MAX. INTERACTION RATIO IN DESCRIPTION: COL2 29 OCCURS AT MEMBER 51 L a SECTION Lc DsWo=.75dl+.375sl+.75Wo OCCURS FOR CONDITION DsWi=.75dl+.375sl+.75wli OK DESIGN STATUS OK STAT.B [in] -- ~-Axial [Lb] - M33 (Lb*ft]--- M22 [Lb*ft] ------------------------------------------------- B.RATIO Eqn ------------- ----------------------- STAT.B [n] ------------------------------- Axial [Lb] ------------ M33 [Lb*ft] ------- ------ M22 [Lb -ft] 0.34 6-1 a ' 0.00 -3029.07 -57.88 15.56 S.RATIO Eqn STAT.V [in] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.01 F2 ------------------------------------------------------------------------------------------------------------------------------------------------ 0.00 -27.75 -11.32 -0.06 MAX. INTERACTION RATIO IN DESCRIPTION: COL3 OCCURS AT MEMBER 17 SECTION Lb OCCURS FOR CONDITION dlwi=.75dl+.75w1i DESIGN STATUS OK B.RATIO Eqn STAT.B [in] Axial [Lb] M33 [Lb*ft] M22 [Lb*ft] 0.14 0.00 -1650.13 22.34 10.66 "S.RATIO Eqn STAT.V [in] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.01 F2 0.00 10.35 -5.57 -0.12 MAX. INTERACTION RATIO IN DESCRIPTION: C01-4 OCCURS AT MEMBER 61 SECTION La OCCURS FOR CONDITION DsWi=.75dl+.375sl+.75wli DESIGN STATUS OK B.RATIO Eqn STAT.B [in] Axial [Lb] M33 [Lb*ft] M22 [Lb*ft] 0.48,. 6-1a 29.52 -1066.43 -3.22 0.57 S.RATIO Eqn STAT.V [in] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.00 F2 ------------=-- =---------------------------=------------------------------------------------------------------------------------------------- 29.52 0.83 0.18 0.00 MAX. INTERACTION RATIO IN DESCRIPTION: COLS OCCURS AT MEMBER 48 SECTION Lb OCCURS FOR CONDITION DsWi=.75dl+.375sl+.75w1i DESIGN STATUS OK ____ B.RATIO Eqn _ -___ --- STAT.B [in] ----------- Axial [Lb] ------------------ M33 [Lb*ft] -- - M22 (Lb*ft] 0.03 6-1 b 18.45 613.82 -7.18 -3.03 S.RATIO Eqn STAT.V [in] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.00 F2 0.00 0.95 -0.78 0.04 MAX. INTERACTION RATIO IN DESCRIPTION: C01-6 OCCURS AT MEMBER 29 SECTION L a OCCURS FOR CONDITION DsWo=.75dl+.375sl+.75Wo DESIGN STATUS OK B.RATIO. Eqn --- STAT.B [in] -- ~-Axial [Lb] - M33 (Lb*ft]--- M22 [Lb*ft] 0.32 6-1a 0.00 -596.81 2.19 0.34 S.RATIO Eqn STAT.V [in] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.00 F2 32.41 1.01 0.06 0.01 Page F21 MAX. INTERACTION RATIO IN DESCRIPTION: COL7 ' OCCURS AT MEMBER 72 SECTION La OCCURS FOR CONDITION dlwo=.75d1+.75w10 DESIGN STATUS OK ------------------------------------------------------------------------------------------------------------------------------------------------- B.RATIO Eqn STAT.B [in] Axial [Lb] M33 [Lb*ft] M22 [Lb-ft] 0.12 0.00 -309.02 -0.48 0.11 S.RATIO Eqn STAT.V [in] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.00 F2 ----------------------------------------------------------------------------------------------------------------------------------------------------- 27.79 -0.59 0.33 0.02 MAX. INTERACTION RATIO IN DESCRIPTION: IL ` OCCURS AT MEMBER 58 SECTION Lm OCCURS FOR CONDITION DsWi=.75d1+.375s1+.75w1i DESIGN STATUS OK ------------------------------------------------------ B.RATIO Eqn ----------------------------- STAT.B [in] --------------------------------------------------------------- Axial [Lb] M33 [Lb-ft] M22 [Lb*ft] 0.56 6-1 a 0.00 -10413.20 -129.06 47.26 S.RATIO Eqn STAT.V [in] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.00 F2 0.00 -0.58 -6.41 0.13 MAX. INTERACTION RATIO IN DESCRIPTION: LC OCCURS AT MEMBER 64 SECTION L h OCCURS FOR CONDITION dlW=.75dl+.75Wi DESIGN STATUS OK -------------------------------------- ------- B.RATIO Eqn ------ ---- ---- ---------- --- STAT.B [in] -------- Axial [Lb] M33 [Lb-ft] M22 [Lb*ft] 0.45 6-1 a 0.00 -6400.53 -51.11 3.41 S.RATIO Eqn STAT.V [in] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.004 F2 --------------------------------------------- 0.00 ----- ------- ------ ----------------------------------- -11.39 -1.20 -------------- ---- ------ -0.02 ---------------- MAX. INTERACTION RATIO IN DESCRIPTION: LC1 OCCURS AT MEMBER 78 SECTION Lu OCCURS FOR CONDITION DsWi=.75dl+.375sl+.75wfi DESIGN STATUS OK B.RATIO - Eqn STAT.B [in] Axial [Lb] M33 [Lb*ft] M22 [Lb*ft] 0.23 6-1 b 0.00 -9972.16 -1116.26 133.62 S.RATIO Eqn STAT.V [in] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.03 F2 0.00 -565.33 -70.56 0.93 MAX. INTERACTION RATIO IN DESCRIPTION: Leg Base OCCURS AT MEMBER 89 SECTION Lu OCCURS FOR CONDITION dlsl=l.Odl+l.Osf DESIGN STATUS OK B.RATIO Eqn STAT.B [in] Axial [Lb] M33 [Lb-ft] M22 [Lb*ft] 0.21 6-1 b 0.00 -765.78 -717.08 398.94 S.RATIO . Eqn STAT.V [in] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.19 F2 0.00 -2467.29 -1355.13 1.62 Page F22 MAX. INTERACTION RATIO IN DESCRIPTION: OL 2 OCCURS AT MEMBER 22 ' Lu SECTION L h ' dIs1=1.Odl+1.0sl OCCURS FOR CONDITION diwi=.75dl+.75wli OK DESIGN STATUS OK ---------- -----------__--- STAT.B [in] Axial [Lb] - - ---_ M33 [Lb -ft] --------------------------------------------------------------- B.RATIO Eqn =--------------------------------------------------- STAT.B [in] Axial [Lb] -------------------------------- M33 [Lb -ft] M22 [Lb*ft] 0.47 6-1 a 00.00 -8993.42 -129.74 10.37 S.RATIO Eqn STAT.V [in] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.01 F2 ----------------------------------- --------------------------- 0.00 ------------------------------------------------------------------------------------- -34.87 -3.00 -0.07 MAX. INTERACTION RATIO IN DESCRIPTION: 01-1 37, OCCURS AT MEMBER 38 Lm SECTION LJ diwi=.75d1+.75w1i OCCURS FOR CONDITION dlwi=.75dl+.75wii OK DESIGN STATUS OK STAT.B [in] - -- Axial [Lb] M33 [Lb -ft] ---------------------------------------------------- B.RATIO Eqn ------- ----------- --------------- STAT.B [in] ------------------------- Axial [Lb] M33 [Lb -ft] M22 [Lb -ft] 0.36. 6-1 a 24.74 -7833.13 -200.40 84.76 S.RATIO Eqn STAT.V [in] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.04 F2 0.00 276.95 106.57 0.22 MAX. INTERACTION RATIO IN DESCRIPTION: Peak OCCURS AT MEMBER 2 SECTION Lu OCCURS FOR CONDITION dIs1=1.Odl+1.0sl DESIGN STATUS OK --------------------------------- --------------- B.RATIO Eqn ---------- -----------__--- STAT.B [in] Axial [Lb] - - ---_ M33 [Lb -ft] M22 [Lb*ft] 0.02 24.74 1990.23 -15.33 8.87 S.RATIO Eqn STAT.V [in] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.00 F2 0.00 23.59 11.93 1.34 MAX. INTERACTION RATIO IN DESCRIPTION: UC OCCURS AT MEMBER 37, SECTION Lm OCCURS FOR CONDITION diwi=.75d1+.75w1i DESIGN STATUS OK ---------------------------------- B.RATIO Eqn STAT.B [in] - -- Axial [Lb] M33 [Lb -ft] M22 [Lb -ft] 0.45 6-1 a 0.00 -7781.48 -290.42 153.78 S.RATIO Eqn STAT.V [in] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.06 F2 18.75 -304.76 -213.05 0.33 MAX. INTERACTION RATIO IN DESCRIPTION: Web OCCURS AT MEMBER 70 SECTION La OCCURS FOR CONDITION dlsl=1.0d1+1.0s1 DESIGN STATUS OK B.RATIO Eqn STAT.B [in] Axial [Lb] - ----- M33 [Lb -ft] ---- ------------- M22 [Lb -ft] 0.19 - 24.00 -679.70 -2.10 0.97 S.RATIO Eqn STAT.V [in] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.00 F2 24.00 2.07 1.35 0.00 L1 Page F23 I i RAM Advanse Mhicheil Engineering / 21989 NE Chinook Way #144 / Fairview, OR 97024 / 503.669.2841 File C:\....\V-Frame RAM Advanse Files\24' Wide Frames\U.B.C\2416 25 80C 14.AVW Units system English Date 7/11/2005 9:17:55 PM Steel Code Check AISC design Design code L R F D Note.- Plane 1-2: Design for bending moment about axis 3 and shear force parallel to axis 2 Plane 1-3: Design for bending moment about axis 2 and shear force parallel to axis 3 Load conditions included in the design: dlsl=l.Odl+l.Osl dlwi=.75dl+.75w1i dlwo=.75d1+.75wlo Ds W o=.75d l+.375s l+.75 W O. DsW i=.75dl+.375sl+.75w1i DSow=.75dl+.75sl+.375vAo DSiw=.75dl+.75sl+.375vA i MEMBER 26 DESCRIPTION: IL` Section : L m Material : A42 Floors : 0 - 0 Fy : 42670.25 [LbAn2] Plane 1-2 Plane 1-3 DESIGN PARAMETERS ` Pu [Lb] L [in] 23.37 45.44 Lb pos [in] 23.37 -- Lb neg [in] 23.37 • -- K 1.00 1.00 Lateral bracing No No CONTROLLING FORCES - SHEAR Load condition : dlwi=.75d1+.75wII Distance [in] 23.37 (100%) Shear . [Lb] 36.78 16.65 Torsion [Lb*ft] -0.02 -- CALCULATED PARAMETERS Vu [Lb] 36.78 16.65 0.90*Vn [Lb] 8887.71 8915.43 Tu [Lb*ft] -0.02 -- 0.9*Tn [Lb*ft] 145.32 fun [Lb/in2] 8820.02 fuv [Lb/in2] 142.56 SHEAR CHECK Vu/0.90*Vn 0.00 0.00 Tu/0.9*Tn 0.00 -- CONTROLLING FORCES -BENDING Load condition : dlwl=.75d1+.75wII Distance [in] 0.00 (0%) Moments [Lb*ft] 71.28 -32.08 Axial force [Lb] 9607.09 -- CALCULATED PARAMETERS ` Pu [Lb] 9607.09 -- Mu [Lb*ft] 71.28 -32.08 0.90*Pn [Lb] 41853.52 -- 0.90*Mn [Lb*ft] 3292.45 1473.67 Page F24 DESIGN PARAMETERS KUR 19.69 76.44 Lambda c 0.24 0.92 Cb 1.50 1.50 Curvature Single Single --------------------------------------------------------------------------------------------- INTERACTION EQUATION No No Pu/0.90*Pn = 0.23 Controlling equation : 6-1 a = 10.27 status : OK (100%) MEMBER 7 DESCRIPTION: IL ------------------------------------------------------- Section : L m Material :A42 Floors :0-0 Fy : 42670.25 [Lb/in2] Plane 1-2 Plane 1-3 DESIGN PARAMETERS L [in] 48.22 45.44 Lb pos [in] 48.22 -- Lb neg [in] 48.22 -- K 1.00 1.00 Lateral bracing No No ------------------------------------------------------------------------------------------- CONTROLLING FORCES - SHEAR Load condition : dlwi=.75d1+.75wIl Distance [in] 48.22 (100%) Shear (Lb] 15.81 -3.19 Torsion [Lb*ft] -0.01 ' ----------------------------------------------------------------------------------------- CALCULATED PARAMETERS Vu [Lb] • 15.81 -3.19 0.90*Vn [Lb] 8887.71 8915.43 Tu [Lb*ft] -0.01 -- 0.9*Tn [Lb*ft] 145.32 fun [Lbfin2] 10358.02 fuv [Lb/iin2] 50.31 SHEAR CHECK Vu/0.90*Vn 0.00 0.00 Tu/0.9*Tn 0.00 -- CONTROLLING FORCES - BENDING Load condition : dlwi=.75d1+.75wII Distance [in] 0.00 (0%) Moments [Lb*ft] 131.67 -16.76 Axial force [Lb] 10192.59 - ------------------------------------------------------------------------------------------ CALCULATED PARAMETERS Pu [Lb] 10192.59 -- Mu [Lb*tt] 131.67 -16.76 0.90*Pn [Lb] 41853.52 0.90*Mn [Lb*ft] 2974.29 1374.69 DESIGN PARAMETERS KUR 40.62 76.44 Lambda c 0.49 0.92 Cb 1.23 1.21 Curvature Single Single INTERACTION EQUATION Pu/0.90*Pn = 0.24 Controlling equation : 6-1a = 0.29 status : OK Page F25 w MEMBER 10 DESCRIPTION: IL -------------------------------------------------------------------------- Section : L m Material : A42 Floors : 0 - 0 Fy : 42670.25 [Lb/in2] 7 Plane 1-3 61.21 1.00 No (0%) -40.82 -40.82 8915.43 0.00 -42.31 1453.90 102.97 1.24 1.50 Double Plane 1-2 Plane 1-3 DESIGN PARAMETERS Plane 1-2 ' --------------------------------------------------------------------------- DESIGN PARAMETERS 48.22 61.21 L [in] 48.22 Lb pos [in] 48.22 , • Lb neg [in] .48.22 K 1.00 Lateral bracing =--------------------------------------------------------------------------- No CONTROLLING FORCES - SHEAR Load condition : dlwi=.75d1+.75wI1 j Distance [in] 0.00 Shear [Lb] -64.72 Torsion [Lb*ft] 0.82 --------------------------------------------------------------------------- CALCULATED PARAMETERS Vu [Lb] -64.72 0.90*Vn [Lb] 8887.71 Tu [Lb*ft] 0.82 0.9*Tn [Lb*ft] 145.32 fun [Lb/iin2] 9128.50 fuv [Lb/in2] 418.09 SHEAR CHECK , Vu/0.90*Vn 0.01 Tu/0.9*Tn 0.01 -------------------- CONTROLLING FORCES - BENDING Load condition : dlsl=l.Odl+l.Osl Distance [in] 0.00 Moments [Lb*ft] 58.69 Axial force [Lb] -3816.70 ---------- CALCULATED PARAMETERS Pu [Lb] -3816.70 Mu [Lb*tt] 58.69 0.90*Pn [Lb] 21026.43 0.90*Mn [Lb*ft] 3113.93 DESIGN PARAMETERS KUR 40.62 Lambda c 0.49 Cb 1.50 Curvature • Double INTERACTION EQUATION Pu/0.90*Pn = 0.18 Controlling equation =0.18 status : OK --------------------------------------- - -- MEMBER 16 DESCRIPTION: IL Section : L m Material : A42 Floors :0-0 Fy : 42670.25 [LbAn2] 7 Plane 1-3 61.21 1.00 No (0%) -40.82 -40.82 8915.43 0.00 -42.31 1453.90 102.97 1.24 1.50 Double Plane 1-2 Plane 1-3 DESIGN PARAMETERS L [in] 48.22 61.21 Lb pos [in] 48.22 - Lb neg [in] '; 48.22 K 1.00 1.00 Lateral bracing No No Page F26 ` CONTROLLING FORCES - SHEAR 48.22 45.44 , Load condition : dlwi=.75d1+.75w1i 48.22 -- ' Distance [in] 48.22 (100°/x) Shear [Lb] 1.74 7.88 Torsion [Lb*ft] -0.19 No ----------------------------------------------------------------------------------------- CALCULATED PARAMETERS Vu [Lb] 1.74 7.88 0.90*Vn [Lb] 8687.71 ' 8915.43 �• Tu[Lb*ft] -0.19 -- ` 0.9*Tn [Lb*ft] 145.32 - fun [Lb/in2] 10146.18 Vu [Lb] fuv [Lb/in2] 58.88 .0.90*Vn [Lb] - --------------------------------------------------------------------------------------------- SHEAR CHECK 8915.43 Tu [Lb*ft] Vu/0.90*Vn 0.00 0.00 Tu/0.9*Tn 0.00 -- CONTROLLING FORCES - BENDING - fuv ` [Lb/in2] • Load condition : diwi=.75dl+.75wli - Distance [in] 0.00 (0%) Moments [Lb*ft] 136.50 -51.52 Axial force [Lb] 9499.59 -- --------------------------------------------------------------------------------------- CALCULATED PARAMETERS Pu [Lb] 9499.59 -- Mu [Lb*ft] 136.50 -51.52 0.90*Pn [Lb] 41853.52 -- 0.90*Mn [Lb*ft] 2825.66 1400.46 --------------------------------------------------------------------------------- DESIGN PARAMETERS -- KUR 40.62 102.97 - Lambda c 0.49 1.24 Cb 1.01 1.30 Curvature Single Single INTERACTION EQUATION Pu/0.90*Pn = 0.23 Controlling equation : 6-1a = 0.30 status : OK MEMBER 49 DESCRIPTION: IL Section : L m ~� Material :A42 Floors :0-0 Fy : 42670.25 [Lb/in2] Plane 1-2 Plane 1-3 DESIGN PARAMETERS L [in] 48.22 45.44 , Lb pos [in] 48.22 -- Lb neg [in] 48.22 -- K 1.00 1.00 Lateral bracing No No CONTROLLING FORCES - SHEAR Load condition : DsWl=.75d1+.375s1+.75wII Distance [in] 0.00 (0%) Shear [Lb] -14.21 3.97 Torsion [Lb*ft] 0.00 - CALCULATED PARAMETERS Vu [Lb] -14.21 3.97 .0.90*Vn [Lb] - 8887.71 8915.43 Tu [Lb*ft] 0.00 -- 0.9*Tn [Lb*ft] 145.32 -- fun [Lb/in2] 12302.08 - fuv ` [Lb/in2] . 47.51 - Page F27 SHEAR CHECK 48.22 61.21 Vu/0.90*Vn 0.00 0.00 Tu/0.9*Tn 0.00 ---------------------------------- - ----------------------------------------------------------- CONTROLLING FORCES - BENDING 1.00 Load condition : DsWi=.75dl+.375sl+.75wli Lateral bracing Distance [in] 0.00 (0%) Moments [Lb*ft] -128.00 17.36 Axial force (Lb] -1 V' 72.96 - --------------------------------------------------------------------------------------------- CALCULATED PARAMETERS Shear [Lb] 65.47 Pu [Lb] -11772.96 -- Mu [Lb*ft] -128.00 17.36 0.90*Pn [Lb] 25708.10 -- 0.90*Mn [Lb*ft] 2964.49 1601.32 --------------------------------------------------------- DESIGN PARAMETERS -------------------------------- -0.89 KUR 40.62 76.44 Lambda c 0.49 0.92 ' Cb 1.21 1.26 Curvature Single Single ---------------------------------------- --------------------------------------------------- INTERACTION EQUATION Vu/0.90*Vn 0.01 Pu/0.90*Pn = 0.46 Tu/0.9*Tn 0.01 Controlling equation : 6-1 a = 0.51 status : OK - ---------------------------=-------------------------------------------- MEMBER 52 DESCRIPTION: IL ------------------------------------------------------------------------- Section : L m Material :A42 Floors' :0-0 Fy : 42670.25 [Lb/in2] Plane 1-2 Plane 1-3 ti DESIGN PARAMETERS L [in] 48.22 61.21 Lb pos [in] 48.22 - Lb neg [in] 48.22 - K 1.00 1.00 Lateral bracing No No CONTROLLING FORCES - SHEAR Load condition : DsWI=.75d1+.375s1+.75w11 Distance [in] 48.22 (100%) . • Shear [Lb] 65.47 41.15 Torsion [Lb*ft] -0.89 -------------------------------------------=---------------- CALCULATED PARAMETERS -- - ---- Vu [Lb] 65.47 41.15 0.90*Vn [Lb] 8887.71 8915.43 Tu (Lb*ft] -0.89 0.9*Tn [Lb*ft] 145.32 , fun [Lb/in2] 8160.48 - fuv [Lb/in2] 432.84 - SHEAR CHECK Vu/0.90*Vn 0.01 0.00 Tu/0.9*Tn 0.01 -- CONTROLLING FORCES - BENDING Load condition : DsWl=.75dl+.375sl+.75wil Distance [in] 48.22 (100%) Moments [Lb*ft] -148.86 81.16 Axial force [Lb] -6062.03 - CALCULATED PARAMETERS - Pu [Lb] -6062.03 - Mu [Lb*ft] -148:86 81.16 0.90*Pn [Lb] 21026.43 - 0.90*Mn [Lb*ft] 3113.93 1601.32 Page F28 DESIGN PARAMETERS KUR Lambda c Cb Curvature ------------------------------------- INTERACTION EQUATION Pu/0.90*Pn = 0.29 40.62 102.97 0.49 1.24 1.50 1.50 Double Double Controlling equation : 6-1 a = 0.38 status :OK -------------- ------ ____________________________________________________________________ MEMBER 58 DESCRIPTION: IL Section : L m Material :A42 Floors :0-0 Fy : 42670.25 [Lb/in2] r ` Plane 1-2 Plane 1-3 DESIGN PARAMETERS L [in] 48.22 61.21 Lb pos [in] 48.22 -- Lb neg [in] 48.22 K 1.00 1.00 Lateral bracing No No CONTROLLING FORCES - SHEAR Load condition : DsWi=.75dl+.375sl+.75wil Distance [in] 0.00 , (0%) Shear [Lb] -0.58 -6.41 Torsion [Lb*ft] 0.13 - CALCULATED PARAMETERS Vu [Lb] -0.58 -6.41 0.90*Vn [Lb] 8887.71 8915.43 Tu [Lb*ft] 0.13 -- 0.9*Tn [Lb*ft] 145.32 -- fun [Lb/in2] 11067.74 - fuv [Lb/in2] 41.16 SHEAR CHECK Vu/0.90*Vn 0.00 0.00 Tu/0.9*Tn 0.00 -- CONTROLLING FORCES - BENDING Load condition : DsWl=.75dl+.375sl+.75wil Distance [in] 0.00 (0%) Moments [Lb*ft] -129.06 47.26 Axial force [Lb] -10413.20 -- CALCULATED PARAMETERS" Pu [Lb] -10413.20 -- Mu [Lb*ft] -129.06 47.26 0.90*Pn [Lb] 21026.43 -- 0.90*Mn [Lb*ft] 2817.67 1601.32 DESIGN PARAMETERS KUR 40.62 102.97 Lambda c 0.49 1.24 Cb • 1.00 1.27 Curvature Single Single INTERACTION EQUATION Pu/0.90*Pn = 0.49 Controlling equation : 6-1a = 0.56 status : OK Page F29 -------------------------------------- MEMBER ------------- --- - - MEMBER 6 DESCRIPTION: LC Plane 1-3 45.44 1.00 No (0%) -18.48 -18.48 8915.43 0.00 (0%) 35.63 35.63 1601.32 76.44 0.92 1.50 Single Section : L h - Material : A42 Floors :0-0 Fy : 42670.25 [Lb/in2] Plane 1-2 Plane 1-3 DESIGN PARAMETERS ------------------=------------------------------------------------------ MEMBER 73 DESCRIPTION: IL ------------------------------------------------------------------------- Section : L m ' Material :A42 46.26 - Floors : 0,- 0 1.00 1.00 Fy : 42670.25 [Lb/in2] No No a Platte 1-2 --------------------------------------------------------------------------- DESIGN PARAMETERS L [in] 23.37 Lb pos [in] 23.37 Lb neg [in] 23.37 K 1.00 Lateral bracing No --------------------------------------------------------------------------- CONTROLLING FORCES - SHEAR Load condition : DsWI=.75d1+.375s1+.75wII Distance [in] 0.00 Shear [Lb] -38.03 Torsion [Lb*ft] • 0.07 --------------------------------------------------------------------------- CALCULATED PARAMETERS Vu [Lb] -38.03 0.90*Vn [Lb] 8887.71 Tu [Lb*ft] 0.07 0.9*Tn [Lb*tt] 145.32 fun [Lb/in2] 12086.89. fuV [Lb/in2] 159.45 -------------------------------------------------------------------------- SHEAR CHECK Vu/0.90*Vn 0.00 - Tu/0.9*Tn , 0.00 CONTROLLING FORCES - BENDING Load condition : DsWi=.75d1+.375s1+.75wII Distance [in] 0.00 Moments [Lb*ft] -73.71 Axial force [Lb] -11929.55 CALCULATED PARAMETERS Pu [Lb] -11929.55 Mu [Lb*ft[ -73.71 0.90*Pn [Lb] 26625.63 0.90*Mn [Lb*ft] 3292.45 DESIGN PARAMETERS KUR 19.69 Lambda c 0.24 Cb 1.50 Curvature Single INTERACTION EQUATION Pu/0.90*Pn = 0.45 Controlling equation : 6-1 a = 0.49 status :OK -------------------------------------- MEMBER ------------- --- - - MEMBER 6 DESCRIPTION: LC Plane 1-3 45.44 1.00 No (0%) -18.48 -18.48 8915.43 0.00 (0%) 35.63 35.63 1601.32 76.44 0.92 1.50 Single Section : L h - Material : A42 Floors :0-0 Fy : 42670.25 [Lb/in2] Plane 1-2 Plane 1-3 DESIGN PARAMETERS L [in] 46.26 69.67 Lb pos [in] 46.26 - Lb neg [in] 46.26 - K 1.00 1.00 Lateral bracing No No a Page F30 CONTROLLING FORCES - SHEAR Load condition : dlwi=.75dl+.75wli 46.26 69.67 Distance [in] 46.26 (100%) Shear [Lb] ,25.16 8.18 Torsion [Lb*ft] -0.06 -- --------------------------------------------------------------------------------------------- CALCULATED PARAMETERS No No Vu [Lb] 25.16 8.18 0.90*Vn [Lb] 7537.21 6734.05 Tu [Lb*ft] -0.06 -- 0.9*Tn [Lb*ft] 120.32 -3.74 fun [Lb/in2] 3968.46 -- fuv [Lb/in2] 115.88 ------------------------------------------------------------------------------------------- SHEAR CHECK -13.15 -3.74 Vu/0.90*Vn 0.00 0.00 Tu/0.9*Tn 0.00 -- -------------------------------------------------------------------------------------- CONTROLLING FORCES - BENDING 120.32 Load condition : dlsl=l.Odl+l.Osl 3792.25 -- Distance [in] 46.26 (100%) Moments [Lb*ft] 34.76 -11.46 Axial force [Lb] 4873.63 -- CALCULATED PARAMETERS Pu [Lb] , 4873.63 Mu [Lb*ft] 34.76 -11.46 0.90*Pn [Lb] 34652.91 -- 0.90*Mn [Lb*ft] 2012.12 768.57 ------------------------------------------------------------------------------------------- DESIGN PARAMETERS _ KL/R 44.53 159.49 Lambda c 0.54 1.92 Cb 1.02 1.50 Curvature Single Double INTERACTION EQUATION Pu/0.90*Pn = 0.14 Controlling equation =0.14 status : OK. MEMBER 68 DESCRIPTION: LC Section : L h Material : A42 Floors :0-0 Fy : 42670.25 [Lbin2] Plane 1-2 Plane 1.3 DESIGN PARAMETERS L [in] 46.26 69.67 Lb pos [in] 46.26 -- Lb neg [in] 46.26 K 1.00 1.00 Lateral bracing No No CONTROLLING FORCES - SHEAR Load condition : dlwl=.75dl+.75w11 Distance [in] 0.00 (0%) Shear [Lb] -13.15 -3.74 Torsion [Lb*ft] 0.05 -- CALCULATED PARAMETERS Vu [Lb] -13.15 -3.74 0.90*Vn (Lb] 7637.21 6734.05 Tu [Lb*ft], 0.05 -- 0.9*Tn (Lb*ft] 120.32 fun [Lb/in2] 3792.25 -- fuv [Lb/in2] 63.19 Page F31 SHEAR CHECK Vu/0.90*Vn 0.00 0.00 Tu/0.9*Tn 0.00 -- ----------------------------------------------------------- ----------------------------------- CONTROLLING FORCES - BENDING Load condition : dlwo=.75dl+.75wlo Distance [in] 0.00 (000) Moments [Lb*ft] -33.26 6.00 Axial force [Lb] -2#375.65 ---------------------------------------------------------------------------------------------- CALCULATED PARAMETERS Pu [Lb] -2875.65 'Mu [Lb*ft] -33.26 6.00 0.90*Pn [Lb] 7925.52 -- 0.90*Mn [Lb*ft] 1868.82 728.11 ------------------------------------------------------------------------------------------- DESIGN PARAMETERS KUR 44.53 159.49 Lambda c 0.54 1.92 Cb 1.50 1.50 ` Curvature Single Single , ------------ INTERACTION EQUATION Pu/0.90*Pn = 0.36 Controlling equation : 6-1a = 0.39 status : OK Page F32 - COLUMN COLUMN # LOCATION (ft.) WIND SEISMIC 1 0 1119 405 2 12 2659 434 • 3 24 1119 405 ' 4898 1244 SIDEWALL REACTION AT COLUMN #1 (Ibs.): 2449 622 SIDEWALL REACTION AT COLUMN #3 (Ibs.): 2449 622 SHEAR BETWEEN COLUMNS 1 AND 2 (lbs.): 1329 217 SHEAR BETWEEN COLUMNS 2 AND 3 (Ibs.): -1329 -217 INSTALL: FWC '250 BA' ROOF X -BRACING SIDEWALL X -BRACING: MAX. SIDEWALL REACTION (Ibs.): 2449 MAX. SIDEWALL X -BRACING FORCE (lbs.): 3653 MAX. X -BRACING UPLIFT FORCE (Ibs.): 2711 INSTALL: FWC '375 BA' SIDEWALL X -BRACING MAX. X -BRACE FORCE (Ibs.) 1751 1751 WEB Steel Buildings 7/13/2005 Page W1 ENDWALL X -BRACING CHART Project Number: 2205091 ENDWALL AT GRID 1: ................................ ENDWALL BAY SPACING ....::........... HORIZ. FORCE AT TOP OF X -BRACING, OUTWARD WIND ON WINDWARD ROOF (Ibs.): 1231 (WIND,LOAD CASE #1) HORIZ. FORCE AT TOP OF X -BRACING, INWARD WIND ON WINDWARD ROOF (lbs.): 1683 (WINDLOAD CASE #2) HORIZ. FORCE AT TOP OF X -BRACING, SEISMIC (lbs.): 258 (SEISMIC) WIND LOAD CASE #1 SEISMIC WIND LOAD CASE #2 X -BRACE X -BRACE X -BRACE FORCE IF IN FORCE IF IN FORCE IF IN COLUMN NOMINAL BAY TO RIGHT UPLIFT AT BAY TO RIGHT UPLIFT AT BAY TO RIGHT UPLIFT AT "X" MARK X - LOCATION COLUMN HT. OF COLUMN COLUMN BASE OF COLUMN COLUMN BASE OF COLUMN COLUMN BASE BRACE FROM L -R (ft.) (ft.) (lbs.) (lbs.) (lbs.) (Ibs.) (lbs.) (lbs.) LOCATION 0 16.00 2305 2319 3151 2018 483 344 X 12 19.00 2051 3154 :2805 2966 430 408 X .24 16.00 , --- --- --- --- MAX. ENDWALL HORIZ. FORCE (lbs.): 1683 MAX. ENDWALL X -BRACING FORCE (lbs.): 3151 MAX. ENDWALL COLUMN UPLIFT (lbs.): 3154. ENDWALL AT GRID 4: •I ................................ ............................... ENDWALL BAY SPACING f+<tiD€€€ ............:................... HORIZ. FORCE AT TOP OF X -BRACING, OUTWARD WIND ON WINDWARD ROOF (lbs.): 1231 (LOAD CASE #1) HORIZ. FORCE AT TOP OF X -BRACING, INWARD WIND ON WINDWARD ROOF (lbs.): 1683 (LOAD CASE #2) HORIZ. FORCE AT TOP OF X -BRACING, SEISMIC (lbs.): 258 (SEISMIC) . SEE SHEET W3 FOR SHEARWALL INSTALL: FWC '250 BA' ENDWALL X -BRACING WEB Steel Buildings 7/13/2005 Page W2 0 • r PROJECT NAME: SHEARWALL LOCATION: SHEARWALL HEIGHT a SHEARWALL WIDTH TOTAL SHEAR LOAD ON SHEARWALL .t EDGE STRAPPING LENGTH LOCATED AT CORNER? (Y/N) DIAPHRAGM SPECIFICATIONS: DIAPHRAGM SHEAR (v): PLYWOOD THICKNESS (t): PANEL EDGE NAILING: PLYWOOD SHEARWALL DESIGN 306 PLF 15/32" OR 1/2" IN. 6d NAILS @ 3" O.C. VERTICAL FRAMING MEMBER: . DBL 2X6 #2 HOLDOWN SPECIFICATIONS: SHEARWALL WIDTH ft): 6.00 ALLOWABLE SOIL GROSS UPLIFT FORCE: 4463 LBS. MIN. DEAD LOAD TRIG. TO FOOTING LENGTH REO'D. END OF SHEARWALL: 235 LBS. NET UPLIFT FORCE: 4228 LBS. SIMPSON STRAP HOLDOWN: N/A BOTTOM REINF. Mu (R -lbs.): SIMPSON BOLTED HOLDOWN: PHDS HOLDOWN DEFLECTION: 0.047 IN. DIAPHRAGM DEFLECTON CALC. SPECIFICATIONS: AREA OF VERT.: 15.0 IN."2 VERT.'S ELASTIC MOD. (DF -L #2): 1600000 PSI EFFECTIVE THICKNESS OF PLYWOOD: ' 0.298 IN. (ASSUME FROM TABLE 23-2-H) PLYWOOD MOD. OF RIGIDITY: 90000 PSI (TABLE 23-2J) NAIL DEFORMATION: 0.030 en (TABLE 23-2-K) DIAPHRAGM DEFLECTIONS: FROM SHEAR PANEL CHORDS: 0.047 IN. FROM PLYWOOD: 0.159 IN. FROM NAILS: 0.315 IN. FROM HOLDOWN (da): 0.110 IN. TOTAL DEFLECTION (max.): 0.63 IN. DIAPHRAGM HEIGHT/DEFL. (200 min.): 266 (DEFLECTION OK) SHEARWALL SPECIFICATIONS: USE: • 15/32" OR 1/2" CDX 32/16 PWD WITH 6d NAILS @ 3" O.C. PANEL EDGE NAILING, 12. O.C. FIELD NAILING • DBL 2X6 #2 FOR VERTICAL JAMBS/BLOCKING • SIMPSON PHDS HOLDOWN WITH (14) SDS 1/4X3 WOOD SCREWS INTO POST AND 5/8" DIAM. ANCHOR BOLT EMBEDDED 7" MIN. • INSTALL (3) 1/2" DIAM. ANCHOR BOLTS EQUALLY SPACED, 6'• MAX. FROM END FOOTING DESIGN AT SHEARWALL SHEARWALL WIDTH ft): 6.00 ALLOWABLE SOIL Tnet UPLIFT (LBS.): 4228 PRESSURE (pst): 1500 FTG. WEIGHT PER FOOT (plt): 200 FOOTING LENGTH REO'D. BEYOND HOLDOWN LOCATION: 9.93 TOP REINF. Mu (ft -lbs.): 15195 P col. MAX. (DL+SL/2) TRIB. TO SHEARWALL END (Ibs.): 373 BOTTOM REINF. Mu (R -lbs.): 24360 (BASED ON 12" WIDE X 12" DEEP FOOTING) WEB Steel Buildings 7/13/2005 Page W3 CONDITION: dlwi=.75dl+.75wli Plane 1-2 Plane 1-3 • Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion Station [in] [Lb] - [Lb] [Lb -ft] [Lb] [Lb*ft] [Lb*ft] ----------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 38 0% 0.000 -7826.919 276.946 234.906 106.569 -74.827 0.220 75% 18.554 -7831.576 35.406 -182.148 -0.470 85.005 0.220 100% 24.739 -7833.128 , 35.406 -200.396 -0.470 84.762 0.220 MEMBER 87 0% 0.000 7923.039 260.199 227.562 99.188 -71.457 -0.253 100% 24.739 7916.831 109.334 -224.134 32.332 95.482 -0.253 MEMBER 27 0% 0.000 501.940 0.910 1.225 -0.543 0.373 -0.029 70% 19.456 502.538 0.376 0.182 -0.009 -0.074 -0.029 100% 27.794 502.795 0.147 0.000 0.220 0.000 -0.029 MEMBER 72 0% 0.000 -49.232 0.044 -0.782 -0.345 -0.084 0.030 5% 1.390' -49.189 0.006 -0.785 -0.307 -0.122 0.030 45% 12.507 -48.847 -0.299 -0.649 -0.002 -0.265 0.030 100% 27.794 -48.377 -0.719 0.000 0.418 0.000 0.030 MEMBER 26 0% 0.000 9607.086 36.421 71.284 16.289 -32.078 -0.024 100% 23.370 9612.444 36.783 0.000 16.652 0.000 -0.024 MEMBER 73 0% 0.000 -9823.683 -34.485 -66.808 -16.579 31.936 0.052 .100% 23.370 -9818.325 -34.123 0.000 -16.217 0.000 0.052 MEMBER 68 0% 0.000 -2825.675 -13.147 -35.626 -3.743 7.692 0.050 100% 46.263 -2823.535 -5.335 0.000 -0.247 0.000 0.050 MEMBER 69 0% 0.000 2830.721 0.995 5.662 -1.735 1.785 0.050 80% 26.188 2829.127 2.724 1.604 -0.006 -0.115 0.050 100% 32.736 2828.728 3.156 0.000 0.426 0.000 0.050 MEMBER 1 0% 0.000 171.287 -3.370 0.000 -1.886 .0.000 0.077 100% 28.263 169.708 -7.836 13.197 -6.351 -9.700 0.077 ---- dlwo=.75d1+.75w1o, .CONDITION: Plane 1-2 Plane 1-3 Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion Station [in] [Lb] [Lb] [Lb*it] [Lb] [Lb*ft] [Lb*ft] MEMBER 38 0% 0.000 -5808.420 248.631 216.188 97.381 -73.255 0.173 75% 18.554 -5813.076 7.091 -157.085 -9.659 72.371 0.173 100% 24.739 -5814.628 7.091 -160.740 -9.659 67.393 0.173 MEMBER 87 0% 0.000 5167.645 174.239 147.646 66.753 -46.212• -0.145 75% 18.554 5162.988 23.374 -114.792 -0.103 53.913 -0.145 100% 24.739 5161.436 23.374 -126.838 -0.103 53.860 -0.145 MEMBER 27 0% 0.000 607.726 0.777 0.917 -0.506 0.289 -0.024 65% 18.066 608.282 0.281 0.120 -0.010 -0.100 -0.024 100% 27.794 608.581 0.014 0.000 0.257 0.000 -0.024 MEMBER 72 0% 0.000 -309.018 0.176 -0.476 -0.430 0.113 0.018 25% 6.948 -308.804 -0.015 -0.523 -0.240 -0.081 0.018 55% 15.287 -308.548 -0.244 -0.433 -0.011 -0.168 0.018 100% 27.794 -308.163 -0.587 0.000 0.333 0.000 0.018 MEMBER 26 0% 0.000 9122.487 31.546 61.789 13.860 -27.346 -0.021 100% 23.370 9127.846 31.908 0.000 14.223 0.000 -0.021 MEMBER 73 0% 0.000 -5730.942 -23.569 -45.549 -10.911 20.896 0.011 100% 23.370 -5725.584 -23.206 0.000 -10.548 0.000 0.011 MEMBER 68 0% 0.000 -2875.650 -12.534 -33.263 -3.304 6.000 0.026 95% 43.949 -2873.617 -5.112 -0.948 0.017 -0.020 0.026 100% 46.263 -2873.510 -4.722 0.000 0.191 0.000 0.026 MEMBER 69 0% 0.000 1506.925 -0.062 2.778 -1.734 1.784 0.025 5% 1.637 1506.826 0.046 2.779 -1.626 1.555 0.025 80% 26.188 1505.331 1.666 1.027 -0.006 -0.115 0.025 100% 32.736 1504.932 2.099 0.000 0.426 0.000 0.025 I Page F15 0 MEMBER 1 0% 0.000 1945.896 -7.317 0.000 -1.921 0.000 0.061 100% 28.263 1944.318 -11.783 22.492 -6.386 -9.782 0.061 CONDITION: DsWo=.75dl+.375sl+.75w10 CONDITION: DsWi=.75dl+.375sl+.75wii Plane 1-2 Plane 1-3 Dist to J Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion Station [in] [in] [Lb] ,. [L,b] [Lb*ft] [Lb] [L-b*ft] [L-b*ftl ----------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 38 0% 0% 0.000 0.000 ' -5372.024 215.828 181.814 184.195 -60.040 0.138 75% 18.554 18.554 -5376.680 -25.712 -140.741 -22.845 65.198 0.138 100% 24.739 24.739 -5378.232 -25.712 -127.489 -22.845 53.424 0.138 MEMBER 87 0% 0% 0.000 0.000 5604.098 207.032 182.017 79.934 -59.422 -0.180 100% 24.739 24.739 5597.889 56.167 -160.071 13.078 67.822 -0.180 MEMBER 27 0% 0% 0.000 0.000 697.932 0.777 0.917 -0.478 0.223 -0.020 65% 18.066 18.066 698.487 0.281 0.120 0.018 -0.123 -0.020 100% 27.794 27.794 698.787 0.014 0.000 0.285 0.000 -0.020 MEMBER 72 0% 0% 0.000 0.000 -218.812 0.176 -0.476 -0.402 0.047 0.022 25% 1.390 6.948 -218.599 -0.015 -0.523 -0.211 -0.130 0.022 55% 11.118 15.287 -218.342 -0.244 -0.433 0.018 -0.197 0.022 100% 27.794 27.794 -217.957 -0.587 0.000 0.361 0.000 0.022 MEMBER 26 0% 0% 0.000 0.000 7016.619 28.004 54.891 11.962 -23.649• 0.002 100% 23.370 23.370 7021.977 28.366 0.000 12.324 0.000 0.002 MEMBER 73 0% 0% 0.000 0.000 -7836.811 -27.111 -52.446 -12.809 24.594 0.033 100% 23.370 23.370 -7831.452 -26.748 0.000 -12.447 0.000 0.033 MEMBER 68 0% 0% . 0.000 0.000 -1313.582 -9.001 -19.641- -2.976 4.734 0.023 85% 46.263 39.323 -1311.763 -2.360 -1.026 -0.005, -0.149 0.023 100% 46.263 -1311.442 -1.188 0.000 0.520 0.000 0.023 MEMBER 69 0% 0.000 1631.051 -0.031 2.864 -1.508 1.168 0.026 70% 22.915 1629.655 1.482 1.478 0.004 -0.269 0.026 100% 32.736 1629.058 2.130 0.000 0.652 0.000 0.026 MEMBER 1 0% 0.000 5.012 -0.038 0.000 0.018 0.000 0.039 100% 28.263 3.433 -4.504 5.348 -4.448 -5.217 0.039 CONDITION: DsWi=.75dl+.375sl+.75wii Page F16 Plane 1-2 Plane 1-3 Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion Station [in] [Lb] [Lb] [Lb*ft] [Lb] [Lb*ft] [Lb*ft] MEMBER 38 0% 0.000 -7390.524 244.143 200.531 93.383 -61.612 0.185 75% 18.554 -7395.180 2.603 -165.804 -13.657 77.832 0.185 100% 24.739 -7396.732 2.603 .-167.146 -13.657 70.793 0.185 MEMBER 87 0% 0.000 8359.493 292.992 261.934 112.369 -84.668 -0.288 100% 24.739 8353.284 142.127 -257.366 45.513 109.443 -0.288 MEMBER 27 0% 0.000 592.145 0.910 1.225 -0.514 0.308 -0.025 65% 18.066 592.701' 0.414 0.228 -0.018 -0.093 -0.025 100% 27.794 593.000 0.147 0.000 0.249 0.000 -0.025 MEMBER 72 0% 0.000 40.974 0.044 -0.782 -0.317 -0.149 0.034 5% 1.390 41.017 0.006 -0.785 -0.279 -0.184 0.034 40% 11.118 41.316 -0.261 -0.681 -0.012 -0.302 0.034 100% 27.794 41.829 -0.719 0.000 0.446 0.000 0.034 MEMBER 26 0% 0.000 7501.217 32.879 64.386 14.391 -28.380 -0.001 100% 23.370 7506.576 33.242 0.000 14.754 0.000 -0.001 MEMBER 73 0% 0.000 -11929.552 -38.027 -73.706 -18.478 35.633 0.074 100% 23.370 -11924.193 -37.665 0.000 -18.115 0.000 0.074 MEMBER 68 0% 0.000 -1263.607 -9.614 -22.004 -3.415 6.426 0.046 100% 46.263 -1261.467 -1.801 0.000 0.081 0.000 0.046 Page F16 n MEMBER 69 1.027 5.748 1.509 1.168 0.050 ' 0% 0.000 , 2954.847 2.539, 2.343 0.004 -0.268 0.050 70% 22.915 2953.451 3.188 0.000 0.652 0.000 0.050 100% 32.736 2952.853 MEMBER 10.000 -1769.597 3.909 0.000 0.053 0.000 0.055 0.05 90% 25.436 -1771.018 0.111 -4.025 -3.966 4.413 -4.148 5.134 0.055 100% -------------------------------------------------------------------- 28.263 -1771.176 -0.557 3.947 CONDITION : DSow=.75dl+.75sl+.375w10 Plane 1-3 Axial plane 1-2 Shear V2 M33 Shear V3 M22 Torsion Dist to J r �, [1 Lb*ft] [Lb] [Lb'ftl [t-b'ftl Station fnl [Lb). --------------------------------------------------------------------- [ -------------------------------------------------------------------- MEMBER 38 0.000 -1953.774 53.763 � 34.296 20.365 -8.327 21.061 0.009 0.009 0% 70% 17.317 -1958.120 53.763 -43.288 4 20.365 -33.155 20.689 0.009 75% 18.554 -1958.430 -67.007 88.254 33.155 3.602 0.009 100% 24.739 -1959.983 -67.007 .720 MEMBER 87 0.000 3534.377 157.651 147.615 61.690 51.396 -0.15 0.150 0% 3528.168 82.218 -135.032 28.262 57.010 100% 24.739 MEMBER 27 0 0.000 501.143 0.625 0.563 -0.429 0.109 -0.003 0.00 55% 15.287 501.613 0.205 0.035 0.009 0.182 -0.170 -0.120 -0.003 80% 22.235 501.827 0.014 -0.029 0.000 0.334 0.000 -0.003 100% 27.794 501.998 -0.138 MEMBER 72 42.771 0.324 -0.133 -0.391 0.021 0.018 0% 0.000 43.113 0.019 -0.292 0.085 0.199 0.01 40% 50% 11.118 13.897 43.199 -0.057 -0.287 -0.009 -0.210 0.000 0.018 0.0 100% 27.794 43.626 0.439 0.000 0.372 MEMBER 26 0.000 21.575 7.890 15.720 2.602 -5.422 0.039 39 0.0 0% -16.216 8.253 0.000 2.965 0.000 100% 23.370 MEMBER 73 • 0.000, -7448.289 -19.667 -37.949 -9.783 18.700 0.05 0.05 0% 100% 23.370 -7442.931 -19.304 0.000 9.420 0.000 MEMBER 680.000 1952.454 -1.011 11.161 -2.015 1.029 0.004 0.004 0% 15% 6.939 1952.775 0.161 11.407 1.490 0.083 .015 11.206 0.004 60% 27.758 1953.738 3.676 8.079 0.000 1.481 0.000 0.004 100% 46.263 1954.594 6.802 MEMBER 69 0.000 1025.960 -0.613 1.275 1.048 0.088 0• 0.014 0% 30% 9.821 1025.362 0.035 1.511 -0.400 0.032 -0.681 -0.781 0.014 50% 16.368 1024.964 0.467 1.374 0.000 1.113 0.000 0.014 . 100% 32.736 1023.967 1.548 MEMBER 1 0% 0.000 -3244.405 13.104 0.000 4.168 0.000 -0.0 0.017 95% 26.849 -3245.905 8.861 -24.573 -0.075 4.579 4.557 0.017 100% 28.263 -3245.984 8.638 -25.603 -0.298 CONDITION: DSiw=.75dl+.75sl+.375wil Plane 1-2 Plane 1-3 Dist to J Axial Shear V2 M33 Shear V3 M22 [Lb'ft] Torsion [Lb''h] Station [in] [Lb] [Lb] [Lb" hl [Lb] MEMBER 38 0.000 2963.024 67.920 43.655 24.959 9.114 0.033 0.033 0% 75% 18.554 -2967.680 -52.850 -55.786 -28.561 27.006 12.287 0.033 100% 24.739' -2969.232 -52.850 -28.548 -28.561 MEMBER 87 4912.075 200-631 187.573 77.908 -0.204 1100% 24.000 739 4905.866 125. 99 - 183.679 44.480 77.821 0.204 MEMBER 27 0.000 448.250 0.691 0.717 -0.447 0.152 -0.006 0% 60% 16.676 448.763 0.233 0.075 0.011 -0.151 -0.006 -0.006 90% 25.015 449.019 0.004 r,-0.008 0.000 0.240 0.316 -0.064 0.000 -0.006 100% 27.794 449.105 0.072 MEMBER 72 0.000 172.664 0.258 -0.286 -0.348 -0.077 0.023 0% 35%9.728 172.963 -0.009 -0.387 -0.081 -0.251 0.023 0.023 45% 12.507 173.049 -0.085 -0.376 -0.005 0.415 -0.261 0.000 0.023 100% 27.794 173.519 -0.505 0.000 Page F17 r < Page F18 MEMBER 26 0% 0.000 220.725 10.328 20.467 3.817 -7.787 0.038 100% 23.370 226.083 10.690 0.000 4.180 0.000 0.038 MEMBER 73 ' 0% 0.000 -9494.660 -25.125 -48.579 -12.617 24.220 0.075 100% 23.370 -9489.301 -24.763 0.000 -12.255 0.000 0.075 MEMBER 68 0% 0.000 1977.441 -1.318 9.980 -2.234 1.875 0.016 15% 6.939 1977.762 , -0.146 10.403 -1.710 0.735 0.016 65% 30.071 1978.832 3.761 6.919 0.038 -0.877 0.016 100% 46.263 1979.581 6.495 0.000 1.261 0.000. 0.016 MEMBER 69 0% 0.000 1687.858 -0.085 2.717 -1.048 -0.088 0.026 5% 1.637 1687.759 0.023 2.721 -0.940 -0.223 0.026 50% 16.368 1686.862 0.996 2.095 0.032 -0.781 0.026 100% 32.736 1685.865 2.076 0.000 1.113 0.000 0.026 MEMBER 1 0% 0.000 -4131.710 15.077 0.000 4.185 0.000 -0.009 95% 26.849 -4133.209 10.834 -28.988 -0.057 4.619 -0.009 100% 28.263 -4133.288 10.611 -30.250 -0.280 4.599 -0.009 r < Page F18 < Page F18 t RAM Advanse . Mhicheil Engineering / 21989 NE Chinook Way #144 / Fairview, OR 97024 / 503.669.2841 File C:\....\V-Frame RAM Advanse Files\24' Wide Frames\U.B.C\2416 25 80C 14.AVW Units system English Date 7/11/2005 9:14:14 PM Steel Code CheCK Design by group for controlling load condition Design code L R F D CODECHECK MAX. INTERACTION RATIO PER DESCRIPTION REL.F = Bending stress ratio (if rel.f=NPC, it is not possible to calculate) S.Ratio = Shear interaction ratio Stat.b = Station where max. B.Ratio occurs Stat.v = Station where max. S.Ratio occurs NOTE.- Non -steel members are not printed Important.- Maximum values will only be computed from graphically selected elements MAX. INTERACTION RATIO IN DESCRIPTION: BEAM1 OCCURS AT MEMBER 86 SECTION L d OCCURS FOR CONDITION DsWi=.75dl+.375sl+.75w1i DESIGN STATUS OK ----------------- - - - - - ------ - S.RATIO S.RATIO Eqn -- - ------ - -------- - --- - - - - STAT.B [in] - -------- Axial [Lb] M33 [Lb -ft] M22 [Lb*ft] 0.55 6-1 a 30.46 -9712.21 -43.59 6.77 S.RATIO Eqn STAT.V [in] V2 [Lb], V3 [Lb] Tor [Lb*ft] 0.01 F2 0.00 37.42 1.04 -0.06 MAX. INTERACTION RATIO IN DESCRIPTION: BEAM2 OCCURS AT MEMBER : . 84 SECTION L h OCCURS FOR CONDITION dlsl=l.Odl+l.Osl DESIGN STATUS OK B.RATIO Eqn STAT.B [in] Axial [Lb] ------------------------------------ M33 [Lb*ft] M22 [Lb*ft] 0.17 24.00 -3810.57 -59.89 28.68 S.RATIO Eqn STAT.V [in]. V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.01 F2 24.00 63.47 27.91 0.05 MAX. INTERACTION RATIO IN DESCRIPTION: BEAM3 OCCURS AT MEMBER 79 SECTION L c OCCURS FOR CONDITION dlsl=l.Odl+l.Osl DESIGN STATUS OK B.RATIO Eqn ---- --- STAT.B [in] ---------------- Axial [Lb] -------- M33 [Lb*ft] M22 [Lb*ft] 0.27 6-1 a 0.00 4106.89 27.54 10.25 S.RATIO Eqn STAT.V [in] V2 [Lb] V3 [Lb] Tor [Lb*ft] 0.00 F2 0.00 10.85 -6.60 -0.01 Page F19 4 4 42'-0" (SIDEWALL 14'-O" +". 14'-0" 14'-0" X -BRACE FRAME A.B. f FRAME A.B. 4 1 30 x 68 I ENTRY r DOOR SHEAR WALL (PER SHEET 56) 00, —_01 V COL. 120 x 140 CANISTER ADOOR - VF COL. I I=OUNQIATION PLAN I -moo __- _-------_.-__c,�. � FOl1�1DATION PLAN T. Y E FOR m fa • APPROVED B County giroent Health BOLT DETAILSI-EDGEN DETAIL # SHEET # ZWEB - STEEL" L 8 U I L 0 1 N 6 S 37396 RUBEN LANE SANDY, OR. 97055 ICE: (503)-668-3267 FAX: (503)-668-9441 \Nq IViL Q�, JUL 1 4 2005 DRAWN: RLW DATE: 7/15/2005 JOB NO: 2205-091 SHEET: 1 f > 0 APPROVED D S 2s�� A9• 60, a oz A' j 1 t vv WNW t F .... � is^. s .. � �.. ... ., at.. i' � - .i$t f, .1 P. 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Scale: T' - '77 Owner Name Address / Phone No. Abn P -7-55 z%?;6E N� �r�7'�' L,� _3o .5 73 - 4 880 Site Location U noo u cr-- c�i Contnrt- Nnma Phnna @ 2 2-8-3471 FOR OFFICE USE ONLY Zoning: General Plan Desig: Size, Acres 4.00" PROVIDE FOR ALL ADJACENT PARCELS SIZE (AC): ZONING: GEN PLAN: USES: GENERAL NOTES= 1. CONTRACTOR/OWNER TO VERIFY AND CONFIRM ALL CONDITIONS AND DIMENSIONS AND NOTIFY WEB STEEL BUILDINGS REGARDING DISCREPANCIES PRIOR TO START OF WORK. 2. DRAWING SCALES INDICATED ON PLANS ARE APPROXIMATE AIp INJENDED TO BE USED FOR REFERENCE ONLY. DO NOT SCALE DRAWINGS FOR CONSTRUCTION PURPOSES. 3. GOVERNING BUILDING CODE- 2001 CALIFORNIA BUILDING CODE 4. THE SUPPLYING OF STAMPED ENGINEERING CALCULATIONS AND DRAWINGS FOR THIS METAL BUILDING SYSTEM DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT THAT WEB STEEL BUILDINGS, INC, OR ZJS ENGINEERING SERVICES INC. IS ACTING AS THE ENeIVEE'.2 OR ARCHITECT OF RECORD OR DESIGN PROFESSIONAL FOR THE WHOLE OF THE PROJECT. 5. THESE DOCUMENTS ARE STAMPED ONLY AS TO THE COMPONENTS FURNISHED BY WEB STEEL SALES, INC. IT IS THE RESPONSIBILITY OF THE PURCHASER TO COORDINATE DRAWINGS PROVIDED BY WEB STEEL BUILDINGS WITH OVERALL PROJECT AND/OR OTHER PLANS AND/ OR OTHER COMPONENTS. IN CASES OF DISCREPANCIES, DRAWINGS PROVIDED BY WEB STEEL BUILDINGS, INC. SHALL GOVERN. 6. ANY FIELD MODIFICATIONS OR ALTERATIONS, OR THE ATTACHMENT OF ANY EQUIPMENT OR COMPONENT TO WEB STEEL BUILDINGS, INC. METAL BUILDING OR THE OMISSION OF ANY PARTS OR PIECES SPECIFIED ON STAMPED DRAWINGS PROVIDED BY WEB STEEL BUILDINGS, INC. WITHOUT THE EXPRESSED WRITTEN APPROVAL OF WEB STEEL BUILDINGS, INC. SHALL VOID ANY AND ALL WARRANTIES AND RELEASE WEB STEEL BUILDINGS, INC. AND ZJS ENGINEERING SERVICES INC. FROM ANY AND ALL PROFESSIONAL LIABILITY AND/OR OBLIGATIONS. -f. SPECIAL INSPECTIONS SHALL BE PERFORMED AT OWNER'S EXPENSE AND IN ACCORDANCE WITH I.B.G. SEC. 1104 FOR THE FOLLOWING ITEMS: A) STRUCTURAL WELDING. EXCEPTION= WELDING DONE IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH SECTION 1104.2.2. 8. ANY ADDITIONAL INSPECTIONS REQUIRED BY BUILDING DEPARTMENT SHALL BE AT OWNER'S EXPENSE. 9. ALL WELDING SHALL BE PERFORMED AT WEB STEEL BUILDINGS MANUFACTURING FACILITY IN SANDY, OREGON WITH E10 -XX ELECTRODES BY CERTIFIED WELDERS. NO FIELD WELDING REQUIRED. 10. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS= WIDE FLANGE AND CHANNEL SHAPES: ASTM A-36 ANGLE SHAPES: ASTM A-36 (42 KSI MIN. YIELD STRENGTH) 11. SHOP PRIMER IS A RUST INHIBITIVE PRIMER THE PAINT IS NOT INTENDED FOR LONG-TERM EXPOSURE TO THE ELEMENTS. 12. BOLTS SHALL CONFORM TO THE FOLLOWING STANDARDS= ANCHOR BOLTS: ASTM A-301 BUILDING FRAME BOLTS: ASTM A-301, U.N.O. ALL BOLT HOLES TO BE 1/16" LARGER THAN NOMINAL BOLT DIAMETER, U.N.O. INSTALL HARDENED WASHERS WHEREVER HOLE SIZE EXCEEDS THE BOLT DIAMETER PLUS I/16". SIZE WASHER TO EXTEND BEYOND EDGES OF NUT OF BOLT HEAD. 13. REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 60 FOR #4 BARS AND •LARGER,' GRADE 40 FOR #3 BARS. WELDED WIRE MESH SHALL CONFORM TO ASTM A-185 (10 KSI MIN. Fy). LAP SLAB EDGE BARS MIDWAY BETWEEN COLUMNS. ALL LAPS TO BE 40 BAR DIAMETERS MIN., U.N.O. 14. CONCRETE STRENGTH= 2500 psi MIN. AT 28 DAYS 15. GRADE BEAMS, PIERS, AND SPREAD FOOTINGS SHALL BE POURED ONTO UNDISTURBED, NATIVE SOIL WHICH IS FREE FROM ANY MATERIAL THAT WILL ADVERSELY AFFECT THE SOIL DESIGN BEARING PRESSURE REFERENCED ABOVE. 16. LUMBER SHALL BE DOUGLAS FIR -LARCH OF GRADE AND SIZE AS SPECIFIED IN ABOVE NOTES AND ON PLANS. ALL NAILS USED SHALL BE 'COMMON' TYPE, U.N.O. FACE NAIL ALL MULTIPLE 2x MEMBERS TOGETHER WITH 16d NAILS 9 24" o/c, U.N.O. Il. LAG SCREW LOAD VALUES CONFORM TO 2001 N.D.S. TABLES IIK AND 10.3.2 PREDRILL HOLES, IF NECESSARY, TO PREVENT SPLITTING OF WOOD. 18. SILL PLATE SHALL BE 2x6 PRESSURE TREATED ATTACHED TO FOUNDATION WITH: -HILTI X -DNI 12 P5536 POWDER ACTUATED FASTENERS (OR EQUAL) AT 2' o/c INSTALLED PER I.C.B.O. REPORT NO. 1290 OR -1/2" ANCHOR BOLTS AT 4' o/c (P EMBEDDED 4" MIN. PROVIDE ONE FASTENER OR ANCHOR BOLT WITHIN Co" OF MEMBER ENDS. MAINTAIN 2" MIN. EDGE DISTANCE FOR ALL SILL PLATE FASTENERS. NOTE: SEE DOOR FRAMING DETAIL SHEETS (AND SHEAR WALL DETAIL SHEET, IF PROVIDED) FOR SILL PLATE ATTACHMENTS THAT ARE REQUIRED IN ADDATION TO BOTH OPTIONS INDICATED ABOVE. 19. SHEET METAL SIDING AND ROOFING, SHALL BE MIN. 29 ga. UNLESS NOTED OTHERWISE ON FOUNDATION PLAN. FASTEN TO PURLINS 4 GIRTS WITH #10 SCREWS '@ 9" o/c, OR AS RECOMMENDED BY MANUFACTURER. SEE MANUFACTURER'S LITERATURE FOR- ALLOWABLE SPAN INFORMATION AND ATTACHMENT TO SUPPORTING MEMBERS (MANUFACTURER IS RESPONSIBLE FOR INSURING THAT PANEL AND ATTACHMENT WILL SUPPORT THE ABOVE LOADS LISTED). CUSTOMER ACCEPTS ALL RESPONSIBILITY AND LIABILITY FOR ANY SIDING OR ROOFING MATERIAL USED THAT IS NOT PROVIDED BY. WEB STEEL BUILDINGS. DE51GN LOADS= DRAWING INDEX NI GENERAL NOTES N2 FRAMING DETAILS I FOUNDATION PLAN 2 ROOF FRAMING PLAN 3 FRONT SIDEWALL DETAILS 4 REAR SIDEWALL DETAILS 5 RIGHT ENDWALL DETAILS 6 LEFT ENDWALL DETAILS l FRAME HALF 8 BUILDING CROSS SECTION GI ANCHOR BOLT DETAILS C2 FOUNDATION DETAILS SI RAFTER CONNECTION DETAILS 52 FABRICATION DETAILS 53 X -BRACE DETAILS 54 EAVE DETAILS 55 EAVE PLAN VIEW 56 SHEAR WALL DETAILS DI I DOOR FRAMING DETAILS DE51GN LOADS= ROOF SNOW LOAD 20 psf WIND LOAD 80 mph / EXP. ' C' SEISMIC DESIGN CATEGORY 3 SOIL BEARING PRESSURE 1500 psf ROOF PURLINS DEFLECTION CRITERIA L/240 (LIVE LOAD) L/180 (TOTAL LOAD) WALL GIRTS DEFLECTION CRITERIA L120 (WINE) LOAD) ABBREV IAT IONS: W TTE C'.OUN i v % UU)M DEPARTM A P 0 R 0 V r JUL 1 4 2005 ZJS Engineering Services Inc. 350 S. MILLIKEN AVE. SUITE A ONTARIO, CA 91761 PHONE: (909) 974-4150 FAX: (909) 974-4153 - CENTERLINE It - PLATE A.B. - ANCHOR BOLT D.A. - DRILLED ANCHOR EXP. - EXPOSURE EXT. - EXTERIOR INT. - INTERIOR MAX - MAXIMUM MIN. - MINIMUM o/c - ON CENTER PT. - POINT REQ' D - REQU I RED SIM. - SIMILAR SYM. - SYMMETRICAL TYP. - TYPICAL U.B.G. - UNIFORM BUILDING CODE U.N.O. - UNLESS NOTED OTHERWISE W TTE C'.OUN i v % UU)M DEPARTM A P 0 R 0 V r JUL 1 4 2005 ZJS Engineering Services Inc. 350 S. MILLIKEN AVE. SUITE A ONTARIO, CA 91761 PHONE: (909) 974-4150 FAX: (909) 974-4153 TOM GWN BUILDING OROVIL L E, CALIFORNIA ZWEB STEEL" B U I L I N. G S 37396 RUBEN LANE SANDY, OR. 97055 OFFICE: (503)-668-3267 FAX: (503)-668-9441 DRAWN: RLW DATE: 7/15/2005 JOB NO: 2205-091 SHEET: N1 of 19 4" (4) 5/16") HOLES FOR ' 114"41 LAG SCREWS 2" o/c WITH I" EDGE i DISTANCE TYP. • • i 3/16" PLATE • i STEEL FRAME OR COLUMN BREAK GIRT, WHERE / NECESSARY, AT CLIP (t AND INSTALL (2) SCREWS INTO EACH GIRT, FILL ALL HOLES AT OTHER LOCATIONS, U.N.O. tv r (4) 5/16"V HOLES FOR 1/4" i (P LAG SCREWS WITH I" i EDGE DISTANCE TYP. i 3/ 16" PLATE STEEL TOP FRAME OR I/8 SIDE COLUMN TYR. GIRT GL I iz) DETAIL 3" = I' -O" NZ y �N v,� WHEN DOUBLE BRACE IS INDICATED, USE BRACES ON BOTH SIDES NOTE= BRACE ARE LOCATED ON THE DOWN HILLSIDE OF PURLINS y AND THE UNDERSIDE OF GIRTS. 1/8 OP IDE f� CORNER GIRT CLIP DETAIL 3" = 1'-O" OUTSIDE FACE OF WALL/ROOF 400-500 STEEL FRAME OR COLUMN • 2 x PURLINS (2) 1/4%) LAG SCREWS AT I" o/c ANGLE BRACKET, Llxlxl/8" BRACE DETA I L-- SINGLE A DOUBLE BRACES NO SCALE 3/16" PLATE 3/4" MIN. 2 x GIRT ATTACH TO - - — FASCIA WITH (2) 16d NAILS. — - - (NOTCH GIRT 2 1/2" MAX. TO CLEAR ENDWALL RAFTER) GIRT -TO -FAA I A BOARD DETAIL NO SCALE 4" •---------- --------i r ----- AT CLEARSPAN FRAMES, BREAK PURLINS AT CLIP AND INSTALL (3) SCREWS INTO EACH PURLIN, FILL ALL HOLES AT OTHER LOCATIONS i– (6) 5/16"4) HOLES FOR 1/4"(P LAG SCREWS WITH I" EDGE DISTANCE TYP. i i i I i STEEL ------ -- WELD UPHILL FRAME OR SIDE, TACK COLUMN I/g DOWNHILL SIDE TYf='. PURLIN CL I R DETAIL 3" = 1'-0" rxp. 6/30/ \�� CIVIC- OQ� �OF JUL 1 4 2005 FRAMING DETAILS PURLIN AND GIRT ANGLE BRACE: Llxlxl/8" \ ANGLES ARE ATTACHED TO DATE: BOTTOM SIDE OF GIRTS OR JOB NO: DOWNHILL SIDE OF PURLINS I/4"� SAE N2 GRADE '5' BOLTS ANGLE BRACKET, Llxlxl/8" BRACE DETA I L-- SINGLE A DOUBLE BRACES NO SCALE 3/16" PLATE 3/4" MIN. 2 x GIRT ATTACH TO - - — FASCIA WITH (2) 16d NAILS. — - - (NOTCH GIRT 2 1/2" MAX. TO CLEAR ENDWALL RAFTER) GIRT -TO -FAA I A BOARD DETAIL NO SCALE 4" •---------- --------i r ----- AT CLEARSPAN FRAMES, BREAK PURLINS AT CLIP AND INSTALL (3) SCREWS INTO EACH PURLIN, FILL ALL HOLES AT OTHER LOCATIONS i– (6) 5/16"4) HOLES FOR 1/4"(P LAG SCREWS WITH I" EDGE DISTANCE TYP. i i i I i STEEL ------ -- WELD UPHILL FRAME OR SIDE, TACK COLUMN I/g DOWNHILL SIDE TYf='. PURLIN CL I R DETAIL 3" = 1'-0" rxp. 6/30/ \�� CIVIC- OQ� �OF JUL 1 4 2005 FRAMING DETAILS PURLIN AND GIRT ZWEB STEEL- Q U I L o 1 N 6 S 37396 RUBEN LANE SANDY, OR. 97055 OFFICE: (503)-668-3267 FAX: (5m 668 0441 DRAWN: MTD DATE: 7/15/2005 JOB NO: 2205-091 SHEEN': N2 I 4 42'-0" (SIDEWALL) 2 3 . 14'-0" 14'-0" 14'-0" FRAME A.B. FRAME A.B. 30 x 68 ENTRY DOOR X-BRACESHEAR WALL /— (PER SHEET 56) Q120 w •-y �-� I 3 I IA I 3 o = I GI Cl CI Cl �. V COL. o iy X -BRACE I G2 • CI I L L J 2 C •i 2 IB I x 140 CANISTER 0 NF COL •i GI DOOR G2 I — N IB 2 I CI I — - IA _._ • i 3 " I yCC2I3 ' VGOLCICIL— --------------- `n tX-E3f;ZACE J 14'-0" 1 FOUNDATION FLAN Qlis° = r -o" IL -00 Ql BOLT DETAILS LEDGEN 'ixp. 6/30/ G4 B# DETAIL # SHEET # N�q CIV% Q?/ �OF CA���O JUL 1 4 2005 WEB STEEL DRAWN: RLW FOUNDATION PLAN e U I L o 1 N 6 s i DATE: 7/15/2005 37396 RUBEN LANE JOB NO: 2205-091 SANDY, OR. 97055 OFFICE: (503)-668-3267 FAX: (503)-668-9441 SHEET: ROOF PURLINS 2 x 8 #2 DF a 24" o/c SIMILAR 0 � X -BRACING S3 42'-0" WALL V GOA/=' SHEAR WALL j Q W n MI (PER SHEET 56) LNce / W W WALL OOF X -BRACE'\ X -BRACE W (V RIDGE CAP a QTY: 5 0 G ROOF L. PEAK O C„ r W r WALL TYP. a' 1 2 TYP. a0 • X -BRACE ENDWALL FRAMES L \ , S4 S4 ROOF FRAMING PLAN I �No:54869� * xp. 6130104 CIVIL pQ� FCA J U L 1 4 2005 ROOF FRAMING PLAN MWEB STEEL DRAWN: RLW El U -I L o I N G S DATE: 7/15/2005 37396 RUBEN LANE JOB NO: 2205- 09 1 SANDY, OR. 97055 OFFICE: (503)-668-3267 FAX: (503)-668-9441 SHEET. 2 4 SHEAR WALL j Q W n MI (PER SHEET 56) LNce / W W WALL OOF X -BRACE'\ X -BRACE W (V RIDGE CAP a QTY: 5 0 G ROOF L. PEAK O C„ r W r WALL TYP. a' 1 2 TYP. a0 • X -BRACE ENDWALL FRAMES L \ , S4 S4 ROOF FRAMING PLAN I �No:54869� * xp. 6130104 CIVIL pQ� FCA J U L 1 4 2005 ROOF FRAMING PLAN MWEB STEEL DRAWN: RLW El U -I L o I N G S DATE: 7/15/2005 37396 RUBEN LANE JOB NO: 2205- 09 1 SANDY, OR. 97055 OFFICE: (503)-668-3267 FAX: (503)-668-9441 SHEET. 2 TYPICAL cJ X -BRACING (PER SHEET 53) Ll:�FfRONT'511DEWALL ELEVATION 0 LINE A VIEWED FROM OUT5IDE THE BUILDING AT LINEA - 3'-0" (TYP.) FRONT SIDING ELEVATION �@ LINE. A VIEWED FROM OUT5IDE THE BUILDING AT LINE A WALL GIRT5 2 x 6 #2 DF 0 24" o/c °Z txp. 6130/ b(, Nqj. C1V11- � FOF CAS-��C JUL 1 4 2005 FRONT SIDEWALL DETAILS MWEB STEEL" DRAWN: RLW a u I L-0 I N 6 5 DATE: 7/15/2005 ELEVATION &SIDING PLAN 37396 RUBEN LANE JOB NO: 2205-091 (AT LINE A) SANDY, OR. 97055 OFFICE: (503)-668-3267 FAX: (503)-668-9441 SHEET: 4 3 2 1 14'-0" 14'-0" 14'-0" ROOF PURLINS (PER SHEET 2) TYPICAL a'7 X -BRACING S3 I I I I IV WI WI \ / VI DBL. GIRT/ 5GL. CLIP I I I I WALL GIRTS \--X-BRACE (PER SHEET 53) ,REAR S 1 DE ALL ELEVATION 0 LINE E VIEWED FROM OUTSIDE THE BUILDING AT LINE E 1/8'. = r -o" _ 3'-0" (TYP.) s REAR 51DINCS ELEVATION '@ LINE E vIEWI 7M OUTSIDE THE BUILDING AT LINE E lib" = 1.-0., WALL GIRTS r 2 x 6 #2 DF 'B 24" o/c Q Exp. 6/30/ 6 4 N� CIVIC- OQ� 9�OF CA��F J U L 1 4 2005 REAR SIDEWALL DETAILS MmWEB STEELTM DRAWN: RLW 8 u I L 0 1 N G s DATE: 7/15/2005 ELEVATION &SIDING PLAN 37396 RUBEN LANE JOB NO: 2205-091 (AT LINE E) SANDY, OR. 97055 OFFICE: (503)-668-3267 FAX: (503)-668-9441 SHEET: 4 H v I I ,— I I I I I I � REAR 51DINCS ELEVATION '@ LINE E vIEWI 7M OUTSIDE THE BUILDING AT LINE E lib" = 1.-0., WALL GIRTS r 2 x 6 #2 DF 'B 24" o/c Q Exp. 6/30/ 6 4 N� CIVIC- OQ� 9�OF CA��F J U L 1 4 2005 REAR SIDEWALL DETAILS MmWEB STEELTM DRAWN: RLW 8 u I L 0 1 N G s DATE: 7/15/2005 ELEVATION &SIDING PLAN 37396 RUBEN LANE JOB NO: 2205-091 (AT LINE E) SANDY, OR. 97055 OFFICE: (503)-668-3267 FAX: (503)-668-9441 SHEET: 4 T "o DOOR FRAMING NOTES I. CANTILEVER WALL GIRTS PAST FRAME ,. LEGS TO OVERHEAD DOOR JAMBS. 2. INSTALL (4) 2x8 JAMB PER MANUFACTURES INSTRUCTIONS AND PER SHEET DI, TYP. 0 EACH JAMB AT CANISTER DOORS 3. FOR REMAINING FRAMING DETAILS SEE SHEET DI. RIGHT .ENDWALL I NtER I OR SECTION -'3 LINE 4 VIEWED FROM INSIDE THE BUILDING AT LINE 4 1/8" = I' -o" JAMB SECTION 1 1/2" = 1'-0" a Y -O" (TYP.) WALL GIRTS 2 x (o #2 DF 0) 24" o/c V RAFTER BRACE 1 14" Llxlxl/8" 2 ERE4 ENDWALL RAFTER E4 C6x8.2 ERA4 ENDWALL RAFTER A4 Crox8.2 ECE4 ENDWALL COLUMN E4 L4x4xl/4" ECD4 ENDWALL COLUMN D4 WCox9 ECE4 ENDWALL COLUMN E34 W6x9 ECA4 ENDWALL COLUMN A4 L4x4xl/4" W %IU:54869 f Exp61301 ' y� CIV11- �CQ. OF CA�� JUL 14205 RIGHT ENDWALL 51 D I NCS �ELEVAT I ON /3 L I N� 4 VIEWED FROM OUTSIDE THE BUILDING AT LINE 4 1/8" = 1'-0" RIGHT ENDWALL DETAILS ELEVATION &SIDING PLAN (AT LINE 4) MEWEB STEEL" e u I L o i N 6 s 37396 RUBEN LANE . 97055 OFFICE: (503)-668-3267 RFAX: (503)-668-9441 DRAWN: RLW DATE: 7/15/2005 JOB. NO: 2205-091 SHEET: 5 0 O O �r in Lo :;r W %IU:54869 f Exp61301 ' y� CIV11- �CQ. OF CA�� JUL 14205 RIGHT ENDWALL 51 D I NCS �ELEVAT I ON /3 L I N� 4 VIEWED FROM OUTSIDE THE BUILDING AT LINE 4 1/8" = 1'-0" RIGHT ENDWALL DETAILS ELEVATION &SIDING PLAN (AT LINE 4) MEWEB STEEL" e u I L o i N 6 s 37396 RUBEN LANE . 97055 OFFICE: (503)-668-3267 RFAX: (503)-668-9441 DRAWN: RLW DATE: 7/15/2005 JOB. NO: 2205-091 SHEET: 5 WALL GIRTS 1104 3 COLUMN BRACE S I . PER SHEET N2 AT 10'-0" TYP. 12 E�tAl ERE1 � 3 i _ . T/CONCRETE `X -BRACE (PER SHEET 53) LEFT ENE)WALL I NTER I OR 5EGT I ON '3 LINE. 1 VIEWED FROM INSIDE. THE BUILDING AT LINE I LEFT ENDWALL 51 D I NCS ELEVATION /3 LINE 1 VIEWED FROM OUTSIDE THE BUILDING AT LINE I J U L 1 4 2005 LEFT ENDWALL DETAILS ELEVATION & SIDING PLAN (AT LINE 1) WALL GIRTS 2 x 8 #2 DF a 24" o/c DRAWN: SYM DESCRIPTION LENGTH I MEMBER QTY 7/15/2005 COLUMN BRACE 14" 1 Llxlxl/8" I SHEET: ERAI ENDWALL RAFTER Al C&x8.2 EREI ENDWALL RAFTER El C6x8.2 ECAI ENDWALL COLUMN Al L4x4xl/4" ECCI ENDWALL COLUMN Cl WCox12 ECEI ENDWALL COLUMN EI L4x4xl/4" 3'-0" (TYP.) 01 01 �0 �9 LEFT ENDWALL 51 D I NCS ELEVATION /3 LINE 1 VIEWED FROM OUTSIDE THE BUILDING AT LINE I J U L 1 4 2005 LEFT ENDWALL DETAILS ELEVATION & SIDING PLAN (AT LINE 1) `WEB STEEL. _BU I L o 1 N 6 s 1 37396 RUBEN LANE SANDY, OR. 97055 OFFICE: (503)-668-3267 FAX: (503)-668-9441 DRAWN: RLW DATE: 7/15/2005 JOB NO: 2205-091 SHEET: 0 FB30 1 0 FB42 TYPICAL AT FRAMES TO EXTENDED EAVES SYM. ABOUT (TYP_) FB42 — HOLLOW TRIANGLES INDICATE SINGLE 'A' BRACE (PER SHEET N2) 24.1(o FRAME HALF NO SCALE MARK DESCRIPTION LENGTH MEMBER QTY FB30 FRAME BRACE 30" Llxlxl/8" I FB3C6 FRAME BRACE 36" Llxlxl/8" I FB42 FRAME BRACE 42" Llxlxl/8" 2 NOTES= I. UNEQUAL LECs ANGLES TO BE PLACED WITH LONG LECs IN THE PLANE OF THE FRAME. 2. FOR WELDING REQUIREMENTS, SEE SHEETS 52 4 53. DEAD LOAD 5 psF SNOW LOAD 20 p5F WIND LOAD 80 mph, EXP. 'C FRAME TRIBUTARY WIDTH 1 14'-0" TOTAL FRAME WEIGHT I 566 lbs. KEY UPPER CHORD L3x3x.1815 LOWER CHORD L3x2x.1815 INNER LEG L3x3x.1815 OUTER LEG L3x2x.1815 A L lxlx.125 B L 1.5x1.5x.125 C L 2x2x.125 H L3x2x.1815 J ... L3x2x.25 Exp. 613U/ u4 CIVIC- OQ� OF CA�-�F JUL 1 4 2005 FRAME HALF ZmWEB STEEL" DRAWN: MTD 6 U I L __U__l N 5 DATE: 7/15/2005 24' WIDE X 1 6� EAVE 37396 RUBEN LANE JOB NO: 2205-091 SANDY, OR. 97055 OFFICE: (503y668-3267 FAX: (503)-668-9441 SHEET: r. SECTION THfRU - BUILDING (24.1 ra) 1/4" = 1'-0" N15W RADE' LuT No. 869 m� Exp. 6130/010 OF CA�- JUL 1 4 2005 BUILDING CROSS SECTION (24.1 6� MWEB STEEL" B U I L 0 1 N G S 37396 RUBEN LANE SANDY, OR. 97055 OFFICE: (503)-668-3267 FAX: (503)-668-9441 DRAWN: MTD DATE: 7/15/2005 JOB NO: 2205-091 SHEET: 8 1 1/2" 1/4" SIDE It x -1 1/2" x 4" (1/4" OFFSET) 3/16 V BASE t 3/8"x8"x9" w/ (2) INP HOLES FOR 3/4" CP ANCHOR BOLTS (W/ WASHERS) EMBEDDED T' MIN. SILL PLATE/ GIRTS OUTSIDE EDGE OF BLDG./SLAB (SIDEWALL) - O 9" 6" 1 1/2" 3" Y. A.B. PLATE A.B. 3/ 16 BOTH LEGS 3/ 16 BOTH LEGS N A.B.' S r �1' BAY DIMENSION FRAME SASE BAY DIMENSION PLATE DETAIL 3" = 1'-C' BAY DIMENSION BAY DIMENSION OUTSIDE EDGE OF • PLATE BLDG./SLAB (ENDWALL) 1 1/2" 3" 3" 1 1/2" SILL PLATE/ GIRTS _ B: A s 3/16 I TYP. a FLG. TIP AT VF(o3/ 16 3 AT VFC6: (6-1/4"x9"x1/4" It AT V8 AT VF& 8-1/4"x9"x3/8" t 3/16 5 w/ (2) 1" ) HOLES FOR 3/4" ) ANCHOR BOLTS (WITH WASHERS) EMBEDDED l" MIN. ENDWALL BASE PLATE [DETAIL 3" = 1'-O" OUTSIDE EDGE OF BLDG./SLAB (SIDEWALL) SILL PLATE/ w G I RTS C4 TYP. / 3/ OUTSIDE EDGE OF BLDG./SLAB I/4"x3"x3" SQUARE PLATE w/ I"(P 1 1/2" (REF.) (ENDWALL) HOLE FOR 3/4"(P ANCHOR BOLT A.B. Y (WITH WASHER) EMBEDDED T' ANGLE CORNER COLUMN [DETAIL r in niit�inF �n�� nG ai n/;, iri Aa /c0o=lllA1 i i 3" = 1'-O" SILL PLATE/ GIRTS OUTSIDE EDGE OF BLDG./SLAB (ENDWALL) 5 3x3x3/16" 3X3X3/16 BY 3" LONG TYP. w/ I" (P HOLE DR 3/4"(P ANCHOR BOLT (WITH WASHER) MBEDDED l" TYP. 0 (2) LOCATIONS 1 TS CORNER COLUMN [DETAIL 3" = 1'-O" Exp. 6/3010 " �9r cIV��- oe� Ju L *l A4 2005 ANCHOR BOLT DETAILS gWEB STEEL" DRAWN: MLW DATE: 7/15/2005 37396 RUBEN LANE JOB NO: 2205-091 SANDY, OR. 97055 OFFICE: (503)-668-3267 FAX: (503)-668-9441 SHEET: Cl REINFORCING BARS (SEE SCHEDULE BELOW FOR SIZE AND NUMBER OF BARS WHICH MAY DIFFER FROM THOSE SHOWN). PLACE AT LEAST ONE TOP BAR TO OUTSIDE OF ANCHOR BOLTS AT FRAME AND COLUMN BASES. EXTEND BARS 24" MIN. AROUND CORNERS.) f i NOTE: SEE SHEET C3 FOR STEM WALL INFORMATION GRADE B I r B/ / N d I.•1.——.•�•—•° —.°•— de - III III LL �Z O z 0 TIE BAR PER O NOTE 4C O m UNDISTURBED NATIVE SOIL ate-- • (—�• � Q • — • a WIDTH I a di J2 I 6x6- W1.4 x W1.4 WELDED WIRE MESH 'a7 SLAB CENTER. (LAP SPLICE 6" MIN.) SEE NOTE #3 OR #4 ABOVE FOR ALTERNATE. 4" CONCRETE SLAB •r• NOTE: SLAB DESIGN A PROVIDED IS BASED ON A MAX. 2000# CONCENTRATED LOAD SUPPORTED BY SOIL WITH A MIN. ALLOWABLE BEARING PRESSURE �t (ABP) AS SHOWN ON SHEET NI. tq. I SLAB DESIGN FOR LOADS EXCEEDING ABOVE LOAD OR WITH SOIL WITH LESS ABP SHALL BE PROVIDED BY OTHERS. A REBAR 'HAIRPIN' AT FRAME LOCATIONS VT HICKENED SLAB CENTERED ON BUILDING FRAME LOCATION: WIDTH DEPTH TOP BARS BOTTOM BARS IA/C2 12" 14" (1)-#4 (I )-#4 I5/C2 12" 14" (2)-#4 (2)-#5 TYPICAL SLAE3 EDGE DETA I L 0 FRAME BASE LL LuLLw e a u1 O a lu U LL �z I'• a I — o — I-- — co d - u1— L • d TIE BAR PER NOTE 4C A ' \— #3 'HAIRPIN' AROUND ANCHOR SECTION E3 -E3 BOLTS IS FRAME LOCATIONS. EXTEND LEGS 6'-0" 8" BLDG. FRAME c SECTION ,A -,A r ' NOTES= I.) THICKEN CONCRETE SLAB AS REQUIRED TO PROVIDE 3" MIN. OF CONCRETE COVER ON ALL ANCHOR BOLTS AND ' REIN'FORCING AT SURFACES IN CONTACT WITH SOIL. 2). SLAB CONTROL JOINTS WILL HELP TO MINIMIZE SHRINKAGE CRACKING OF THE SLAB SURFACE, AND CAN BE INSTALLED AS FOLLOWS AT THE BUILDING OWNER'S DISCRETION: INSTALL 1/8" WIDE SAW -CUT SLAB CONTROL JOINTS 0 20' o/c (MAX.) EACH WAY. DEPTH TO BE 25% OF SLAB THICKNESS. SPACING MAY NEED TO BE REDUCED DEPENDING ON SITE CONDITIONS. CONTRACTOR TO DETERMINE MINIMUM SPACING. FILL JOINTS WITH SEMI- RIGID JOINT FILLER CONTROL JOINTS SHOULD BE CUT WHEN CONCRETE IS GREEN. TIMING SHOULD BE DETERMINED BY CONTRACTOR CONSIDERING SITE AND CONCRETE CONDITIONS. 3.) SUBSTITUTION: #4 BARS 18" o/c EACH WAY FOR SPECIFIED WIRE MESH IN SLAB. 4.) SUBSTITUTION: 'HI TECH FIBERS' BRAND POLYESTER FIBERS FOR SPECIFIED WIRE MESH IN SLAB, PROVIDED THAT THE FOLLOWING ARE MET: A). FIBERS ARE MIXED INTO CONCRETE IN STRICT ACCORDANCE WITH THE LATEST EDITION OF REPORT #NER-424, B). CONCRETE MUST BE POURED ONTO MINIMUM 2" OF 3/4" MINUS GRAVEL OVER UNDISTURBED NATIVE SOIL. GRAVEL MUST BE COMPACTED TO 951% OF THE MAXIMUM DENSITY AS DETERMINED BY THE STANDARD PROCTOR TEST (ASTM D698) AND MUST HAVE A MINIMUM BEARING PRESSURE AS SPECIFIED IN GENERAL NOTES, SHEET NI. (N CUSTOMER MAY USE ALTERNATE SUBBASE DESIGN, HOWEVER, NEITHER ZJS ENGINEERING SERVICES INC. NOR WEB STEEL BUILDINGS, INC. DOES NOT ASSUMES ANY LIABILITY OR RESPONSIBILITY FOR THE PERFORMANCE OF THE CONCRETE SLAB IF ALTERNATE SUBBASE IS USED.) C). ONE #4 CONT. REBAR WITH STD. HOOK EACH END IS INSTALLED FROM SIDEWALL-TO-SIDEWALL AT EACH INTERIOR FRAME CENTERLINE EXPAND SLAB TO 10" WIDE BY 8" DEEP AT SIDE TO SIDE REBAR LOCATIONS TO MAINTAIN 3" MIN. COVER 5.) NONSTRUCTURAL WEATHERPROOFING MATERIALS AND INSTALLATION AS WELL AS CONCRETE FINISH SPECIFICATIONS SHALL BE AS DIRECTED BY OWNER. •6.) SEE SHEET NI, GENERAL NOTES, FOR ADDITIONAL INFORMATION, INCLUDING SILL PLATE BOLTS. THICKEN SLAB TO 8" DEEP BY 10" WIDE AT CENTER OF FRAMES w/ (1) #4 SIDEWALL TO SIDEWALL WITH STANDARD HOOK AND 3" CLEAR OF BOTTOM #3 HAIRPIN W/ 3" CLEAR TO EDGE OF CONCRETE - HOOK AROUND ANCHOR BOLTS �Q IV%L�Q� FOF CAVA& JUL 1 4 2005 FOUNDATION DETAILS •WEB STEEL"" DRAWN: MLW Q U I L O 1 N 6 S DATE: 7/15/2005 37396 RUBEN LANE JOB NO: 2205-091 SANDY, OR. 97055 OFFICE: (503)-668-3267 FAX: (503)-668-9441 SHEET: C2 1 114" (4) 5/8"(P A301 G' CHANNEL BOLTS ENDWALL RAFTER CN yv WIDE FLANGE ENDWALL COLUMN ENDWALL PEAK DETA I L /3 COLUMN 1 1/2" = 1'-0" 1 1/4" 'C' CHANNEL (TYP.J ENDWALL RAFTER ,.� �v WIDE FLANGE ENDWALL COLUMN II (4) 5/8"0 II A30 -T BOLTS II ENDWALL RAFTER TO COLUMN [DETAIL S 1 1 1/2" = 1'-0" Q�OFESS1py � 2 w 0. 869 m P. 6130/ o Ivi FOF CA���O J U L 1 4 2005 RAER CONN. DETAILS WEB STEEL" DRAWN: MLW FT El U I DATE: 7/15/2005 37396 RUBEN LANE ,JOB NO: 2205- 09 1 SANDY, OR. 97055 OFFICE: (503)-668-3267 FAX: (503)-668-9441 SHEET: S1 1 1/4" 'G' CHANNEL (TYP.) ENDWALL RAFTER CN It 1/4"x4"x4 1/2" w/ (4) 5/8"(P A30-1 BOLTS � ENDWALL FEAK DETAIL 1 114" (4) 5/8"(P A301 G' CHANNEL BOLTS ENDWALL RAFTER CN yv WIDE FLANGE ENDWALL COLUMN ENDWALL PEAK DETA I L /3 COLUMN 1 1/2" = 1'-0" 1 1/4" 'C' CHANNEL (TYP.J ENDWALL RAFTER ,.� �v WIDE FLANGE ENDWALL COLUMN II (4) 5/8"0 II A30 -T BOLTS II ENDWALL RAFTER TO COLUMN [DETAIL S 1 1 1/2" = 1'-0" Q�OFESS1py � 2 w 0. 869 m P. 6130/ o Ivi FOF CA���O J U L 1 4 2005 RAER CONN. DETAILS WEB STEEL" DRAWN: MLW FT El U I DATE: 7/15/2005 37396 RUBEN LANE ,JOB NO: 2205- 09 1 SANDY, OR. 97055 OFFICE: (503)-668-3267 FAX: (503)-668-9441 SHEET: S1 EDGE PURLIN CLIP PT. 'C'— TO C'-TO PT. 'C' AT EA. END I/8 AT EA. END � CENTER ON I PT. 'D' ALIGN THIS EDGE WITH PTS. 'B' 4 'D' BRACE PER FRAME HALF AND SHEET N2 i I/8 8 TYP. AT EA. END ,/8 8 2" 2 O 1 cv 1/8 8 AT EA. END 1/8 1 TO PT. 'A' PT. 'A' . 1/8 6 L4x3x3/8 (BOTH SIDES OF CONNECTION) _ SIDING MATERIAL CENTER ON PTS. 'B' $ C. 4" (TYP.) TO PT. 'A'- 1/8 A' AT 1 EA. END 1/8 V g CENTER ON PT. 'A' ALIGN EDGE WITH PT. 'B' FRAME EAVE 2" NOTES= I. SEE SHEET 53 FOR MEMBER WELDING NOT SHOWN. '' 2. USE 3/4" BOLTS AT LOCATIONS SHOWN. CENTER OF BOLTS TO BE 1 1/2" FROM OUTSIDE EDGE OF PERPENDICULAR LEG OF ANGLE. 3. IF SPECIFIED WELD LENGTHS ARE NOT ALL POSSIBLE ON FRONT SIDE SHOWN, PLACE REMAINDER ON BACK SIDE. 3/4"(P BOLTS (TYPICAL) (SEE SHEET NI FOR TYPE) EXTEND BEYOND NEXT PANEL POINT 12" MIN. - LAP SPLICE 6" MIN. WITH 3/16" FILLET WELD ALONG TWO EDGES OF BOTTOM CHORD PT. 'B' 3/ 1__ TO PT. 'B' 'D' '— SPLICE ANGLE TO TYP. EA. SIDE OF JOINT MATCH CHORD SIZE 3/16 C12" LONG) TYF. CHORD SPLICE 1 1/2" =1'-O" B *� �ExQ. 6130lG� J U L 1 4 2005 FABRICATION DETAILS %WEB STEEL- DRAWN: MTD Q U I L O N G =3 DATE: 7/15/2005 24' WIDE 37396 RUBEN LANE JOB NO: 2205-091 SANDY, OR. 97055 OFFICE: (503)-668-3267 FAX: (503)-668-9441 SHEET: S2 DDDR NG INITIAL X -BRACE INSTALLATION, TIGHTEN CABLE SUCH THAT NO SAG OCCURS, THEN TURN NUT AT ONE END AN ADDITIONAL (2) FULL TURNS. CUSTOMER SHALL PERFORM PERIODIC INSPECTION OF ALL X -BRACING CABLES TO ENSURE TAUTNESS. IF CABLES HAVE LOOSENED, REPEAT INSTALLATION PROCEDURE ABOVE. TOP OF STEEL FRAME COR COLUMN 0 SIM. ® � BLDG. FRAME CONDITION) —, 3/ I (o" V 5" TOT. X -BRACING CONNECTION ANGLE PER SCHEDULE BELOW WITH 1 1/2" SLOT FOR EYEBOLT (CENTER SLOT ON 3" LEG) EYEBOLT WITH NUT 'ROCKER' WASHER PURLIN/GIRT FRAME JOINT AT 2 -MEMBER CONN. b� / FWC. "FLO-LOG" \ STRAND GRIPS "FLO-LOG" CABLE WELD 'A' NOTE: ATTACH AT BASE OF COLUMN AND AT ROOF X -BRACING. IN SIMILAR MANNER NOTE= AT WALL X -BRACING, ORIENT DIRECTION OF 3" LEG (LEG WITH HOLE) TOWARD WALL GIRT5 (AS SHOWN). DRILL 3/4"(P HOLES THROUGH WALL GIRT AND PASS CABLE THROUGH HOLES. LOCATION ASSEMBLY DE51GNATION EYEBOLT GRIP LENGTH CABLE CONN. ANGLE ROOF AND ENDWALLAS FW 250 BA 1/2"(P 19 1/2" LONG 1/4-V L4x3x3/8 x 2 I/2" [51DEWALL!5 FW 3l5 BA 5/8"d) 30" LONG -3/8"(P L4x3xl/2 x 3" X -BRAC I NCS 1 CONNECTION DET. S3 NO SCALE 1 1/2" MIN. \ WELD 0- � %t -lo 6 �-i I I wo \ 1 / PURLIN/GIRT WELD 'B' CHORD FRAME JOINT AT 3 -MEMBER CONN. FRAME ('2WELD CONNECTION S 3 NO SCALE FRAME CHORD MEMBER JJELD 'C' I I I I I I I I I I I I I I I I I I I I I I II II 2-12 STIFFENER (SEE FRAME HALF DRWG.) 2-12\WELD 'D' FRAME DIAGONAL CHORD K'3''STIFFENER WELDING �S3 NO SCALE I WELDING REQUIREMENTS (DET. 2/53) 1 1. CENTERLINES OF WEB MEMBERS SHALL ALIGN AT COMMON POINT AS SHOWN. 2. FILLET WELD LEG SIZE TO MATCH WEB MEMBER THICKNESS. 3. MIN. TOTAL WELD LENGTH AT EA. END OF MEMBER: 4"FOR LIX1 5 1/2" FOR L 1.5 X 1.5 I" FOR L 2 X 2 10"FOR L3X3 4. WELDING SEQUENCE: WELD 'A' FIRST, WELD 'B' SECOND, THEN WELD 'C'. 5. CLIP CORNER OF WEB MEMBER AS REQ'D TO ATTAIN SPECIFIED WELD. WELD ON BACK IF MIN. WELD NOT POSSIBLE ON FRONT. X- BRACE DETAILS 'WEB STEEL:M B I L IN G S 37396 RUBEN LANE SANDY, OR. 97055 OFFICE: (503)-668-3267 FAX: (503)-668-9441 WELD 'E' STIFFENER NOTES I. WELD LEG SIZE TO MATCH STIFFENER THICKNESS. 2. TOTAL WELD LENGTH AT THE ENDS IS THE SAME AS NOTE 3 OF WELDING REQUIREMENT, DET. 2/53. 3. WELD 'E' ONLY REQ'D. FOR L4x4 STIFFENERS. TACK WELD AT OTHER ANGLE SIZES. 4• EXTEND STIFFENER BEYOND PANEL POINT SUCH THAT 1/2 THE SPECIFIED WELD IS PAST THE PANEL POINT. 5. AT INNER LEG STIFFENERS, EXTEND TO WITHIN 3" OF HAUNCH CONNECTION AT TOP ANGLE AND WITHIN 6" OF BASE PLATE AT BOTTOM. � Z CD No. X 69 uj xp. 6/30/ OLP `P'-y�F civil Q- OF CA��F J U L 1 4 2005 DRAWN:I MTD DATE: 7/15/2005 JOB NO: 2205-091 SHEET: S3 WALL GIRTS (PER E4EVATION5) CORNER CLIP (PER SHEET N2) ENDWALL J Q 0 I + cn MIN. (2) SCREWS INTO CORNER EACH WALL GIRT COLUMN A CORNER PLAN VIEW BUILDING ROOFING EDGE PURLIN ATTACHED TO RAFTER WITH TYP. PURLIN CLIP N TYP. PURLIN EDGE PURLIN ATTACHED TO FRAME WITH TYP. PURLIN CLIP n , PURLINS 0 24" o/c (REFER TO SHEET 2 F^p SIZE t TYPE) IN 'A' 2x FASCIA BEYOND TO MATCH DEPTH OF 3�4„ PURLINS (END NAIL TO PURLINS WITH (3) I(6d Q�QFE$$ L3X3X3/16 x 0'-6" NAILS) I 5 5B F LONG WITH (2) 5/8"(PI h�� R 2C A301 BOLTS 1 1/4" •I/8 TYP. T B STEEL CHANNEL RAFTER ; I No. 54869 m CORNER i c Xa.6/30101 * : COLUMN civi OFC BUILDING BUILDING FRAME SIDING 2 EAYE AT BU I LD I NCS FRAME JUL 1 4 2005 CORNER CLIP I I/2" = I' -O" (PER SHEET N2) 2x WALL GIRTS .J`t r'l EAYE AT ENDWALL. S�t 1 1/2" = 1'-0" No WORK THIS SHEET WITH PLAN VIEW - AT SIDEWALLS AND ENDWALLS ON SHEET 55. SAVE DETAILS ZmWEB STEEL DRAWN: MTD. Q U I DATE: 7/15/2005 37396 RUBEN LANE ;JOB NO: 2205- 09 1 SANDY, OR. 97055 OFFICE: (503)-668-3267 FAX: (503)-668-9441 SHEET: SLS OUTSIDE EDGE OF BUILDING (CONCRETE) 2x EDGE PURLIN ATTACH TO ENDWALL FASCIA w/ (3) Irod NAILS n PLAN VIEW -STANDARD EAVES A7 5IDElU;4CL AND ENDWALL NO SCALE URLINS, w/ (3) TYP. U.N.O. z exp. 6130/ o # OF CAL` J U L 1 4 2005 EAVE' FRAMING DETAILS ZWEB STEEL"' DRAWN: MLW B U I L o I N 6 s 1 DATE: 7/15/2005 PLAN VIEW AT STANDARD EAVE AND GABLE A 37396 RUBEN LANE ,toe NO: 2205-091 SANDY, OR. 97055 OFFICE: (503)-668-3267 FAX: (503)-668-9441 SHEET: S5 f NOTE: SEE SHEET 2 FOR SHEAR WALL MATER I A.L I NFOF2MAT I ON. DOOR TRIM (4) 2x6 #2 DF JAMB PER SHEET DI CIF USED) PDH2-5D53 HOLDOWN WITH 5/8" 02 DOOR THREADED ROD INTO CONCRETE OPENING (14) 5D53-1/4 WOOD SCREWS INTO JAMB CORNER OF CONCRETE FND. WERE OCCURS—\ SPACED WMAX. B DDED4"EQUALLY FROM ENDSHOR 3 SC -1 3/8" 5HEAR WALL HOLDOWN IDETA I L 3/4" = I'-0" ('-� SHEAR WALL ' SECT ION )RNER SEE SHEET D DOOR FR< INFORM, INSTALL (2) 2x6 #2 DF CONTII VERTICAL FROM P.T. SILL PLA DBL. GIRT w/ BLOCKING TO BC EDGE OF EAVE P SHADED INDICATES EXTEI PLYWOOD SHEAR I. USE 1/2" CDX 24/0 PLYWOOD. TRIM 1/2" MAX. OFF OF OUTSIDE FACE OF GIRTS/BLOCKING TO RECESS PLYWOOD V SHADED AREA. 2. AT SHADED AREAS, INSTALL &d NAILS V 3" o/c a BLOCKED PANEL EDGES, 12" o/c ELSEWHERE. NAIL TYPES TO BE 'COMMON' OR GALVANIZED 'BOX.' SHEAR WALL HOLI (PER DETAIL SHEAR WALL DETAILS 1 5HEAR WALL [DETAIL 1/4" = 1'-0" 1 ZWEB STEEL - B U I L O 1 N 6 S 37396 RUBEN LANE SANDY, OR. 97055 OFFICE: (503)-668-3267 FAX: (503)-668-9441 Nol.`•4869 Exp. 6130/ oc * ivIl OF CA1.\c0 J U L 1 4 2005 DRAWN: MLW DATE: 7/15/2005 JOB NO: 2205- 091 SHEET: S6 7 DBL. 2x HEADER AT ENTRY DOOR STEEL FRAME OUTER LEG DOUBLE GIRT ABOVE DOOR WITH TYP. PURLIN CLIP PER SHEET N2 AT EACH END OF EACH GIRT TYPICAL GIRT DBL. 2x JAMB TYP. TO MATCH GIRT (ENE) NAIL TO GIRT WITH (2) Trod COMM. NAILS) 1/2" 4' A.B. WITHIN 6" OF JAMB (SEE GEN'L NOTES, SHEET 141) `NTRY DOOR FRAMING DET. OPP. 5 DOUBLE (TRIPLE) GIRT ABOVE DOOR WITH TYP. PURLIN CLIP PER SHEET N2 AT EACH END OF EACH GIRT DOUBLE 2x HEADER 1/2" iP A.B. WITHIN 8" OF JAMB NO SCALE 4 � DI I FACE NAIL JAMB MEMBERS TOGETHER w/ 16d NAILS '@ Co" o/c STEEL FRAME OUTER LEG 2x BLOCKING AS REQ'D FOR CANISTER DOOR HANGER BRACKET @ CHAIN DRIVE SIDE TYP. WALL GIRT DBL. WALL GIRT . 2x'.BLOCKING ABOVE HEADER TO DBL. GIRT DBL. 2x HEADER AT TOP OF DOOR, FACE NAIL TOGETHER w/ IOd NAILS 0 6" ON CENTER 3 11-IEADER CORNER P50N L50 CLIP 2 OPENING DBL. WALL GIRT 2x BLOCKING ABOVE HEADER TO DBL. GIRT DBL. 2x HEADER AT TOP OF TYP. WALL GIRT DOOR,10d NAILS 'a7 6TOGETHER ON CENTER SIMPSON L50'CLIP 6" DOOR OPENING r' `� 1 HEADER CORNER D1 TYPICAL DOOR NOTES= TYPICAL GIRT (NAIL TO JAMB I. SEE ELEVATIONS FOR LOCATION AND NUMBER OF WITH (2) 16d DOORS AND DIRECTION OF SLIDE OF SLIDER. DOOR. COMM. NAILS) 2. MAXIMUM DOOR SIZES: SLIDER: 160 x 16O OVERHEAD 4 CANISTER: 140 x 16o 3. THESE DETAILS DO NOT APPLY TO BI -FOLD OR TRI -FOLD DOORS. CANISTER DOOR FRAMING DETAIL (? 1 CD�N:o 54869' m .6rs' CIV1L Q� 9rFOF CAS-��O J U L 1 4 2005 DOOR FRAMING DETAILS SIDEWALL/ENDWALL DOOR P f ZmWEB STEEL. B I L I N F3= 37396 RueEN LANE SANDY, OR. 97055 OFFICE: (503)-668-3267 FAX: (503)-668-9441 DRAWN: MTD DATE: 7/15/2005 JOB No: 2205-091 SHEET: D1 LLJ LLJ LLj ZO o AR 001-111 owl•.' ms's ,. ,: ,:: , ..�,. , , -w. , w :. tt« v x , � ' ..,, . X.. >•1. $i.,, F r c. T , ,i+: 'k , ,- x.46 r x t `-C'�'�,= y ♦:' tid r `ti .. 'izs � 9 i(' .. d .- ++ ?s... .., .. # `S. aCa` ^. ... '... ..... :. ,, :.... , ,. ....: .,-, ,. :, ... v ,..., , ..,. ', .:' - ..77% i , .. .: / l i t i. ijjj f) IS Z4 t. . mans, sn" r N; MAY VON r. ^ A AWN S._ ... I`. 'pi's #i` e. ,. .. MUMMA 0444, , , v e: „ gill ::. , ' is .: L �a•' '... is : ':`- .. Via' MW , ....., ... , ..-;. ,. , ... ... .... .., ... ;.. :. _ ,.. .. .. ,.. ,.. ,. �'.;' _ ,ffi3S XR Pou} * M v at s','1 , 1 9 - w / `G. Y?. f.. `+}n- ti, .k,u .vr °r' "h _ s.,. ... €� , !.y"�•��TW� _ r fit, ,. i -