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041-470-115
ENVIRONMENTAL HEALTH CLEARARANCE 041-470-68t1• 02-I DATE Z--`3 —03 LOGAN, JIM & LYDIA FINALED �Z� PENTZ RD., PA-A441q CONT: STEVE SICKIE NEW SINGLE FAMILY (4 U116 AN. JIM 4225 P)N'rX RD. PA('.AI)ISh' Cone '001- BUILDERS NL•W PORI. MS'R:ul-SIG 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.netWds PERMIT NO. BP043198 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date: 11/22/2004 APN: 041-470-115-000 the Business and Professions Code, and my license is in full force and effect.r 6 License Class : y' S 3 Licep Number: q'3-39 Site Address: 4225 PENTZ RD PAR Date: �2,X10 Contractor. ®0 L A-, i (cie rs Ma p Index: Description: POOL MASTER 01-516 (510) OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: LOGAN, JIM 8r LYDIA permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant,for such permit to file a 4225 PENTZ RD signed statement that he or she is licensed pursuant to the provisions of PARADISE, CA the Contractor's State License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or 95969 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: POOL BUILDERS 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, 1351 MANGROVE AVENUE provided that such improvements are not intended or offered for CHICO, CA 95926 sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of 530-899-8988 proving that he or she did not build or improve for the purpose of SKIMMERCH@AOL.COM sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does Contractor: POOL BUILDERS 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.). 1351 MANGROVE AVENUE ❑ I am Exempt under Article 3 of the Business and Professions Code Q CHICO, CA 95926 530-899-8988 Date: Owner: SKIMMERCH AOL.COM License #: 833994 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of peoury 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. I have and will maintain workers' compensation insurance, as Engineer: required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: �Fy IU D Total Square Ft: 0 S. F. Valuation: $0.00 Census Code: Policy #: I? ( 3 — OO ( Z O co O 1 certify that in the performance of the work for which this permit is issued, 1 shall not employ any person in any manner so as to 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 1 L Z U Applicant: S WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. CONSTRUCTIOWLENDING AGENCY This permit is hereby issued under t , ,pplicable provisions of the Butte County CodR anrt/gr I hereby affirm that there is a construction lending agency for the R olutioDAo do work indipated bov for w ich fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) Name: B Date: n PERMIT EXPIRES ON: oi � �S Date Address: ❑ I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purpose�� y/1 Print Name: G C 2 fl, Signature: ! Date: (� `L Z O 0 Owner 5d .Contractor O Agent for Owner 6Agent for Contractor BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OF APPLICATION "PLEASE PRINT CLEARLY" OWNER CONTRACTOR Last Name �14N irst Na ti•'V\ Address ZZ� r -H? O f d City t_A.0 t _ StaVA ZS zip J�6� Phone �7 =36 ZO Fax . TR � _'9 5 p d E-mail -Phone$ _g APPLICANT NAME CONTRACTOR Name Name ` v r L -J> r�(L zip`1 rq 3 Address ,�O g O r n 1�re � ZS City Phone Address Std74S.5 4- 3 -Phone$ _g $ -Fa E-mail Lic. #� a 3C� ClaE- 3 APPLICANT NAME ARCHITECT/ENGINEER Name cry 0-� � Address zip`1 rq 3 City Fax f�— State Zip Phone Address Fax E-mail State Ucense Number APPLICANT NAME Name I m 6 L t t✓ V /�- Address cry 0-� � st zip`1 rq 3 Phone call _ g, Fax f�— E-mail APPLICAUT, SIGNATURE XjQ� For office use only: Zoning Flood Zone SRA I Yes I No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS PERMIT No. 04-1 P' BIN # LOCATION AP# ® y 1 - O _' I Property Z -d2_5 P Amount: < < Bldg SRA Crossr',4treVW I WORKER'S COMPENSATION Policy Nu r Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY -Name Address Description or Scope of Wo v tJ 0 00 C,• 0 � Sq. Footag D ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will. expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. K.\FORMS\BUILDING FORMS\BldgApplSubRgmts.doc Page 1 of z REV 7-27-04 Received by: Amount: < < Bldg SRA Receipt #: � Sheriff SMIP Date: 11 Other �Q�Total K.\FORMS\BUILDING FORMS\BldgApplSubRgmts.doc Page 1 of z REV 7-27-04 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 can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMS\BUILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 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. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No 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). ❑_�_3 Sanitationand-site-plan-appr_ovalJrom-the-EnvkDnmentaL Health-Depadment. Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ 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 can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMS\BUILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 7-27-04 i 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: Lo ► \ ASSES OR PARCEL NUMBER G ( I `T " ' J Proposed Building Use: I & 1 ' Counter Technician:%i Date: • 3' Items required in order to apply fo a permit. All boxes MUST be checked OR marked NA in order i' ply. I� 1. Site plans, 3 or 4 sets, signed, by the preparer of the plans.. iVf -� 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4. Engineered truss details and layouts in duplicate. No faxes! ❑ 5. Letter from Engineer or Architect for truss design review. ❑ 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) 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 dpon receipt of the following items.) ❑ 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 ...........................................' ❑ 20. Erosion Control Plan Required........................................................................ ........ ❑ 21. Fees as shown on the attached Schedule of Fees Due Sheet .............................. ❑ 22. City of Chico Plumbing permit........................................................................ ❑ 23. California Department of Forestryj� plan approval ❑ paid. Sent by: ...:......... t ❑ 24. Planning. approval (A) Use: - Z(B)Parking: (C) Parcel Check: rl a ❑ 25. Contact Land Development about _ Improvements, _ Drainage ......................... C-► 26. NPDES Form............................................................................................. ❑ 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......................................:............................. ❑ 33. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 34. Manufactured home utility clearance............................................................... ❑ 35. Existing violations and/or expired permits ................................. :............... ........ I ❑ 36. Deed Restriction......................................................................................... ❑ 37. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D `$ ❑ 38. Other: ❑. 39. Other: When issued Telephone and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. � ) Applicant:*apl� a e _ Date: L/O,( 1. Index pern for the above items numbered: Plan Check Letter 2. Additional items required Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ coun er, by Date: Plans reviewed by: Date: Plans approved by: Date Structural reviewed by: Date: Structural approved by: Date: Note transfer by: Date: ` Yellow: Building Division E.H. USE ar�e_v Plat Plan Anachad _ Floor Plan-Atuchad +� Sant to S.D. / TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance Owner Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for dwelling. Other Hold final for: Final clearance O.K. for: NOTE: `,,nvironmental Health Specialist Date - S, y... F QWITMENT oma, d i i TTF epartme of. Public ®rks �o IIi C o m y o f B u t t e C . C ® J. Michael •Cru.mo, Director LAND DEVELOPMENT DIVISION Storm Water Management Program \� 9 / 7 County Center Drive Oroville• CA 95965 �QClC WCR� (530) 538-7266 (FAX) 538-7171 National Pollutant Discharge. Elimination .System (NPDES) .Phase II Construction Storm 'later, Permit andStorm !Nater Pollution Prevention Plan (SWPPP) Acknowledglement rLESS THAN I ACREl Project Description: 1'' Nin Project Location and/or Parcel_ hluinber: 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 T, therefore, -do not need to apply for a .Construction Storm Water'Pem-dt r from the State of California Regional Water Quality. Control Board. Phased projects that contain- inultiple 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.. 1 r t�D'Z-�S Signed'. Title:�� Date: t3 L' SITE PLAN REVIEWsAPPLICATION Date: /t // S/o �i AP# Cl V Y l -'11r t `Permit Number (if applicable) LI-31 f' APPLICANT INFORMATION Parcel Size: • �Cry Q GtQ_S Owners Name: �Owners Address:f � Z Telephone No:. Situg Address: Proposed Use: Residential - New Single Family Residential ❑ Single Family, Addition ❑ Single Family Remodel ❑ Mobile Home e Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi-family. _. Non-residential ' ❑ New Commercial ❑ Commercial Addition ❑' Commercial=Remodel ❑ New Industrial ❑ Industrial Addition ' ❑ 'Industrial Remodel Other - . ❑ Septic ❑ Well ❑ Agricultural Exempt Building + ❑ -Other: Brief Explanation (if necessary): DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) Approved ❑ Conditionally, Approved = ❑ Resolve*Problems Prior to Approval Site Plan Stamped Approved . ByiL Date Page 1 of 5 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) Expansive Soils (Test for expansive soils and if verified proper foundation design required) /NC4/ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) • Flood Zone: J( • Flood Panel No.: 04oQ0-7 G05-7SC Index Date: ( g ❑ Sacramento River Reclamation District (Approval must be obtained from the Ca 'forma Reclamation Board) ❑ 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 ❑ Administrative Permit ❑ Minor Variance ❑ Variance ❑ Detached Building Use Form ❑ Encroachment- Permit _ ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: s — /-i nc"-& P- Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front o2 0 , Side 3) I Side Street /0 Rear / s r 30 1 Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Applicable Development Fees: Standard Fees Amount 4 0 Formula , ❑' Fire • , ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage' ❑ 'NCSP/CSA 87. - ❑ Chico Urban Area — Road , ❑ Thermalito Impact ❑ Other , • 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: s ` Date of Creation: Legal Access Provided: ❑ No ❑Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained. Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes ' Comments: + ❑ Parcel Deemed to be legal _ - ❑ Verify..Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment " ❑ 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 t 0- Meet Meet current Environmental Health Department requirements. Page 3 of 5 Subdivision Map/Parcel Map: Map Date of Recording: y /o v Lot: o? ❑ Use Permit/Minor Use Permit Permit Number: Book: Page: 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.RC. 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 ❑0 Page 4of5 t L STATE OF CALIFORNIA • SURVEYOR'S CERTIFICATE - COUNTY OF BUTTE The emeaed map was prepared by me or under my direction and Is basad On Al. —& .. , IgB[,DMare me, the undersigned, a Rotary Public, In aro for Is upon a field surYoy In conformance withthe requirement. of the SYbdlvlslao .said State and-Cwniy, po ffy appearedIterateDawean - Map Act at the request of Harold Daw.on known to me la Do rhe person whew n 11 wbsafb d an Seorember 6. /9H0 •1 hereby orate Incl 'be parcel mop procedures _ to the Wrhin hnrrumeni, and aeknewl.dged ro me Phar -be. ROcufad the aline. of rhe local agency haw Dean —Affect whit and Mai MN parcel msp con farms yr arca+t.wn ¢tpw, uw. Is, uos to he approved tentative map and Me condition of approrol thereof which war a required to De fulfilled prior ro the filing of Me parcel map. - RrhTN SA 90rYJ0!1 i. DlGEl6S �_ LAND ' ro±em w rraDka e rtii W. Iy�'%t A. -c0titalY i `1Zt ¢� W ' John 'W.H L.S. STATE OF CA FORNIA ' Afam YaneflaD COUNTY 0 { '?.gyr-t!oe''' • 0'�%7 w .L x,19 .afire me, the underYpned, a Notary Public, In and for - said State and County, ptreondlly appeared Vanku Bar,am COUNTY SURVEYOR'S CERTIFICATE knern to me ro be he parson whnw'name is ibb—fits d to the rifMdn in,Nument This Wrh the reR map cm aremahn of Me SUDdM.lea. Mop act and and ocAnewl.dped .tome that hd e;.C.I.d Me same: local ordinaree. _ ' Dared- Y -C -AI JOHN W. 14AMBY LICENSED LAND SURVEYOR " C Burr. Canty w"Yor Clay Castleberry RLE 14224 - P.O. Boa MH P.O. Boa 642 �L.aa ana'x OR RT1 'STATE OF CALIFORNIA Flied this /Q day o1 ,19PL, Ia Boot COUNTY OF LosQrca.cs of ai bad m a the rywr of J— On WA Acu \L, 1911,bef— tip, the undersigned, a Notary'Public, In and for sold mD �: ' State and Couniy,.bersanIUy appeared Aram Vaneslon , Fe • brown ro m. to be Me Person rhfte. nam. Is subscribed to the Wlhln bufrurn.0 Fite NpISIL Q%%Ji1A. 4 11,I�` � and aokne► :ledged to me that he 1vuled M. sad r ,�.• � Caumy Recorder ' OWNER'S CERTIFICATE , We, tike, canon: Hmare Oew.en a .,ton ne owners of Me . • - ImM as woes on the annewd map, and n . FAYU ARIJ4AN ,as Pucreo ander Deed of Trust morded d _ I. 6-k .f Official Record. at page N: lrl'J F:taFt��COLLY anda trusts.o o atee und yr arca+t.wn ¢tpw, uw. Is, uos Deed of - T.,r recorded In Book of Official Ra%eas or "go—, do hereby artily that w e aro - the only persan.: whose can,enf is necessary to pass clear tills - - - - sold fond and r —.1 to be preparation mite rscardolbn ol. sold —P as W— wilhM nM colored border III.,.' _ Vartke, Bon herald Odweoh ' Afam YaneflaD PARCEL MAP ' FOR HAROLD DAWSON ET. AL. A PORTION OF W 1/2 OF SECTION 6 T21N R4E M.D.BaM ' BUTTE COUNTY CALIFORNIA JOHN W. 14AMBY LICENSED LAND SURVEYOR Paradise. California s Poriola, California - P.O. Boa MH P.O. Boa 642 Sheet loft (916)877-6253 (916)832-9071 T 22N • 4Lo•Io roc 3� NB9•PB'P2�f PBPY... I•,xl �" //� 6 BB9.60 --b%el' r s ^ IJII.IY - •t rain ,er a T21 N o•f i�li%s .D ARCEL 3 7.92 A0 ° z LEGEND: \ r of � ° '• O' Fpuntl atOn00rd D.W. R mam/menl 3 K ° Found pipe topped LS 2313 per D.W R • Pound RIR spike D •'•i : 0 Set 112" capped robot LS 2843 r 1 ! 8F -d ds noted (R)O.W.R. R/W Map 06007-04-10 1 D (M)Measured ' W W S :: • - BASIS OF BEARING: - !1--L- s1' E • I.T.�J'� ee•x , � � rP89.91 _ 1M11°e 'rhe norrAwn l(na of taction 6 shoas N 89-28'22'E IJIY.DI ko,9• i - 1. 0 e v ta Br.wI9• spa .E �_j m an Department of Water Resources Rfpnf o1 Way MOP No. 06007-04-f0 filed in County of Butes Depart—, of Public Warks. W m MBB^PI'LY�£ m •� ._- .'.. - .Ila C.IS ._•..— t �. m _ a PARCEL 4 37.29'. AC. S'E PARCEL I �`•, _ { 39.95 ac. r' _� NOTES ' Scole 1-•300' ' •600 •1\\ ••:•'•tc•�•I There is no as,., that dome,tfc Water is ovaflaDle. Diflalrces shown hereon Ore grid distances, t0 C.A,,erl j . N eB• al' J3'F r,l•l�•• to giodnd multiply by 1.0000710 unless oMerwile 99o.m yy 11 ;,„- x - n01etl. - , y'y,ro!s' .t• �: j .i - Eolemen/s of Record not afro on this —p Ow' 1 due m indarermin°te IocoHon: Book .108 m Deed,. Pdge 338 Book 84 of Daeds, page. 190 1 Ia6e.1! , inIt I B B',R 69 1l s C• ILIA -Il --------- 35 E ,¢., . , ,rr 9rr.0 • i6 u E575.e0 Rr. •IR o1a9r 9..9 IS m 1 PARCEL 2 32.66 AC. If ��• _ o! 8 L PARCEL MAP RARE PLANT. g DAN,.—RRRLrl i Ems see b; \ RO DRIVEWPY9 WILL _ f BEL 70 _ RRPLICT ELILTWITH IT f RARE PLANTT AREA. ; •.. •�'` .t • �oa3J^E0.` .. + ee ASB ,• \/\, r _ .. 6 IYBB.13 Ile 8.11 _ N B9. 11' IB• E La 12 7 6 ROOROD DIST. 2555.68 • 6Lo•10.31 CNS PER 73/SI4 8 I1/72Tt 8 46170 g� CoA_ LOCATION ,. MAP FOR HAROLD DAWSON ET. AL. - A PORTION OF W 1/2 OF SECTION 6 T21N R4E M•D.B&M BUTTE COUNTY CALIFORNIA JOHN W. HAMBY 'LS 2843. / LICENSED LAND SURVEYOR f PARADISE CALIFORNIA SEPTEMBER 1990 s v. tonna src.,9x s 'SHEET 2 OF 2 B tte Coonty Department of Development Services o SOT DIRECTOR rF 7 County Center Drive ° ° ` Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile cOUN'�y ADMINISTRATION * BUILDING * GIS * PLANNING November, 15; 2004 Jim Logan .: 4225 Pentz Road Paradise, CA 95969 Subject: APN — 041-470-115 Dear Mr. Logan, The Butte County Department of.Development Services, Planning Department, has reviewed the submitted Building Permit Application 04-3198 for a pool, and has found your application mi compliance with the established planning criteria. The site plan you submitted meets the setback requirements for your zone as well as applicable map' or use permit conditions. The Permit Application has now been forwarded io the Building Division for their consideration and action. Attached, please find a copy of any use permits, or map notes and conditions for your property. We are providing this to your for your information and future reference. Should you have any questions please feel free to contact me between the hours of 8:00 a.m. and 4:OO'p.m. Monday through Friday at (530) 5384601: Sinc ely, ana Adler Assistant Planner y F i a t } RESIDENTIAL`inti= r < 1' i to .-.i�...,.� - i_"'11P �"7r -.d' �7• '�w..i 4Sis 041,470-086 `• IPrERMiTWO. LOGAN JIM &yLYDIA 4 i r > R w �iN• #c�, s.,'✓, .� PENTZ RD:, PARAD,ISE,r"s i ' r u s r.c CONT: STEVE SICKIE n" lay? �• 1�:'; ;; '} •' MOTES .. y 'jK . 41-1 46 F i a t } RESIDENTIAL`inti= r < 1' i to .-.i�...,.� - i_"'11P �"7r -.d' �7• '�w..i 4Sis 041,470-086 `• IPrERMiTWO. LOGAN JIM &yLYDIA 4 i r > R w �iN• #c�, s.,'✓, .� PENTZ RD:, PARAD,ISE,r"s i ' r u s r.c CONT: STEVE SICKIE NEW'SINGLE FAMILY(4.BR).z .}Sr Z I OFFICE C /Y 4— Address.— GAS f t = �G ��{- £ , s. �a ,Date a ' Lk Meter By ti , +k. s ELECTRI t. Date "iY P Meter By •' It ef, ELECTRIC Date ` f;t ..{ 4 Meter By J t•:'�r -�>;: ,. CHECKED • 1' BY' SRA FLQOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. '- ;� 'SPECIAL INSPECTION ITEMS VERIFY. v s USE PERMIT CONDITIONS ` SUB -STANDARD HOUSING LETTER 1 t ��. � � 't � JOB FINALED (Date) • ' Signature.✓ �� n" lay? �• 1�:'; ;; Sk . 41-1 46 NEW'SINGLE FAMILY(4.BR).z .}Sr Z I OFFICE C /Y 4— Address.— GAS f t = �G ��{- £ , s. �a ,Date a ' Lk Meter By ti , +k. s ELECTRI t. Date "iY P Meter By •' It ef, ELECTRIC Date ` f;t ..{ 4 Meter By J t•:'�r -�>;: ,. CHECKED • 1' BY' SRA FLQOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. '- ;� 'SPECIAL INSPECTION ITEMS VERIFY. v s USE PERMIT CONDITIONS ` SUB -STANDARD HOUSING LETTER 1 t ��. � � 't � JOB FINALED (Date) • ' Signature.✓ �� J = OK P 0 = Not OK = Not Applicable' cMOBILE HOMES { No4Ready .Date �` , MOBILE HOME UTILITIES (Plans) OK except #'s ' ..A1. Zoning Requirements -Setbacks -Easements .Z 'v2.,s,Soils; Special MH Support Sketch Ys.. lie ;'y 3kSevier, Location -Test -Fall -C/O -Concrete 4 - er; Location -Test -Easement Needed (Sketch) 5. Electricity, Location-Clearances-Grnd-/ /Amp-Concrete 6. Gas; Location -Test -Wrap;-/ /" L'ft. �,t z "'/' Nat: or / /-L-ft./ PLPG 7. Well Clearance & Disconnect ti `fir 1 aFs 8. Utility Clearance Ns ` Date �. a3+': «;. Card B-1 Date Card B-1 '—Date = " Card B-1, Date \' Card B-1 Date MOBILE -HOME INSTALLATION (Plans) OK except #'s M SC. a Zoning Requirements -Setbacks -Easements '� .• ^f s 2. Footings; Size -Spacing -Marriage Line *t N Gas; MH Test -Demand -Valve -Connector ] + z,,, 4. tElectricity; MH Test -Crossovers -Breakers -Clearances 5'XDrain; MH Test -Fall -Flex Connector to _\ k X . r x. ', K,'6. Water; MH Test -Regulator -Connector 7. '-Water and Sewer Connected -C/O to Grade -HD Approval ;Gas and Electricity Tagged Tie Downs -Type -Installation Cert. ► T r '+-10. Exits; lnsp.-Sketch ti. Cert. of Occupancy 12. Permanent Foundation Only; License Decal ,Date . •`" Card B-1 Date Card B-1 s Date Card B-1 Date Card B-1 'fF 't'.. iti � r d it ' MISCELLANEOUS' Date DECKS, COVERS, CARPORTS GARAGES (Plans)-OK,except-#'s R•i ' ' - 1. Zoning Requirements-Setbacks-Easemerits-_ 2. Footings; Soils -Size -Depth -Spacing -Connectors Steelkia'4r . t 3. Decks; Girders and/or Joists -Decking, Bracuig Sjairs Rails • e' {` .4. Wood Awn.; Posts- Bea ms- Rftrs.-Con nectorsl > � *fir; • art tA: Tori; S Shthg.•Frg-Bracing ' 5. Alum. Awn.; Columns-Connections-Sphce-Decal-Enclosures it'* c� 6. Carports; Windows-Doors!IR+astir 7. Electric'` i - 8. Frmg.;Sills-Anchors-Studs•Rttrs•Trusses 9r-Siding; Nailing -Veneer -Stucco -Mesh 'S%�10. Roof; Shthg•Rooting '�+1♦G �� t.. a`><'^' w�` \ 11 -Ext. Steps -Doors -Landings t". }t tK-L" ~ i, '.rin 12. Braced Wall Panels `4' 14i -l''l+!• ••S�• srw�ii:a�. � � � %i Date Card B-1 Date r `� _.Card B-1 Date Date Card B-1 Date "`% JCard B-1 FINAL (Plans) OK except #'s •� "rt•": 1. Setbacks- Ease menis i • 4 `1. 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness' . Dead Men -Lining ,r: +' 4. Elec.; Receptacles and Lighting, Distance:GFI 5. Elec.; Pool Lighting; 15 Volts-GFI i-: 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed ." 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 0 ` a 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lgghtg -Ok 11 r * s Boxes- Enclosures- Panelboards-Ins. to Main in ConduiL,r.;ff'l_ r. : 9. Health Department Approvals 10. Plumb.; Cir. Test-Water�Supply Test Q , •e-` 'fix' •y 11. Light Niche '- Nil Date Card B-1 Date < Card B-1 Date Card B-1 Date _ Card B-1 COUNTY OF BUTTE BUICDING'DIVISION z M DEPARTMENT OF DEVELOPMENT SERVICES 4.11.Ma'iii Street • Chico,, CA • (530) 891-2751- ;7 County Center Drive • Oroville, CA • (530) 538-7541, F; CORRECTION NOTICE OWNER '� PERMIT NO., A routine inspection indicates that the following violations of butte county Ordinances exist at the. above address and should be corrected. Please notice this office when correction of work is ' completed. If you have any questions pertaining to this matter, or need additional explanation, 'V Please contact this office immediately. % 2aJ,�ie�l�llf •I� Y !" f a Date Inspector REV 10/92' f .`.- "1 '•f rsti r...y.�a�1•��"�C�.x f-1.Y.R'..L�.• v _. J�.. .. r COUNTY OF BUTTE • ... • .. • ..... ;I BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE as- 1s ` OWNER PERMIT NO.' A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is :x completed. If you have any questions pertaining to this matter, or need additional explanation, H please contact this office. immediately. 3 t-1 � n '� 3 1 i � .�..: , +---W 1f^ .- Yw' ..-,..V ;.' �r� r -yv.v.lKl• _w„.r �•._�X..Ta'c. •1+n.. tea. n .-...r i TrT .�.•-fr. f COUNTY OF BUTTE ” BUILDING DIVISION DEPARTMENT— OF DEVELOPMENT SERVICES-, 411 Main Street • Chico, CA • (530) 891-2751', - 7 C'ou`nty Center Drive - Oroville, CA - (530) 538-7541 CORRECTION NOTICE OWN R PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions?pertaining toahis.matter, or need additional explanation, please contact this office immediately.'3 ` ft :4W, Date Q Inspector REV 10/92 COUNTY OF BUTTE BUILDING DIVISION t. DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street - Chico, CA - (530) 891-2751 7- County Center Drive - Oroville, CA - (530) 538-7541 4 CORRECTION NOTICE 7s• , n r OWNER , t • PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. 0 Date *u REV 10/92 FROM 6 LOEkVkE INSULATION CO-, INC. PHONE NO. : 15303455740 Nov. 25 2003 08:43PM P1 . INSULATION UhK I IrluAI q {. t - V + DESCRIPTION OF INSTALLATION '1. ROOF FMWA NameMoww ` . , • i'hertnal Reel (R Vahte) � . 7hidaness`Md►®s .; . Z. on WR or alanl* Type Eat wghaa F�Btne Jol>rss �.. ' I�j Fhetlrle� R (R -V ) F-�g • k • 'ihId018w (I(td1eS) „_,_ f `lose FIR Type Fbergles Brand Naos Johns ll�nvl{le " Oo�b'Bcbmismin..lted.w®f�'�lft;sq:':��:IF'Fllm�..,�•:"�� :inc�feg::: :;: �,. k ;; tRle uis>'s ins�a�ea9 Per tears i►ootic addevaTimind (R Valtte) 3$: : ` : •: a .3. EXTERIOR WALL - '- { 4. RAISW FLOOR �° _ Thid`vtess (hxt�®s S.." PLOOR /PERIMETER i PerFinater Imuta4lon t icries� - FOUNDATION W Mdedw-.-�-- DECLARATION Bmnd Nerve Thsmud Resletanos (R -V") Efand Nam® .Inhtf_ ,.�4 � ih�rlsl R®si anc (R-V8W8) t Y emd Mame • G;L9 3fl �bn... �"� t � • ZI . v3 . • errl "' Ian , gnww COUNTY OF BUTTE - DEPARTMENT,OF DEVELOPMENT SERVICES - BUILDING DIVISION .7 County Center Drive • TOroville, California 95965 • Telephone (530) 538-7541 PERMI (Rev.12/96) APPLICATION AND PERMIT' ®��1��� ASSESSOR PARCEL NUMBER 041-470-0006 ZONING BUILDING PERMIT OWNER LOGE1, \T JIM & LYDIA TELEPHONE SO. FT. OCC. BUILDING VALUATION 3024 R 163 296.00 . OWNERS MAILING ADDRESS 224 SiMWff OAKS, Pk?n.DISE 679 R 34$764.00 CONTRACTORS NAME STEVE SICK= 1345-C314.6 TELEPHONE CONTRACTORS MAILING ADDRESS 31 GARDINIA CHICO Cts 959'26 CONSTRUCTION LENDER Fireplace .1500.0 LENDERS MAIUNG ADDRESS Total Valuation S ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 1108.50 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 720 50 BUILDINGADDRESS 1422S pentz rd.. Paradise Energy Plan Checking Fee $ $ PERMIT FEE $ 1872.00 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Trap 2C 7.00140.00 USEOFSTRUCTURE SF It] Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 15-00 Each gas water heater or vent 15.00 is oo TYPE OF WORK Newer Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: X54 SINGLE FAMILY (ABR) Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 15 Mobile Home S G W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 Main Service 200AORLESS 23.00 LICENSED CONTRACTOR'S DECLARATION 1 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.POWER License Class 13-1 Lic. No. t 3 Q OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' nsation, as provided for by section 3700 of the Labor Code, for the P or of the work for which this permit is issued. Favoerrrndwill maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' cgmpensation insurance carrier and policy number are; Carrier FcIiIC� Policy Number /S6 f06-? — 00 (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become'subject to workers' 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 f with omply with those provisions. Y;,. X_�__ Date 4o © Ig to o Applicant - ❑ Owner DeContractor ❑ Agentl An OSHA permit is required for excavations over 5'0"nd demolition or construction of structures over 3 stories in heigh de 1 o Main Service TO L 46.00 NEW CONST. DWEWNG OCCUP. SO WE U OR ( s Acc. stns. 3.50 FT: 1 0.0 CNS. NON-a°�ID MULTI.OUTLFT 97.50 APPARATUS S SINGLE OUTLET CIR. p .00 EX. Occup. OUTLET OR FIXTURES BAL O 15 , NS Ex. Occup. oFIXunFrs RES D.OEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEES 91 i -on MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation Gas heater 19-00 PERMIT FEE $ 133-50 Mobile Home Installation Fee $ Energy Inspection Fee $ 6.O Occ R3 CONST. TYPE VN TOTAL FEE $ 24S4-90 X HAZ. D. FEES IMP FLOOD CD; PARC PD HD UE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. �7 By6_ate 1,63 PERMIT EXPIRES ON 2-1-Z % Del Receipt No, ..� WHITE-D.D.S.- .D. CANARY -AS SOR PIN N ECTOR GOLDENROD -APPLICANT G/ _:�'70dlA1 'ie[J-- `�.5' Feb 01 02 08:13e P. i COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIi — ASSeSSORPAACELN FA �7 ZONINO 7I y ' S- H BUILDING PERMIT �-t OWNER TELEPHONE SO. FT. OCC. BUILDING VALUATION .�1&* n-_ L1,� t' 4.0 41 • OWNERS MAUND AD 9S COMM`�T OR'S NAME, ✓ CONTRACrORS WW ADDRESS CONSTRUCTIONLENDER LENDER'S AWING ADDRESS ARCHITECT OR ENGINEER ARCHITECT OR ENGINEERS KNUNG ADDRESS _ BUT.OINQADDRESS A TELEPHONE 3IV Cr >d -g LICENSE NO. 1 Lor No. 17 1 suswmio sNAME Q� e>� / n O PARCEL MAP L USEOFSCTR• U/CTUURE A(— SF LSF P,"Ouplex ❑ Mobilehome O Other sPCClry TYPE OF WORK New.W Addition ❑ Remodel ❑22 Utilities O Installation 0 Other O Describe Work: Y /JA, *PERAAIT FEE PAM SRA • - SHERIFF OTHER - . /UKOtJN'T RECEZVE� 93 � *RECWT "JAMM 3633�- " TO a rvr wro cO1MKJnR Um .oar 1 G 1 i -1;1� � 57�_—I I Fireplace I I / �3�Q • OD Tntal Valuatinn S%� _—C 1_ �� Filing Fee $ 20.00 Permit Fee Ila -50 $ Plan Checkina Fee UP $ }y Energy Plan Checking Fee $ Ex. Occup. $ -- Q L_ PERMIT FEE $ PLUMBING PERMIT Filing Fee -20.00 Each Trap 7.00 ii�Q-- Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.001 Isr- Gas piping system 1 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I WT- (020.001 Ex. Occup. PERMIT FEE S 27-0 – Ex. Occup. ELECTRICAL PERMIT Filing Fee 20.00 Temporary Main Service OR LESS 60OR LESS 23.00 20.00 Main Service 200A TO I000A 46.001 NCW COM // OWELLINO OCGUP. SO. or 4DDNS..S"I s ACC. eLns. 3.54n. NON -AMID. VIU 10. MULTI -OUTLET @i,SOi Ex. Occup. OImET OR FDRURE9 B20 W '.00 Ex. Occup. FU(ED APPWS. OR ouTLE�O ESID. EA 5.00 Temporary Service _ _ 23.00 -- Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ i MECHANICAL PERMIT Filing Fee 1 20.00 Heatinc 1111 ri I yrs 6.50 PERMIT FEE Mobile Home Installation Fee S Energy Inspection Fee $ / 'Aj ITOTAL FEE HA2. D. FEE'S 1 !!9 FLA00 rl P PO,I'I� SUE ---• ' j/ This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work Indicated above for which fees have been paid. .. 4R�. 5 By Date Receipt No. PERMIT EXPIRES ON WHITE-D.O.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD•APPLICANT — (Da I!) :rk-i.....1-Inre.n.v.T..,. - ;►f• 4-;,�,-f+-.+:.yi•...ut"�..i,:V...:..J^^',....::R�...•.r � ..+,-i�'�'' ,-'�`�."''','jA+.-r4�•••i+.►-..--:.yil�.�,y:,��.fL,�y,'�''L.�'�`a: �:aY�"'�.�;���':.:.:+v�+ks �lti `r���;.�v.t-:-+T�A1.K-�f COU,,'VTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 PERMIT APPLICATION DATA SHEET L OWNER: �` �"� ASSESSOR PARCEL NU BER: - 4/7,D,_ 0 �G J � Proposed Buildin se: --J �!��- 's Building Inspector: ,i � Date: At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: Date Received By ❑ 1. All items have been submitted............................................................................................................. ❑ 2. Plot plans, 3/4 sets, signed by the preparer of plans............................................................................ ❑ 3. Complete plans, 3/4 sets, signed by the preparer of plans................................................................... ❑ 4. Engineered plans and calculations, 3/4 sets, with wet signature on plans. All engineering must be shown on plans............................................................................................. ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ............... ❑ 6. Energy Design Compliance and supporting documentation........................:....................................... ❑ 7. Statement of Intent for Non -Heated and A/C Buildings...................................................................... ❑ 8. Hazardous Material Form.................................................................................................................... ell, 9. Manufactured Home Data and Installation Ins ructions including Tie Down Specifications .............. Fees of $ A- /1�r5'.`l��................................................................................. Impact Fees as shown on the attached schedule........... .... .. .... . %412. California Department of Forestry Plan Approval/Fees.............. ..................�.... Ll.l�.................. ❑ 13 Flood Elevation Certificate . ....................... E4v 14. Sanitation and Plot Plan Approval C kI/ L e;) Environmental Health Department.......... ❑ 15. City of Chico Plumbing Permit......................................................................................................... ❑ 16. Plot Plan and Business License Approval from the City of Biggs ....................................................... ❑ 17. Planning Approval for (A) Use: (B) Parking: ........... ❑ 1 ! Contact Land Development about Q Improvements, ❑ Drainage, ❑ Legal Parcel ........................... 19. Encroachment Permit for Driveway (construction approval prior to occupancy).....?ee!. .......... ❑ 20. Pre -Inspection for required. Request to Building Inspector (Date) ❑ 21. Contractor's License Information (Number, Name Style, Classification) ........................................... ❑ 22. Workers' Compensation carrier and policy number............................................................................. ❑ 23. Owner -Builder Verification (❑ Given to Owner, ❑ Mailed to Owner) . ................................. :.......... Letter of Signature Authorization........................................................................................................ Alike QW Recorded Copy of Agricultural Acknowledgment Statement.............................................................. - 26. Letter of Intent on Building Use/Detached Accessory Building Form ................................................ ❑ 27. Manufactured Home Utility Clearance................................................................................................ ❑ 28. Existing violations and/or expired permits.......................................................................................... ❑ 29. ❑ 43. A, Q Gr cad, ❑ M.H. Title, D Check to H.C.D. $ ..................... VI A430. Other .................... �I`"' When you issue the permit, process as follows: ❑ Mail to Own , ❑ Mail to Contractor. ❑ Telephone and hold for pickup at office. ❑ Deliver with Inspector. Applicant) Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, Q Air Pollution _ Date: Copy of Plans sent ❑ Health Department, Q Fire Del 1. Index permit Application for the above items num 2. Additional items required: Date: /) B L By: Contractor, designer, owner, was advised of the above required data by: ❑ phone, ❑ mail, ❑ Building Division counter, By: Date: Contractor, designer, owner, was advised of the above required data by: Q phone, ❑ mail, Q Building Division counter, By: Date: Contractor, designer, owner, was advised of the above required data by: Q phone, ❑ mail, ❑ Building Division counter, By: Date: Contractor, designer, owner, was ad>4sed of the above requireddata by: ❑ phone, Q mail, ❑ Building Division co ter B Date: Plans reviewed by: Date: PI na s reviewed by: %n / Date: Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services - Building Division N TO: FROM: SUBJECT: Building Departme t Environmental Health tation Clearance IRA, Location AP# r: Sewage Disposal X later S pply: Public Pr* ate Well dwelling: 4 �� Other ] n C� C4 A-4 S b„�_ Owner Plan Approve Clearance for vie, Hold final for: �.E E.H. USE OAi Y Am Plan AKacho A Flow Pian Ann . d sancta 8.0. O.K. for: NOTE: Environmental Health Sp ialist Date 8/96 OWNER COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE , y2 d Lp �J A.P. # y/' . Z/ —0186 PROPOSED BUILDING USE r " DATE / 3 �z— `� `Z s RECEIPT # DATE REC. ' L 1. -BUILDING PERMIT FEES Balance Due ............... ........ $ Additional Fees Due .:............... $ Additional Fees Due ............... $ Revised Plan Checking Fee ' .............$ ii ,, � _ 2. SCHOOL DISTRICT FEES A� V / � A- q l� y� (paid at District Office) (Available after Plan Check) • 03 � � � % .`Tr ti ' 3. SHERIFF FEES (paid at Building Division) J_ Residential ...................... x $360.00 = $ �� UJ Untts . ✓✓ Commercial (sq. ft.) ............... 'x $0.03 = $ Sq. ft. 4. URBAN AREA FEES (paid at Building Division) Residential ................... x = $ # Units • Amt. Commercial (sq. ft.) ............ . x-=$ Sq. ft. Amt. 5. RECREATIONAL DISTRICT FEES (paid at District Office) (Available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) `7. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # L' ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE a $2500.00 (paid at Building Division) l 10. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed Buring the plan checking process. , APPLICANT ,Z�� DATE Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, arid 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 Buiding Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 6/00) AND WHEN RECORDED MAIL TO: 2002-0034574 . 1. BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE I r \ Recorded I RE:C FETE 7.00 _ OROVILLE, CA 95965 `� Offi6al Records I LI F ORM .00 County Cif L qu ( I: i CANDME J. 6RUBBS ^ Recorder 1' RC{.%t4ARY DICKSON I. , Assistant I Barbara 02:19PM 0 -Jul-2002 I Page 1 of 1 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT ` Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within, an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones-and on I ;. adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. Ll All that real property situate in the County of Butte, State of California, described as follows: ' Parcel 2, as shown On that certain Parcel'Map, filed in.'the Office of the Recorder of the +. County of Butte,..Sta.te•.of,-California, on April 10, 1981, in Book 82 of Maps,,at Page,29. Date July 3, 2002 PROqRTY OWN RS: ~ ` Jame Lo an r L is A. Logan' State of California ) Count of Y Butte ). On 114 1, 2002 before me, » Mari on I- . Rai,kPr, Nota ry personally appeared James R. Logan & Lyndia A. Logan personally known to me (or proved tome on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted,,executed the instrument. a WITNESS y hand an"fficial seal. ' ,�•`.`° MARION L. BECKER Signature �G ,G Seal: r ^ ' Comm. #1299521 _ NOTARY PUBLIC CALIFORNIA Q o BUTTE COUNTY 1 My Commission Expires Apr. 13, 2005 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R Logan SFR 2/17/2003 Project Title Date Pentz Rd. Paradise Project Address AEC GROUP (530) 892-8008 Documentation Author Telephone Computer Performance 11 U Buildin/3 Plan Check / Date Field Check / Date Compliance Method (Package or Computer) Climate Zone I Enforcement Agency Use Only GENERAL INFORMATION Const. Assembly U -Value Total Conditioned Floor Area: 3,703 ftp Average Ceiling Height: 8.6 It Total Conditioned Slab Area: 0 f? Building Type: 0.065 (check one or more) None RI Single Family Detached ❑ Addition ❑ Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (Southwest) 225 deg Floor Construction Type: ❑ Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 2 ® Raised Floor Component R-38 Roof (R.38.204.16) R-19 Wall (W.19.2x6.16) Solid Wood Door R-19 Floor (F.19.2x8.16) FENESTRATION Frame Type Const. Assembly U -Value Location/Comments (attic, garage, typical, etc.) Wood 0.028 Exterior Roof Wood 0.065 Exterior Wall None 0.387 Exterior Door Wood 0.038 Exterior Floor / Over Crawlspace (w/R-6 Credit) Shading Devices Type Orientation Area Fenestration Exterior Overhang Side Fins SF U- actor S GC Shading Yes / No Yes / No Left (Northwest) 22.0 0.42 0.53 Bug Screen X❑ ❑ ❑ X❑ Rear (Northeast) 113.0 0.42 0.53 Bug Screen X❑ ❑ ❑ X❑ Front (Southwest) 90.0 0.42 0.53 Bug Screen ❑ X❑ ❑ X❑ Front (Southwest) 9.0 0.37 0.53 Bug Screen El 0 E] X❑ Front (Southwest) 141.0 0.42 0.53 1 Bug Screen Q ❑ ❑ Q Front (Southwest) 4.0 0.39 0.55 Bug Screen El 0 1:1 0Right (Southeast) 15.0 0.57 0.67 ❑ X❑ ❑X❑ Right (Southeast) 25.0 0.42 0.53t Buq Screen ❑ X❑ ❑ X❑ Right (Southeast) 35.5 0.37 0.53 OV Bug,,ScreenV ❑ 0 ❑ X❑ Right (Southeast) 20.0 0.42 0.53 , Bu "Screen - X❑ ❑ ❑ X❑ Left (North) 15.0 0.37 0.53 Bug Sc e` n` X❑ ❑ ❑ X❑ Left (North) 76.0 0.42 0.53 u'g Screen X❑ A. ❑ ❑ X❑ Run Initiation Time: 02/17/03 11:16:22 Run Code: 104550938i� A, A- E.ergyPro 3.1 By Ener Soft User Number: 5094 Job Number: AR143LOG-^ Pa e:3 of 15 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R , Logan SFR Fenestration 2/17/2003 Project Title Date " Pentz Rd: Paradise U -F ctor SHGC Project Address Yes / No Building Perrnit # AEC GROUP (530) 892-8008. Plan Check/Date Documentation Author Telephone -Bug Screen Computer Performance 11 Field Check / Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION 0.53 Bug ScreenX❑ Total Conditioned Floor Area: 3,703 if • Average Ceiling Height: 8.6 ft Total Conditioned Slab Area: 0 ft2 ' Building Type: Bug Screen ❑ X❑ (check one or more) Rear (Northeast) X❑ Single Family Detached ❑ Addition , ❑ Single Family Attached ❑ Existing Building ❑ X❑ ❑ Multi -Family ❑ Existing Plus Addition ; Front Orientation: (Southwest) 225 deg_ Floor Construction Type: ❑ Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 2 ® Raised Floor Const. ent Frame Assembly Location/Comments Type U -Value (attic, garage, typical, etc.) FENESTRATION Shadinn Devir_Pc Type Orientation Area . Fenestration Exterior Overhang Side Fins SF U -F ctor SHGC Shadin Yes / No Yes / No Rear (East) 36.0 0.39 0.55 -Bug Screen X❑ ❑ ❑ X❑ Rear (East) 10.5 0.42 0.53 Bug ScreenX❑ ❑ Q - X❑ Rear (Northeast) 30.5 0.37 0.53 Bug Screen ❑ X❑ ❑ X❑ Rear (Northeast) 36.0 0.42 0.53 Bug Screen ❑ X❑ ❑ X❑ Left (Northwest) 25.0 0.42 0.53 Bug Screen ❑ X❑ X❑ El ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Run Initiation Time: 02/17/03 11:16:22 Run Code: 1045509382 Ener Pro 3.1 By Ener Soft User Number. 5094 Job Number: AR143LOG-1 Pa e:4 of 15 a t I I Certificate of -Compliance: Residential (Part 2 of 2) CF -1 R Logan SFR 2/17/2003 Project Title Date HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under, Water Heating Systems, except Design Heating Load. Distribution Heating Equipment Minimum Type and Duct or, Type (furnace, heat Efficiency Location Piping Thermostat Location / pump, etc.) (AFUE/HSPF) (ducts, attic, etc.) R -Value Type Comments (:Pntral Furnace 90% AFUE Ducts in Attic 42 Setback HVAC System Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location heat pump, evap. cooling) (SEER) (attic, etc.) . Duct ,. ° Thermostat Location / R -Value . Type • Comments Split Air Conditioner 13-0 SEER Ducts in Attic 4 Setback HVAC System s WATER HEATING SYSTEMS Rated 1 ' Tank Energy Facts 1 External Water Heater Water Heater Distribution # in. Input Cap. or Recovery Standby Tank Insul. System Name Type Type Syst. Btu/hr (gal) Efficiency Loss (%) R -Value A.O- SMITH FPS -50-224 Small Gas Recircrremp 1 43 000 50_ 0.60 n/a n/a 1 For small gas storage (rated inputs of less than or equal to 75,000 BtWbr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. The undersigned recognize that compliance using duct sealing and TXV's requires installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions code) Documentation Author Name: Title/Firm: AEC Group Address: 555 Flying V, Ste. 3 Chico, CA 95928 Telephone: soo8 Lic. #: a ( ate) forcement Agency Name: Title/Firm: Address: Telephone_ Name: Larry J Warner AIA Title/Firm: AEC GROUP Address: 555 Flyinq V, Suite 3 Chico, CA 95926 Telephone: 892-soo8 (i ure) r (date) 4 IEnergyPro 3.1 By EnergySoft User Number: 5094 Job Number: AR143LOG-1 Page:5 of 15 1 f Certificate of Compliance: Residential (Addendum) . ' 2F -IR Logan SFR 2/17/2003 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special r written justification and documentation, and special verification to be used with the performance approach. The local enforcement aaencv determines the adeauacv of the iustification, and may reiect a buildinq or design that otherwise complies based on the adequacy of the special justification and documentation submitted. Plan Field An Air Retarding Wrap must be installed per the manufacturers specifications that must comply with ASTM El 6T7-95. HERS Required Verification These features must he confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -6R. Plan Field F ' t HERS Required Verification These features must he confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -6R. Plan Field F 1 i Run Initiation Time: 02/17/0311:16:22 Run Code: 1045509382 EnergyPro 3.1 By EnergySoft User Number: 5094 w Job Number. AR143LOG-1 Page:6 of 15 s 1 Mandatory Measures Checklist: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes or enter WA if not applicable. DESIGNER ENFORCEMENT Building Envelope Measures '§ 150(a): Minimum R-19 ceiling insulation. © § 150(b): Loose fill insulation manufacturers labeled R -Value. e insulation.manufacturer's Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does not apply to exterior mass walls). ❑X ' § 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent. ❑§150Q): Slab edge insulation -water absorption rate no greater than 0.3%. water vapor transmission rate no greater than 2.0 perm/inch. §118: Insulation specked or installed meets insulation quality standards. Indicate type and form. ® §116-17: Fenestration Products, Exterior Doors and Infiltration/Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain r Coefficient (SHGC), and infiltrationcert c' ation. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. § 150(8): Vapor barriers mandatory in Climate Zones 14 and 16 only. 5 §150(f): Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures §110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. ® §150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACOA. §150(): Setback thermostat on all applicable heating and/or cooling systems. ❑X § 1500): Pipe and Tank Insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined intemallextemal insulation. 4. All buried or exposW piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55 degrees F. insulated. 6. Piping insulating between heating source and indirect hot water tank. Ener6yPro.3.1 By EnergySoft User Number. 5094 Job Number. AR143LOG-1 Page:7 of 15 Mandatory Measures Checklist: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an , asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes or enter NIA if not applicable. DESIGNER ENFORCEMENT Space Conditioning, Water Heating and Plumbing System -Measures: (continued) ❑ -§150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the`requirements of the 1998 CMC Sections 601, 603, 604 and Standard 6-3; ducts insulated to a minimum installed level of R-0.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL181, UL181 A, or UL181 B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic andeither mesh or tape shall be used. Building cavities shall not be used for conveying conditioned air. Joints and seams of ducf systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used'in combination with mastic and drawbands. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain duds. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the duds. 3. Joints and seams of duct systeris and their components shall not be sealed with doth back rubber adhesive duct tapes unless such a tape is used in combination with mastic and drawbands. 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilation systems serving conditioned space have eitherautomatic or readily accessible, manually operated dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not limited to the following: Insulation exposed to weather shall be suitable for outdoor service e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can Buse degradation of the material ❑ §114: Pool and Spa Heating Systems and Equipment . 1. Certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating, and no pilot 2. System is installed with at least 36" of pipe between filter and heater for future solar, cover for outdoor pools or spas. a. At least 36" of pipe between fitter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. X] §115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light (Exception: Nonelectrical cooking appliances with pilot < 150 Btu/hr) ❑ §118 (f): Cool Roof material meet specified criteria Lighting Measures ® §150(k)l : Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumens/watt or greater for , general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. © §150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 IumensMratt or greater switched at the entrance to the room or one of the afternative to this requirement allowed in Section 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. 3.1 By EnergySoft User Number: 5094 Job Number: AR143LOG-1 Page:8 of 15 Computer Method Summary 3,703 ft2 Floor Construction Type: X❑ (Part 1 of 3) C -2R 1-nq,3n SFR Project Title Penta Rd Paradise Single Fam Detached 2/17/2003 Date Project Address (Southwest) 225 deg Total Fenestration Area: Building Permit # AFr, GiRO(1P 1.00 (530) 892-8008 31,969 ft 3 Documentation Author 2 Telephone Plan Check/Date romnljt _r PPrfprmanre Compliance Method (Package or Computer) 11 Climate Zone Field Check/Date Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 17.93 14.60 3.33 Space Cooling 11.96 13.97 -2.01 Domestic Hot Water 7.70 7.01 0.68 Totals 37.58 35.58 2.00 Standard: 5.3% Total Conditioned Floor Area: 3,703 ft2 Floor Construction Type: X❑ Raised Floor E] Slab Floor Building Type: Single Fam Detached Building Front Orientation: (Southwest) 225 deg Total Fenestration Area: 19.0% Number of Dwelling Units: 1.00 Total Conditioned Volume: 31,969 ft 3 Number of Stories: 2 Total Conditioned Slab Area: 0 ft 2 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name HVAC Syctam Floor Area Volume 3703 31 gs Units Zone Type 1 00 C:onditinned Type Hgt. Area Sethark n/a OPAQUE SURFACES Act. Type Area U -Fac. Azm. Tilt Rnnf 679 0.028 225 _0 Wall 265 0065 315 _ o Wall 142 0065 45_ gn Wall 267 0.065 135 90 Dnnr 20 0.387 135 -90 Wall 102 n 065 _225 An Floor 0 0.049 _0 180 Flnnrr,q 3,924 0.038 0 ign Wall 78 0 065 _225_ go Wall 72 n 065 995 go Wall 69 0065 "5_ —90 Wall 85 0065 995 90 Wall 14 0 065 _225_ 90 Wall 85 0.065 " _90 Wall 78 0065 "5 — n Wall 30 0 065 275 Lyall 36 0 065 29.9;_ An Wall 27 n 065 I IS gn 1tl1211 27 0.065 135 90 Wall 30 0.065 135. _90 Wall 31 0.065 X35_ 90 Wall 93 0065 13,5 go Wall 106 n 065 1.1ts; An Wall 70 0065 135 gn Wall 12 0 065 1,119 gn Wall 60 0065 45 90 Wall 89 0.065 a 90 Wall 54 0.065 —90 90 Wall 38 0.065 _ 5 90 Solar Gains Y / N Form 3 Reference Location / Comments Run Initiation Time: 02/17/03 11: EnergyPro 3.1 By EnergySoft User Number: 5094 Job Number: AR143LOG-1 Page:9 of 15 1 Computer Method Summary 3,703 ft2 Floor Construction Type: X❑ (Part 1 of 3) C -2R Prod 4ct Title Pentam Rd Paradise Single Fam Detached 2/17/2003 Date Project Address (Southwest) 225 deg Total Fenestration Area: Building Permit # AFC: rRQ! IP 1.00 (530) 892-8008 31,969 ft 3 Documentation Author 2 Telephone Plan check/Date CIomo ft _r P _rformanne Compliance Method (Package or Computer) # of Thermostat Vent 11 Climate Zone Field Check/Date Source Energy Use Standard Proposed Compliance Solar (kBtu/sf-yr) Design Design Margin Gains Space Heating 17.93 14.60 3.33 Tilt Y / N Form Space Cooling 11.96 13.97 -2.01 1st Flom Domestic Hot Water 7.70 7.01 0.68 1sFlrmr Totals 37.58 35.58 2.00 1st Flnnr Percent better than Standard: Wall 62 0.065 45 5.3% 1st Flnnr Total Conditioned Floor Area: 3,703 ft2 Floor Construction Type: X❑ Raised Floor ❑ Slab Floor Building Type: Single Fam Detached Building Front Orientation: (Southwest) 225 deg Total Fenestration Area: 19.0% Number of Dwelling Units: 1.00 Total Conditioned Volume: 31,969 ft 3 Number of Stories: 2 Total Conditioned Slab Area: 0 ft 2 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area Solar OPAQUE SURFACES Act. Gains Type Area U -Fac. Azm. Tilt Y / N Form 3 Reference Location / Comments Wall 27 0.065 a An —x —D R-19 Wall (W_19.2c6.16) 1st Flom Wall 88 0065 _g _90 ® ❑ R-19 Wall (W_19.2x6.16) 1sFlrmr Wall 160 QO65 45i — 0 ® ❑ R-19 Wall 6W_192x6.161 1st Flnnr Wall 62 0.065 45 90 ® ❑ R-19 Wall 6N.19.ac6.1Q 1st Flnnr Wall 196 0.065 315 90 ® ❑ R-19 Wall (1N_19 2x6.16) 1st Flnnr Door 20 0 367 315 _gn ® ❑ Solid Wood Door 1st Floor Wall 21a 0.065 315 — gn ® ❑ R-19 Wall pN_192x6161 1st Flmr Wall 30 0 065 315 — SO ® ❑ R-19 Wall (W_192x6.1f>) 1st Flnnr Roof 3024 O 028 _225 0 X ❑ Roof (R _382x14 16) 1 st Floor R38 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ F-1 F-1 F-1 F-1 F-1 F-1 ❑❑ ❑❑ F-1 F-1 0 E Run Initiation Time: 02/17/03 11:16:22 Run Code: 1045509382 EnergyPro 3.1 By EnergySoft User Number: 5094 Job Number: AR143LOG-1 Paae:10 of 15 Computer Method Summary (Part 2 of 3) C -2R Logan SFR 2/17/2003 Project Title Date FENESTRATION SURFACES # Type Area U- Factor SHGC Act. Azm. Glazing Type Tilt Location/ Comments 1 Window Left (Northwest) 11 0 -0 420- 0_S3 31 S _90. Vinyl - Dbl - LowE2 Loft 2 Window Left (Northwest) 11.0 0.420 0.53 315 90 Vinyl - Dbl - LowE2 Loft 3 Window Rear (Northeast) 40.0 0.420 0.53 45 90 Vinyl - Dbl - LowE2 Loft 4 Window Front (Southwest) 30.0 0.420 0.53 225 90 Vinyl - Dbl - LowE2 1st Floor 5 Window Front (Southwest) 9.0 0.370 0.53 225 90 Vinyl - Dbl - LowE2 1 st Floor 6 Window Front (Southwest) 30.0 0.420 0.53 225 90 Vinyl - Dbl - LowE2 1st Floor L Window Front (Southwest) 46.0 0.420 0.53 _"5 90 Vinyl - Dbl - LowE2 1st Floor 8 Window Front (Southwest) 49.0 0.420 0.53 225 90 Vinyl - Dbl - LowE2 1 st Floor 5 Window Front ($quthwest) 46.0 0.420 0.53 "5 90 Vinyl - Dbl - LowE2 1 st Floor 1Q Window Front outhwest) 15.0 0.420 0.53 995 90 \loll - Dbl - LowE2 1st Floor 11 Window Front (Southwest) 15.0 0.420 0.53 225 90 Vin - Dbl - LowE2 1 st Floor 12 Window Front (Southwest) 1.0 0.390 0.55 225 90 Vinyl - Dbl - LowE2 1 st Floor 13 Window Front (Southwest) 1.0 0.390 0.55 995 90 V'in)d - Dbl - LowE2 1 st Floor 14 Window Front (Southwest) 1.0 0.390 0.55 225 90 Vinyl - Dbl - LowE2 1 st Floor 15 Window Front (Southwest) 1.0 0.390 0.55 225 90 Vinyl - Dbl - LowE2 1st Floor 16 Window Right (Southeast) 15.0 0.570 0.67 135 90 Double NonMtl Clear Default 1st Floor 17 Window Right (Southeast) 25.0 0.420 0.53 135 90 Vinyl - Dbl - LowE2 1st Floor 18 Window Right (Southeast) 12.5 0.370 0.53 135 90 Vin - Dbl - LowE2 1st Floor 1Q Window Right (Southeast) 12.5 0.370 0.53 135 90 Vinyl - Dbl - LowE2 1 st Floor 20 Window Right (Southeast) 20.0 0.420 0.53 135 90 Vinyl - Dbl - LowE2 1st Floor 21 Window Right (Southeast) 10.5 0.370 0.53 135 90 Vinyl - Dbl - LowE2 1st Floor 22 Window Rear (Northeast) 30.0 0.420 0.53 45 90 Vinyl - Dbl - LowE2 1 st Floor 23 Window Left (North) 15.0 0.370 0.53 0 90 Vinyl - Dbl - LowE2 1 st Floor 24 Window Left (North) 40.0 0.420 0.53 0 90 Vin - Dbl - LowE2 1st Floor 25 Window Rear (East) 36.0 0.390 0.55 90 90 Vinyl - Dbl - LowE2 1st Floor 26 Window Rear (Northeast) 43.0 0.420 0.53 45 90 Vinyl - Dbl - LowE2 1st Floor 27 Window Left (North) 36.0 0.420 0.53 0 90 Vinyl - Dbl - LowE2 1 st Floor 28 Window Rear (East) 10.5 0.420 0.53 90 90 Vinyl - Dbl - LowE2 1st Floor 29 Window Rear (Northeast) 20.0 0.370 0.53 45 90 Vinyl - Dbl - LowE2 1 st Floor INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. REA. Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 7.0 6.0 6.0 0.1 6.0 6.0 2 Bug Screen 0.76 7.0 6.0 6.0 0.1 6.0 6.0 3 Bug Screen 0.76 7.0 6.0 6.0 0.1 6.0 6.0 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8.0 6.0 8.0 0.1 8.0 8.0 8 Bug Screen 0.76 8.0 6.0 10.0 0.1 10.0 10.0 9 Bug Screen 0.76 8.0 6.0 8.0 0.1 8.0 8.0 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 0.76 15 Bug Screen 0.76 16 Bug Screen 0.76 17 Buq Screen 0.76 18 Bug Screen 0.76 19 Bug Screen 0.76 20 Bug Screen 0.76 7.0 3.0 10.0 0.1 10.0 10.0 21 Bug Screen 0.76 22 Bug Screen 0.76 7.0 6.0 6.0 0.1 6.0 6.0 23 'Bug Screen 0.76 8.0 6.0 10.0 0.1 10.0 10.0 24 Bug Screen 0.76 8.0 3.0 10.0 0.1 10.0 10.0 25 Bug Screen 0.76 8.0 5.0 10.0 0.1 10.0 10.0 26 Bug Screen 0.76 8.0 5.0 10.0 0.1 10.0 10.0 27 Bug Screen 0.76 8.0 5.0 10.0 0.1 10.0 10.0 28 Bug Screen 0.76 8.0 3.0 10.0 0.1 10.0 10.0 29 Bug Screen 0.76 EnergyPro 3.1 By EnergySoft User Number: 5094 Job Number: AR143LOG-1 Paae:11 of 15 1 Computer Method Summary (Part 2 -of 3) C -2R Logan SFR 2/17/2003 ' Project Title Date FENESTRATION SURFACES U- Act. Glazing Type Location/ # Type Area Factor SHGC Azm. Tilt Comments i -M Window Rear (Northeast) 36_0_ 0420 0 53 45 SO VAI - Dhl - I owF2 1 st Floor 31 Window Rear (Northeast) 10.5 0.370 0.53 45 90 Vinyl - Dbl - LowE2 1st Floor 32 Window Left (Northwest) 25.0 0.420 0.53 315 90 Vinyl - Dbl - LowE2 1st Floor i INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. RExt. Dist. Len. Hgt. Dist. Len. Hgt 30 Bug Screen 0.76 31 Bug Screen 0.76 32 Buq Screen 0.76 7.0 5.0 1.0 25.0 0 0.0 0.0 0 EnergyPro 3.1 By EnergySoft User Number: 5094 Job Number AR143LOG-1 Page 12 of 15 Computer Method Summary (Part 3 of 3) C -2R Logan SFR 2/17/2003 Project Title Date THERMAL MASS FOR HIGH MASS DESIGN ■ Area Thick. Heat Inside Location Type (sf) (in.) Cap. Cond. Form 3 Reference ' R -Val: Comments PERIMETER LOSSES , F2 Insulation ` Type Length Factor, R -Val. Depth , Location / Comments 4 HVAC SYSTEMS Heating Equipment Minimum Distribution Type Type (furnace, heat Efficiency and Location Duct Thermostat Location/ pump, etc.) (AFUE/HSPFXducts/attic, etc.) R -Value Type Comments ' Central Furnace 90% AFUE Ducts in Attic 4.2 Setback HVAC System Hydronic Piping pipe Pipe Insul. , System Name Length Diameter Thick. Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc) R -Value Type Comments Split Air Conditioner 13.0 SEER Ducts in Attic 4.2 Setback HVAC System WATER HEATING SYSTEMS Ratedl Tank Energy Facts ,1. Tank Insul. Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby R -Value System Name Type Type Syst. (Btu/hr) (al) Efficiency . Loss (%) Ext A.O. SMITH FPS -50-224 Small Gas Recirc/Temp 1 43.000 50 0.60 n/a n/a 1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. ZEMARKS EnergyPro 3.1 By EnergySoft User Number: 5094 Job Number: AR143LOG-1 . Pace: 13 of 15 1 Computer Method Summary (Addendum) C -2R Logan SFR 2/17/2003 Project .Title Date Special Features and Modeling Assumptions The local enforcement agency should pay, special attention to the items specified in this checklist. These items require special )asea on me adequacy of the speaai jusnncatron ana aocumentanon suommea. Plan Field An Air Retarding Wrap must be installed per the manufacturers specifications that must comply with ASTM Et 677-95. HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -6R. plan Field } Run Initiation Time: 02/17/0311:16:22 Run Code: 1045509382 EnergyPro 3.1 By EnergySoft User Number. 5094 • Job Number. AR143LOG-1 Page: 14 of 15 9• 1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE • Logan SFR 2/17/2003 SYSTEM NAME FLOOR AREA HVAC System 3,703 NGINEERING CHECKS SYSTEM LOAD Number of Systems 1 Heating System Output per System 56,000 Total Output (Btuh) 56,000 Output (Btuhisgft) 15.1 Cooling System Output per System 42,000 Total Output (Btuh) 42,000 Total Output (Tons) 3.5 Total Output (Btuh/sgft) 11.3 Total Output (sgftlron) 1,058.0 Air System CFM per System 1,395 Airflow (cfm) 1,395 Airflow (cfm/sgft) 0.38 Airflow (cf nfTon) 398.6 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions 25.0 OF 68.0 OF Outside Air 0 cfm Supply Fan 1395 cfm 68.0 of TOOLING SYSTEM PSYC 98.0/68.4OF Outside Air 0 cfm 79.1/60.2 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM ISensiblel Latent I I CFM I Sensible 2,165 50,516 -2,346 1,547 55,916 0 2,526 2,796 0 0 0 0 0 0 0 0 0 2,526 2,796 55 56 -2 346 61,5081 is 90-13 37,162 0 56,000 Total Adjusted System Output 37,162 0 56,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am 68.OoF r� 107.70F '■' Heating Coil �% Return Air Ducts 4 79.1 /60.2 OF 79.1 /60.2°F 52.7/51.0 OF 0 Supply Fan Cooling Coil 1395 cfm h Return Air Ducts `i Supply Air Ducts 4 105.7 of ROOMS 70.0 of Supply Air Ducts 54.5 / 51.7 OF 35.8% R.H. ROOMS 77.3/59.6OF EnergyPro 3.1 By EnergySoft User Number. 5094 Job Number: AR143LOG-1 Page:15 of 15 1 September 16, 2002 Jim Logan 224 Skyway Oaks Paradise, CA 95969 _.. Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 041-470-086 Building Permit Number: _02-1559 Thifik`•you for.submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW,. RESPONSE FORM. Your complete and clear response will expedite the re -check and approvalof this project. NON-STRUCTURAL COMMENTS: 1. Please provide another set of structural calculations. (We need two sets.) 2. Your energy calculations do not include the skylight area. Please provide two sets of new energy calculations that include all glazing. 3. Please provide the listing for your HVAC equipment. 4. Please show the skylight and its size on the roof framing plan and floor plan. 5. The steel posts in the garage must also have 5/8" Type X wrap. STRUCTURAL COMMENTS: 1. Your roof framing plan does not agree with the truss layout. Please coordinate the two. Change the roof framing plan so that it agrees with the truss layout and detail ALL stick framing. ; 2. Please show the supports for ALL multi -ply trusses on the floor plan. 3. Truss C1 is not called out on the truss layout. If these are hung off of KI, please specify and correlate hangers. (They are shown both as LU24 and LU26 in the truss calc's.) ,1 4. Please provide a truss detail that allows for the mechanical unit load. 5. Please provide footings under truss F2 (three total). Include compression loads from ' holdowns at the end of SWI and SW2. 6. Please check the span of trusses M1 and M2. What do they bear on? 7. Please detail the lateral load path and collector from roof sheathing into foundation at - SWI between the Study and Bath 1. 8. Check footings for moments in Lines 5 and 6. ' 9. Please calculate and specify straps at the E1 truss. l of 2 I If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss non-structural items, ask for Linda. Keith will answer your structural questions. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. +—U ffy LO indaSimpson Keith Long/Architect Plans Examiner Plan Review Consultant A A--70-' Q 9& BUTTE. COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District d�/� Q BuildingDepartment No. % L A.P. Number % %. �Q Jurisdiction: City County Property Owner Property Location/Address Subdivision Lot No. ......... ............. _... .,_..__,............................................................. ......... _.., Residential Development 7� Q . Sq. Footage i ✓ No of Living Mobile Home Addition/ 'Supplemental to (Group R) Units Installation Conversion Permit # *(No foundation inspection): I............................................................_...:................................................ Commercial/Industrial New Add'dion Building rians reviewea ov bcnooi uistnct Sq. Footage (Including Exterior Roofed Areas) Date / District Identification No. t . zy,1 A/ VULd.f r V1 it -'Irl School District certifies that LVV VA y Applicant) (Street Address) (Phone Number) has complied with the requirements.of Resolution No. representing �jti� square feet. /w School District (State) (Zip 1 os � by payment of $ �9 7-4.4 z- B 2926 3 FULL MITIGATION $ f a3 Date Paid by Check ar Remarks: i EC" , ir.�1 Notice: You may protest the Imposition of the fees identified above by submitting.,a written protest to the District, in compliance with Government Code Section 66020(e), within 90 days from the date fees are paid. ' ilure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA). this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) I feeform.xis 00/98)dmm CC ..j!Rot Plan Attachad �P '7 Floor �Ian A Abl�. fj 7N I Sam to G.D.MLM=U TO: Building Department C � � _ fD; FROMInviro mental Healt \j ,53V SUBJECT: notation Clearance 70 L/ Owner Location AP# (Plan,Aporoved for: Sewage Disposal X Water. Supply: Public Private Well Hold final I for- Fin clearance O.K. or: NOTE: V 4 Environmental Health Sp i,alist Date 8/96 %3-TrF ° RESIDENTIAL PLAN ° ` o REVIEW GUIDE c ;rte _ ..:: " c SINGLE FAMILY, DUPLEXAND -. _a MISCELLANEOUS ONLY Ovrer. Building Permit Number: Plans Exa;niner: ��ad r507�p o- n A. P. Number: �Zr � 70 ,(Y Ro GE -NERAL: Zoning requirements — (number of permitted living units). P,',ans signed by the designer. Proper description of work on the application Existina violations on the property. P.ecorded'notice of violation. Building permit valuation. LOT PLA`: Complete parcel size and dimensions. Setbacks, side %ard. easements, etc. Other buildings or structures. Grading, fills andlor drainage. Flood hazard. Special conditions on Parcel Map: Noise ❑ SR_ -k ❑ Fire Sprinklers ❑ Water Tender ❑ Traffic and Drainage fees ❑ Federal Aid Route and/or Federal Aid Secondary Route setback requirement Building or utilities across lot lines (Lot merger approval by Butte County Land Development) FLOOR PLA`: Plans and specifications drawn to scale with dimensions and of sufficient clarity (LMC section 106.3.3 ' 10% of natural light and 5% of ventilation (Uniform Building Code section 1203). Escape or rescue windows shall have a minimum net clear openable area of 5.7 square feet The miAfflum net clear openable height dimension shall be 24". The minimum net clear openable width dimension shall be 20". When windo%%s are prodded as a means of escape or rescue, they shall have a finished sill height ad more titan •t.t•' above the f1cor (Uniform Building Code section 310.4). SkN-ligin Hazardous locations (Uniform hts (Uniform Building Code.sectioa 2409 & 2603.7). Glazing m Building Code section 2406). Habitable space shall have a ceiling height of not less than 7 feet 6 inches except as otherwise pamiteed is this section. Kitchens. halls, bathrooms and toilet compartments may have a ailing height of not less thea 7 feet measured to the lowest oroiection from the ceiling (Uniform Building Code section 310.6.1X All habitable roams except kitchens shall have an area of not less than 70 square feet and not less thea 7 Poet is any dimension (Uniform Building Code section 310.6.2 & 310.6.3). GFCI in baths. garage, kitchen. wet bar, and exterior receptacles (NEC 210). Water heaters %% hick depend on the combustion of fuel shall not be installed in a room used or desiigwd to be used for sleeping purposes, bathroom. clothes closets or in a closet or other confined space opening into abath or bedroom (Uniform Plumbing Code section 509.0). Fuel burning equipment shall not be installed in a closet, bathroom or a room readily usable as abedrooM of in a room. compartment or alcove opening directly into any of these (Uniform Mechanical Code section 3044 Garage firc%%-all separation - required on garage side including supporting walls and posts (ZJaiiOMBawn Code section 302.1 exception .03). Under no circumstances shall a private garage have any opening into a room used for sleeping purposes ((; niror-n Buildin; Code section 312.4). Wood store location - Alcove — URIC section 203 confined space & 223 unconfined space & 304.2). Smake detectors (Uniform Building Code section 310.9.1). Page 1 of 2 - 10%Water closet clearances (Uniform Plumbing Code 408.5). Sbc*Vr compartment minimum 1024 sq. in & 30" circle (Uniform Plumbing Code 412.7). � 17 Bearing walls shall be supported on masonry or concrete foundations that shall be of sufficient size to support all loads (Uniform Building Code section 1806.3). STRUCTURAL DETAILS: 1 Braced wthan all panels shall start at not more 8 feet from each end of a braced W2111iae. Braced wall panels must be in line or offset from each other by not more than 4 feet (UBC section 2320.11.3). Spacing shall not exceed 34 feet on anter in both the longitudinal and transverse dbwdons NBC section 2320.4.1.) Braced mall lines must be continuous throughout the strucmm. 2. A California licensed architect or registered engineer must prepare a lateral analysis for the area of the building that do not comply With the Uniform Building Code. This must include the designer's "wet" stamp, signature, registration number and expiration date on all sheets of plans depicting the designed elements and cover sheets of calculations. 3. Clerestory requiring balloon framing and/or engineering. (Uniform Building Code Table 184-Q.4. Foundation plans complete: enough to construct building 5. Floor eonsui►ction details complete: enough to construct building. 6. Elevations and call consuvcdon details complete enough to construct building. 7. Roof conswction details complete enough to construct building. 8. Fireplace consnvction details and calculations if necessary. ` 9. Garage door header size(s). 10. Porch header size(s). 11. Typical header size(s). 12. Stud heights. 13. High expansive soil — special foundation design required. / 14. Retaining walls requiring design. 15. G)*um wallboard nailing inspection required. required With a total ,441 If the area below the lowest floor is filly enclosed. tre han a minimum of two openings a net arra of at least one square inch for every square foot of area enclosed with the bottom of the openings no more than one foot above grade. Alternatively, certification may be provided by a registered professional engineer or architect that the design will allow equalization of hydrostatic flood forces on exterior walls. Building must be designed and anchored to prevent floatation, collapse or lateral movement Construction design requirements must be shown on the building plans. Electric, heating, ventilation, plumbing and air conditioning equipment and other service facilities shall be designed and/or located so as to prevent water from entering or accumulating with the components during conditions of flooding. I%MCELLATTOUS ITEMS: tUELDING iraay details — landings, rise and run. head clearance, handrails (Uniform Building Code section 1003). ardrails (Uniform Building Code section 509). de or stone veneer (Uniform Building Code section 1403). terior plaster— weep screeds (Uniform Building Code section 2506.5). - ofpitch for roof covering (Uniform Building Code Table 15-B-1& 2,15-D-1 & 2). am insulation — protection. " halls and`staimays (Uniform Building Code section 1004.3.3.2). v exits on three — story dwellings (Uniform Building Code section 1004.2.3.2). derfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). tic access and ventilation (Uniform Building Code section 1505). und requirements. erg). design compliance and supporting documentation. F responsible area requirements. PERMIT REQLIREME?'TS: 1. ❑ SRA. 2. ❑ Flood elevation certificate. 3. ❑ Fin SprinlJers required 4. ❑ Special Inspection requirements. 5. ❑ Use Permit conditions. 6- ❑ Sub -Standard Housing lencr. P2ee = 0f = o � FOP- .=( R _ LYNDA LOOAN .,.OB 51SE AMR TZ !ZP PEN I O, C19669 1-03 PARADISE, GA � N 73 0 OF CA A-OE*C '� • ' �../ R O mow/ l 1 ARCHITECTURE +-Ei�IGRNEER3NG.f CONSULTING Larryl Warner A.I.A., ARCHITECT 555 FLYING VST., SOT E 3 CHICO, CALIFORNIA 95928 { ' a AEC Group Larry J Warner AIA Title: .iota # 535 Flying V, Suite 3 Osgnr: Date: 12:41 PM, 14 OCT 02 Description Chico.,CA 95928 - V 530-8924008 . F = 530-892-0392 Scope your fitle block lnforMation. Rev 550100 ser: kW -6803805, Ver 5.5.0.25-SeP•2401 l General Footing Analysis & Design Page 2 9)1983-2001 ENERCALC Engineering Software :1+ rU @at8\r@HU an\en irteari0 \verticaN Description FTG -GT -2 -SW -2-A W! SHEAR MONENT/ H6 Son Pressure Summary - •____ Service toad Soil Pressures Left Right Top Bottom OL = LL 790.56 790.85 790.88 790:56 psf DL + LL + ST 33.89 1,547.22 790.56 790.86 psf' Factored Load Solt Pressures ACI Eq. 9-1 1,181.21 1,181.21 1,181.21 1,161.21.psf ACI Eq. 9-2 47.44 2,166.11 1,108.78 1,106.78 psf ACI Ea. 9.3 20.93 955.47 488.20 488:20 psf ACI Factors. (per ACI, appiled frrtemalty to entered toads) _ ,. •.... AC1.9-1 •& 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-V& 9-21L 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2:7 "0.9"'Factor, .: 0.900, 'ACI 9-1'& 9 -2 -:ST 1.700 ACI 9-3 Short Term Factor 1.300 sefamlc = ST ` : 1.100 PROJECT: LOGAt'vr•RESIDENCE i=20). bio, AR� OG,, LOCATION'.. I ARAD[SE, CAOATE: 1/x/02 I,-JW--PAGE I. OF CODES: Uiiform building code•, 1997 Edition AISC, Manua of steel. construction, 9tha Edition. ACI, Manual Of Concrete Practice; 1988 Edition A37C, Timber Construction. Manual t MATERIAL: C:.oncrete: Fe = 2,500 psi rain. @28 days Masonry: f c ,.: 1500 psi ).�,lortor: r' f'c; = 1800 psi, Type "S" VS. Z}F.fi. i,- 00 psi ,, 208 days Steel Reinforcing: ' ASTIM. A.-615 Grade 40 for 44 or smaller i*.AST.M A-615 Grade 50 for 95 or larger Strrr.ctu'ral Steel.: ASTM A-36 Steel Pipe: , . ASTM A-5-1, Gxrade E Steel ',Tubing: ASTM A500 Grade A or b Machine Bolts: ASTM. A-107 Grade A. �ftcho. Bolts: • •ASTM A307 Grade A, u-n-inished Wood Connectors: Simpson. Strong-Tie or equal Wood: Light Fran- ina: Const. Grade Douglas Fir Struct, Lt. ararrtkgr Joists &,Plana s: Doug,-Fir NO.' 2 Beams cot. Stringers, Posts & Timbers: Doug Fir No: I 7 Plywood:, A•P.A. Rated sheathing, Grade CD, 11BC Std 25-9, t� 1 / A1TC A190.1-19$3 G.,ae-Lam Timber: ANS Simple Spans: 24�-V4 Combination Cantilevers: 24F-V$ C ombinatiori LOADS: moot:.ive Load: 20 psi' nor1-Sr#ow Floor Love Load. 40 pst Seismic Zone;: 3 Wind Speed: 75 mph Exposure: B Method 2',used unless noted otherwise. Allowed Soil Bearing: 1,500 psf NOTE: Any structural or non-structural items that are not specifically addressed in the following calculations and or det; Hs are designed by others and are ilii the responsibility of AEC Group, Larry J. Wainer AIA, Architect. Verification of the soil conditions at the project site to, determine the expansive br bearing capa.City is by others. AEC GROUP., Larry J. Warncr ATA, 555 Flying v St. Ste,-3. Chico, CA 9-5928, 530-$92-80()8 . • s ,s r PROJECT: LOGAN RESIDENTCE' PROJ. No. AR.143LOGA LOCATION: P.kRA•DISE, CA DATE: 1/3/02 , ' r BY': LM, PA( 2 OF 3• ; ROOF DFA.D LOAD CALCULATIONS CONVENTIONAL FRAIMED ROOF TRUSSED ROOF SYSTEM ROOFING 10.0:P54 `ROOFING 10.0 PST ' 112' CD.X PLY 1.5 1 /2" CDX Pt -y 1.5 , TJ1 ., „ .C. 1..1 'ER(JSSESt 24.0.", 3. ' R ', " O.0 1.1. ?4 TJ1 Lir _ 5j8" GYP BRD. •7,g - 5/8",GYP BRI.). 2.8 �� , I1�Si1I. s 0.5 INTSUI. " 0.5 MISC 0.5 MTSC 0.5 TOTAL, 17.5 PSF TOTAL 18.8 PSF USE 19.0 PSF. USE 19.0 PSF, FLOOR SYSTEM ( 2x FRAMING FLOOR) (I -JOIST FRANILIG FLOOR) 1/4" (.DX PLY 2,3 PSF 3/4" CI)X PLY 2.3 PSF JOIST 2.2_' I-JOTS`i' 1.4 INSULATION 0,6 5/8" GYP BRD 2.8 GYP 2.8 mWSc&fNTSiJL Li r cr Og t C� -1 5 FLOORING I:5 MISC, 0.5 TOTAL 9.9 PSF TOTAL TOTAL 9.5 PSF .• .. TT �' 1 U� 10,0.5,. FT. F. O DCF, S>10X)P . EX'T'ERIOR FRAMED WALLS rM.OR FRAMED EXT. FINISH 7.0 PSF' -IN ,,WALLS GYP. BBD 2,2'PSF { SHEAR PUY 1..5 , _ k"N4..ING 2,0 FRAMING 2,0 Gyp. BRD 2,2 GYP BRD 2.2 FINISHOES N/A INT. FIN1914 0.2 , . TiNSUL NIA. rNSUL 0.3 r TOTAL I?.2 PSF TOTAL 6.4 PSF USE 14. PSF. ` USE 6.4 PSF, CONCKETE FLOOR , SLAB 15.0 PSF SHEATRWG 2.3 ) FRAMING 3.5. , iNSUI,AT€viti' J.5 TOTAL : 21.3 PSF , USE 2.1.3 }ASF , ' AEC GROUT'., Larry J. Wanner AIA, 555 Flying V St. Sic -3, "Chico, CA, 95928, 530-892-8008 ' i a Columnf 97 Uniform Buildinh Code (91 NDS) ) Ver:,5.01b By: Larry J Warner AIA, AEC Group on: 10-142002: 12:51:12 AM Proiect: AR143LOG - Location: C -GT -F -2 -CTR , -Summary:. 3.5 IN x 5.6 IN x 9 ET 1 #2 - Douglas Fir -Larch - Dry Use , Section Adequate By: 20.6% Vertical Reactions: Vert-LL-Rxn= 3389 LB Live: Dead:, Vert-RL-Rxn= + .3648 LB Total: VertJL-Rxn= . 7037 LB Axial Loads: ` a PL= 3389 LB Live Loads: PD= 1500,' 'LB Dead Loads: Column Self Weight:' CSW= PT= 48 7037 Ls LB Total Loads: Eccentricity (X -X Axis): ex= .00 0.00 IN . IN . Eccentricity (Y -Y Axis): ey= jai= Cd jai= 1.00 1 , , Axial Duration Factor: Column Data: L= 9.0 FT , Lenath: Maximurn Unbraeed Length (X -X, vis): Lx= Ly= 0.0 9.0 FT FT Maximum Unbraced Length (Y -Y Axis): Ke= 1.0 Column End Condition: - Calculated Properties: R dx= 5.50 IN Column Section (X -X Axis): ' 3.50 IN Column Section (Y -Y Axis):dy= A= 19.25 IN2 Area: Section Modulus (X -X Axis): +'. Sx= Sy= 17.6 11,2 IN3 IN3 Section Modulus {Y -Y Axis): + Lex/dx= 0.0 1 Slendemess Ratio: - Leyldy= 30.9 r , Properties For: #2 -Douglas Fir -Larch Fc= 1300 PSI Compressive Stress: E= 1600000 PSI Modulus of Elasticity:Fbx= + 875 PSI Bendinq Stress (X -X Axis): Fb - ' y'" 875 PSI Bendinq Stress (Y -Y. Axis): . Adjusted Properties: ' ;ac'= 460 ,PSI: . Fc': d. Adiustment Factors: Cd=1.00 C#1.10 Cp=0.32 Column Calculations (Controlling Case Only): Controlling Load Case`. Axial Total Load Only (L + D) 366 PSI Compressive Stress: fc= Fc'= 460 PSI AI':c�mble Compressive Stress: s y , Column[ 97 Uniform Building Code (91 NDS) I Ver: 5.01b By: Larry J Warner AIA, AEC Group on: 10-14-2002: 12:53:06 AM Project: AR143LOG - Location: C -GT -G -I -CTR - Surrnmary: 9 FT / Stud - Douglas Fir -Larch - Dry Use 1.5 IN x 5.5 IN x Section Adequate By: 38.8% Vertical Reactions: Vert-LL-Rxn= 1559 LB Live: Dead: Vert-DL-Rxn= 1679 LB Total: ♦ Vert-TL-Rxn= 3238 113 Axial Loads: PL= 1559, LB Live Loads: PD= 1658 LB Dead Loads: CSW= 21 LB Column Self Weight: PT= 3238 LB Total Loads: Eccentricity (X=X Axis): ex- 0.00 'IN Eccentricity (Y -Y Axis): ey= Cd -Axial= 0.00 1.00 IN Axial Duration Factor: Column Data: L=.9.0 FT Length; Maximum Unbra€W Lenpth (X -,v. Axis): 1 9.0 0.0 FT FT Maximum Unbraced Length (Y -Y Axis): LV_ LV_1.0 Column End Condition: Calculated Properties: ) ' dx= 5.50 IN Column Section (X -X Axis): dy= 1.50 IN Column Section (Y -Y Axis): A= 0.25' IN2 Area: , Section Modulus (X -X Axis): r Sx= Sy= r7.6 2.1 IN3 !N3, Section Modulus (Y -Y Axis): Lex/dx= Slenderness Ratio: ' Ley/dy= -19.6 .. 0.0 Properties For: Stud- Douglas Fir --Larch. Fc= . . 825 PSI Compressive Stress: Modulus of Elasticity: ♦ E= 1400000 PSI Bending Stress (X -X Axis): Fbx= Fby= 675. 675 'PSI PSI Bending Stress (Y -Y Axis): Adjusted Properties: FI:'= 641 PSI Fc,. Adjustment Factors: Cd=1.00 Cp=0.78 Column Calculations (Controlling Case Only): ' Controlling Load Case: Axial Total Load Only (Lr + D) Compressive Stress: r fc= 392 PS! Al!ouiable Compressive Stress: „ Fc'= 641-: PSI i - • 4 r Gi t + Column( 97 Uniform Building Code (91 NOS)1 Ver. 5.01b By: Larry J Wamer,AIA , AEC Group on: 10-14-2002: 12:58:55 AM Project: AR.143LOG - Location: C -GT -G -8 -CTR Summary: ' " 3.5 IN x 5.5 IN x 9 FT 1 #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 50.7% ' Vertical Reactions: Live: Vert-LL-Rxn= 4194 LB Dead:Vert-DL-Rxn= 4505 LB Total: x Vert-T'=Rxnr 8699 LB Axial Loads: Live Loads:PL= ♦ 4194 LS Dead Loads: PD= 4457 LB ' Column Self Weight: , CSW= 48 LB Total Loads: PT= 8699 LB f - Eccentricity (X -X Axls): \ \ ex= 0.00 IN Eccentricity (Y -Y Axis): +' ev= 0.00 IN. r^ ' Axial Duration Factor: , ' Cd -Axial= 1.00 Column Data:' Length`. L= 9.0 FT idiaxirriiim Unbraeed Length (i`C-XAxls): LX_ 9:0 FT Maximum Unbraced Length. (Y -Y Axis): LV_ 0.0 FT Column End Condition,: Ke- , 1.0 Calculated Properties: Column Section (X -X Axis): dx= 5.50 JN Column Section (Y -Y Axis):.- dv= 3.50 IN Area: A= 19.25 IN2 Section Modulus (X -X Axis): Sx= 17.6 IN3 . Section Modulus.(Y-Y Axis):' Sv= 11.2 . IN3. Slenderness Ratio: Lextdx= 19.6 Ley/dy_ 0.0 Properties 'con. *2-. DougW5.Fir-•Larch = Compressive .Stress: Fc= 1300 :: PSI + Modulus of Elasticity: E= 1600000 ' ' PSI t Bendinq Stress (X -X Axis): Fbx= .875.. '.PSI ..` • Bending Stress (Y -Y Axis): Fby= 875..; '' PSI + Adjusted Properties: 917 •. PSI . Adjustment Factors: Cd=1.00 Cf -1.10 Cp= 0.64 Column Calculations (Controliinq Case Only): t , Controlling Load Case: Axial Total Load Only, (L,+ D) ' Compressive Stress: fc= 452 PSI , + Allowable Compressive Stress: ' Fc'= 917 , , PSI 8 ♦ " Column[ 97 Uniform Building Code (91 NDS) I Ver 5.01b By: Larry J Warner AIA , AEC Group on: 10-14-2002: 12:57:58 AM t { Project: AR143LOG - Location: C-GT-G-9-CTR - Summar;: ,3.51 - N i5.5 IN x 9 FT/#2 -Douglas Fir-Larch w.-Dry Use Section Adequate By: 53.9% Vertical Reactions: Lives ' Vert-LL-Rxn= • 3999 LB . Dead: Vert-DL-Rxn= 4212 LB Total: Vert-TL-Rxn= 8131 LB Axial Loads:{ Live Loads: . ' PL=. 3919 LB , Dead Loads: PD=, CSW= 4164 48 LB; LB Column Self Weight: PT= 8131 LB. Total Loads: Eccentricity-(X-X Axis): ex= 0.00 1Pd Eccentricity (Y-Y Axis): ey= Cd-Axial= 0.00 1,00 IN Axial Duration Factor. t Column Data: L= 9.0 FT Length: Maximum.Uriibr+aced Length (X-XAxisd' LX= ty= 9.0 0.0 FT FT Y Maximum Unbraced Length (Y-Axis): Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dv= A= 3.50 19.25 IN 1N2 Area:. Section Modulus (X-X Axis): SX-- 17.6 IN3- Section Modulus'(Y-Y Axis): Sy= 11.2 IN3 'Slenderness Ratio: Lex/dx= 19.6 ♦ Ley/dy= 0.0 Properties icor: #2- Douglas Fir-Larch Fe= 1300 PSI Compressive Stress: Modulus of Elasticity: E= 1600000 PSI ' Bending Stress (X-X Axis): Fbx= 875 ' 'PSI ♦ . Bendinq Stress (Y-Y Axis): Fby= 875 PSI , Adjusted Properties_: ' Fc" Fc'=. 91T PSI Adjustment Factors: Cd=1.00 Cf--1,10 Cp=0.64 Column Caleulations.(Controllinq Case Only): ' Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 422 Allowable Compressive Stress: Fc'= 917 PSI ` E ♦ ` , Columnf 97 Uniform Building Code (91 NDS) ) Vet: 5.01b + By: Larry J Warner'AIA , AEC Group on: 10-14-2002: 12:56:49 AM * , Proiect: AR143LOG - Location: C -GT -G-1'4 ' ' 1.5 IN -x 5.5 IN x 9 FT f Stud -Douglas. Fir -Larch - Dry Use.. Section Adequate By: 36.9% Vertical Reactions: j Vert-Li:=Rxn= 1608 Lia Live: Dead: Vert-DL-Rxn= 1730' LB' ' T otal: .. Vert-TL-Rxn= 3338 ' LB - Axial Loads: Live Loads: ' PL= '1608 LB. Dead Loads: PD= CSW= 1709! 21. LB 'LB Column Self Weight: PT= 3338 LB Total Loads: Eccentricity (X -X Axis): ex= 0.00 • IN ' Eccentricity (Y -Y Axis): _ ev= 0,00 • IN. , y Axial Duration Factor: Cd -Axial= • coo Column Data: Length: L= 9.0 FT " Maximum Unbraced Lemith 'X -X Axis); Lx= 9.0 FT - .• FT. Maximum Unbraced Length "(Y -Y Axis): Ly= 0.0 , ` Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 5.50 IN ' -Column Section (Y -Y Axis): dv= A= 1.50 8.25 SIN IN2. Area: Section Modulus (X -X Axis):' Sx= 7.6 IN3 Section Modulus (Y -Y Axis): Sv= 2.1 IN3 Slenderness Ratio: Lexfdx= 19.6 Leyfdy= 0:0 Properti-S For Stud= Douglas Fir -Larch Fc= 825 � PSI Compressive Stress: Modulus of Elasticity: E= 1400000' , PSI. ` , Bending Stress -(X X Axis): 1 Fbx= 675 , . `. -PSI Bending Stress (Y -Y Axis): Fby= 675 . PSI Adjusted Properties: Fe, Fc'. 641 PSI j Adiustment Factors: Cd=1.00 Cp=0.78 Column Calculations (Controlling Case Only): ' Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= ' 405 PSI: ' Allowable Compressive Stress: Fc'- ! 641 PSI'- SI' 4k } ^ 4. Footing Design f 97 Uniform Building Code (91 NDS)1 Ver: 5.01b By: Larry J Warner AIA, AEC Group on: 10-142002: 1:15:05 PM - Pro€ect:,ARI 43LOG - Location: FTG-C-GT-F-2-CTR ' Summary:. Footing Size: 2;25 FT x2.25 FT x 12.00 IN , Footing has been designed without reinforcement Footing Loads: Y , Live Load; PL= 3389 LB r Dead Load: PD= 3648 LB Totai Load: PT= Pu= .7037 10869 LB LB Ultimate Factored Load:' • Footliig Properties:` Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI ' Footing Size;_ 2.25 FT " • Width: Length; • L= 2.25 FT •' Depth: Depth= 12.00 IN t Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: (Wood) 'ColumnType: • Column Width: m= 5.50' IN _ • Column Depth:., n= 5.50 IN Bearing Calculations: r' Required Footing Area, ' - Areq= 4.17 ' SF Area Provided:. A= 5.06. 1330 -': PSF Ultimate Bearinq Pressure: Effective Allowable Soil Bearing Pressu4(With Increase) ,Ou= Qe= 1688:-.- .PSF Baseplate Bearing; Bearing Required: > Bearing= 10869 LB Allowable Bearing: Bearing-Allow= 83566 LB Beam Shear Calculatisons (Ore Way Shear): Vu1= 1408 LB Beam Shear: ' AlloNm!516 Beam Shear: ; vc1= 11700 LB Punching Shear Calculations (Two way shear): Critical. Perimeter. Bo= 62.00 IN. ' Punchinq Shear: Vu2= 7287.: iB • Allowable munching Shear: vet=. 53599 .:LB .: Bending Calculations: Factored Moment: • - Mu= . 36681 1N-LB ., Nominal Moment Strength: Mn= 73125 IN-LB r , r is - t � •+ r , Footing Design 197 Uniform Building Code, (91. NDS) I Ver: 5.011 Bv: Larry J Warner AIA, AEC Group on: 10-14-2002: 1:03:11 PM ' t' Project: AR143LOG - Location: FTG -C -GT -G -I -CTR yummaru: Footing Size: 1.5 FT x 1.5 FT x 12.00 IN *.Footing has been designed without reinforcement Footing Loads:"F Live Load: PL= 1559 LB Dead Load: PD= 1679 l.6 Total Load: PT= 4238 LB Ultimate Factored Load: Pu= 5001 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF j Concrete Compressive Strength: F'c= 2500 PSI Footing Size: W= 1.5 Width: Length: L--1.5 Ff FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN,. Column and Baseplate Size: '(Wood) Column Type:, Column Width: • m= 5.50 IN Column Depth: n= 5.50 IN Bearing Calculations: Required Footing Area: Areq= 2.2 SF Area Provided:. A= Qu= 2:255 1439 SF PSF Ultimate Bearinq:Pressure: Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1485 PSF Baseplate Bearing: ' ` Bearing. Required:. Bearing= Allowable Bearing: Bearing -Allow= 83566:; ::LB . . BeamSircaF Calcu4atians (ane Way Shear): Vu1= 0. Beam Shear. Allowable Beam Shear.. vc1= 7800 LB. Punching Shear Calculations (Two way shear): Critical Perimeter. 80= Vu2= 62.00 1293 IN L LB Punching Shear: Allowable Punching Shear: 53599 LB Bending: Calculations: Factored Moment: Mu= 11252. IN=L6 Nominal Moment Strength: Mn= 48750 IN -LB r , Footing Design { 97 Uniform Building Code (91 NDS)1 Ver: 5.01 b By: Larry J Warner AIA, AEC Group on: 10-14-2002: 1:03:58 PM ' Project:'AR143LOG - Location: FTG -C -GT -G -8 -CTR summary: Footing Size: 2.5 FT x 2.5 FT x 12.00 1N * Footing has been designed without reinforcement - Footing Loads: +' PL= 4194 L8 Live Load: Dead Load: PD= 4505 , LB Total Load: PT= Pu= 8699 13437 LB L13 Ultimate Factored Load* Footing Properties: Allowable Soil Bearinq Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Side: Width: W= 2.5 FT Length: " L= Depth= 2.5 12.00 FT IN Depth: Effective Concrete Depth: d= 10.00 IN Column and Baseplate Sizer (Wood)Column Type: m= 5.50 IN Column Width: n= 5:50 IN Column Depth: Bearing Calculations: Required Footing Area: Areq= 4.96 SF. Area Provided: A= Qu= 625 1$82 6F . PSF' Ultimate. Bearing Pressure: Effective. Allowable Soil Bearing Pressure:(With Increase) Qe= 1755. PSF Baseplate Bearing— Bearing Required: Bearing= 13437 ' LB Allowable Bearing:. Bearing -Allow= 83586 LB Beam Sheer Calculations (One Way Shear): Vu; 2239 LB Beam Shear: Allowable Beam Shear: vc1=: 13000.. LB Punching Shear. Calculations (Two way.shear): Critical'Perimeter: Bo= 0 V62= 62.00 .`..IN 9850 ,..::LB Punching Shear: Allowable -Punching Shear: . vc2= 53599 .:: LB Bending Calculations: Factored Moment: �Mu= 50388..' IN -LB Nominal Moment Strength: Mn= 81250 , IN -LB t � , Footing Design ( 97 Uniform Building Code (91 NDS)1 Ver: 5.01 b By: Larry J Warner AIA, AEC Group on: 10-14-2002: 1:04:39 PM Project: AR143LOG - Location: FTG -C -GT -G -9 -CTR Cummary: Footing Size: 2.25 FT x 2.25 FT x 12.00 IN " Footing has been designed without reinforcement .4 Footing l.oa s. Live Load: PL= 3919 LB Dead Load: PD= 4212 LB Total Land: PT= 8131 LB Ultimate Factored Load: Pu= 12555. L' Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI . Footing Size: W= 2,25 FT Width: Length: L= 2.25 FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and.Baseplate Size: (Wood) Colum Type: rr►= 5.56 IN Column Width: n= 5.50 IN Column:Depth: Bearing Calculations Required Footing Area: Areq= 4.82 ' SF Area. Provided: A= esu= 5.06. 1808 SF Ultimate. Bearing Pressure: Effective Allowable Soil Bearing Pressure:(With increase) Qe= . ,bSF Basepiate.Bearinw. . Bearing Required: Bearing= ,. 12559 Allowable- Bearing: Bearing -Allow- 83566 .:LB Beam Shear Calculations (One Way Shear): Beam Shear Vu1= 1628 LB Allowable Beam:Shear. vc1= 11700 LB Punching :Shear Calculations (Two wayshear): Critical Perimeter: Bo= 62.00. .IN. Punching :Shear. Vu2= 8420. LB AlIowatila Punclsing.Shear vc2= 53599 .:. LB Bending ,Calculatlons:. Factored Moment: Mu= 42387.::. :IN -LB . Nominal Moment Strength:. Mn=.' .. , . 73125 ,... AWL6 .. . . Footing Design f 97 Uniform Building Code (91 NDS)1 Ver- 5.01b By: Larry J Warner AIA, AEC Group on: 10-14-2002: 1:06:05 PM' Project: AR143LOG - Location: FTG -C -GT -G-14 Summary: Footing Size: 1.75 FT`x 1.75'FT x 12.00 IN • Footing has been designed without reinforcement Footing Loads: PL= 1808' LB • Live Load: „ PDP PPD_ 1730' LB Dead'Load: Total Load: T= 3538 LB Ultimate Factored Load: Pu= 5496 LB Footing Properties: Allowable Soil Bearinq Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size; Width:. ilei= 1.75 r e Length: L= 1.75 FT, Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: (Wood) Column TWe. Column Width: m= 5.50 IN Column Depth: n= 5.50 IN Bearing Calculations-. Required Footing Area: Areq=' 2.28 SF Area Provided: A= 3.06 SF Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure:(With Increase) Qu= Qe= 1155 1553 PSF PSF , Baseplate Bearinq: Required: Bearing= 5496 LB .Bearing Allowable Bearinq: Bearing -Allow= 83566 LB Seam ShearCalcu9 tions (Orie Way Shear): ` Beam Shear: Vu1= vc1= 131 . 9.100. LB. .. . Allotvable:Beam Shear Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= V62= 62:00 2502 .IN, . LB ' Punchinq.Shear. . Allowaible Punching Shear: vc2= LB. Bending Calculatlons: Mu= 14426 1N -LB Factored Moment: R Nominal Moment Strength: Mn=, 56875 , IN -LB". AEC Group Larry J Warner AIA TMe : Job # 655 Flying V, suite 3 Dsgnr Date: 12:42PM, 14 OCT 02 Chico, CA 95928 Description V -530.892-0008 F - 530-892-0392 Scope, your title block Information- Rcv.550100 Page 1 User. M-9603805. Ve, 6.5.0; 25.Sep.= General Footing Analysis & design �(c)1983.2001 ENERCALC Engineering Software :\+ ro ectslresUan\en ineeriri \verlicsN Description FTG -SW -2-A W/ SHEAR MONENT/ HD General information • Allowable Soll Bearing Sho,� Term Increase Seismic Zone Live & Short Term Combined fe Fry Concrete Weight Overburden Weight pplied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead.Lbad Live Load Short Term Applied Shears... Dead Load Live Load Short Terni .::. Calculations are designed to ACI 31845 and 1997 UBC Requirernents 1,500.0 psf i.330 3 2,500.0 psi 60,000.0 psi 145.00 pef 0.00 psf 0,560 k 0.320 k k crcbtr3 i�, s�tk±Z+i'i Y -Y Amis (pressures @ left & right) k -ft k -ft 3.405 k -ft Creates Rofatfon abaut) ="v Axis (pressures @left & right) k k k Width along X -X Axis 4.000 ft Length along Y -Y Axis 4.000 ft Footing Thickness 24.00 In Col Dim. Along X -X Axis 5.50 in Col Dim. Along Y -Y Axis 5.50 in Sase Pedestal height 0.000 isr Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 In ...ecc along X -X Axis 0.000 in ...ecc along Y -Y Axis 0.000 in Creates R --.tion about X�X Pxis (pressures Q top & bot)_ k -ft k -ft k -ft Cmeter, Rotation about X -X Aft (pressures @ top & bot) k k.. k Footing -Design. Suritmary.. Shear. Forces X1.9-1 ACI 92 Ci Footing Design OK 4.60f(k.4.00ft.Footing, 24.0in Thick, w/ Column Support 5.50 x 5,50in x O.Oin high 0.42 psi 0,17 psi 170.00 psi DL+LL DL+LL+ST One-Way:Shears... A=W Alldwalif Max Soll,Preasure 346.2 , 555.5 psf Max MU 0;b29' k4ft:per,fs .: ;::..::...: . ;• . 0.15 psi Allowable 1,500,0. 1,995.+0 psf Required Steel Area 0.09psi 0:3A4'in2 per ft -0.06:p&1 "X Ecc,.of Resultant -Y Ecc, of Reaiill 0.000 in 0.000 in 7.375 in 0.000 in Shear Stresses:.-. 0.09 psi 0.05 psi 85.00 psi . 1 -Way 0.258 t35`.000.psi 0.05 psi i X -X Mln; >E:b l#ty Ratio No overturning 1.500 A 2 -Way 0.454. • 170.006 psi ASCI 9-2AC19$ I Y -Y Min.: Stability Ratio 3.254 As Reo'd. i. Mu 0 Left . 0.13k -ft Footing -Design. Shear. Forces X1.9-1 ACI 92 Ci Vn •Phi Two -Way -Shear 0.45 pM 0.42 psi 0,17 psi 170.00 psi One-Way:Shears... Vu 0.Left . 0.09 psi 0.26 psi 0.15 psi 85.00 psi Vu -@:Right. 0.09psi .0,09 psi -0.06:p&1 85.00 psi VU- Top.::. 0.09 psi 0.08 psi 0.05 psi 85.00 psi . VuBottorrl'. }. :. .0.09 psi 0.68 psi 0.05 psi o5 00 pa9 .. AM¢1 ASCI 9-2AC19$ Ru / Phi As Reo'd. i. Mu 0 Left . 0.13k -ft -0.38k-ft -0226 k -ft 1.0 psi -0.34 inZ., per ft j 'Mu•a Right 0.13k -ft 0.63 k -ft 0.36.k -ft 1,7 psi 0.34ln2; per ft.: . i Mu @:Top. 0.13 k -ft 0:12 k -ft 0.05 'k -ft . 0.4 psi 0.34in2 per .ft Mu @•Bottom 0.13k ft 0.121 ft '05 k -ft, 0.4pei 0.34I«2` AEC Group Larry J Warner AIA Title, Job# 555 Flying V, quite 3 Dsgnr: Date: 12:42PM, 14 OCT 02 Description: Chico, CA 95928 V -530.892-8008 F - 530-892-0392 Scope; your title block information. ROY ssoloo hW'-oeosaos, ver 5.5.0, 25-%P-2001 General Footing Analysis & Design 2 Page.Usar. _ (c)1883 2001 ENERCALC Engineering Software :1± ro ects\res\lo an\en ineerin \vertieN Description FTG -SW -2-A W/ SHEAR MOMENT/ HD =Soil Summary. Service Load Soil Pressures Left Right Top Bottom DL + LL 346.25 3462-5 346.25 W'25 psf OL + LL + ST 27.03 665.47 346.25 346.25 psf Factored Load Soil Pressures ACI Eq. 9-1 490.75 490.75 490.75 490.75 psf ACI Eq. 9-2 37.84 931.66 484.75 484.75 psf ACI Eq. 9-3 22.92 564.33 293.62 —� 293.62. psf ACI Factors (per ACI, applied intemally to entered loads) ACI 9-1 & 9-2 DL 1.400 — ACI 9-2 Group Factor 0.750 UBC 19212.7''1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700. ACI 9-3 Dead Load Factor 0.900 UBC 1921•27 "0.9'. Factor 0.900 ACI 9-1 & 9-2 ST 1:700 ACI 9.3 Short Term Factor 1.300 s+sl9ffilc = ST ° : i.i00 AEC Group Larry J Warner AIA Title: Jas 555 Flying V, Suite 3 Dsgnr: Date: 12:42PM, 14 OCT 02 Description: Chico, CA 95928 V -530.8924008 F - 53092-0392 Scope: your title block infot'rriAV0111. Revss loo' Page 1 Use:r. KW 0603905. Ver 5.5,0, 2S3ep-2001 General Footing Analysis & Design ;l+ ro'octstresU an\en Ineerin lverticalU " ^(0)1893-200VENERCALC EnglneeOng Software Description FTG -SW -2-B W/ SHEAR MONENT/ HD&BM-1 Genera l information_ i (pressures @ left & right) Calculations are designed to ACI 318-98 and 1897 UW R.gquirenients Allowable Soil Bearing 1,500.0 psf Dimensions... T erm increase 1.330 Width along X -X Axis 3.000 It .cartwft Seismic Zone 3 Length along Y -Y Axis 3.00011 3.405'k -ft Footing Thickness 24.00 in Live & Short Term Combined Cr�ea Rota.l:;.;.;ar' Y -Y ^xes Creates Col Dim. Along X -X Axis 5.50 in fc 2,500.0 psi Col Dim. Along Y -Y Axis 5.50 in py. 60,000.0 psi Sawpedestal height 0.0: v Concrete Weight 145.00 pcf Min Steel % 0.0614: ; .. . Overburden Weight 0.00 psf Rebar Center To Edge Distance k Ands k 118i1 Applied Vertical Load... Footing Design OK Dead toad - 2.567 k ...ecc along X -X Axis 0.000 in 5.50 x 5.50in x O.Oin high ... Live Load 2.381 k ...ecc along Y -Y Axis 0.000 in . Short Term Load k Creates Rotation sbouLY_ Y Axw Crsat Rpt o^. about X -X Axl& &bot 834.8 1;596.4pef Apprred-Moments... (pressures @ left & right) (pressures W op ) Deadtoad k ft k -ft. Live Load k -ft k -ft Short.Terrn - 3.405'k -ft k -ft• Cr�ea Rota.l:;.;.;ar' Y -Y ^xes Creates Rotation about X-XAY.IA Applied Shears..:' (p ressUres Left &right) (pressures @ top &'bot)..'. Dead Load k k.. Live.Load k k Short:Term k k 118i1 Footing Design OK 73,;00ftx..3:00ff Footing; 24.Oin Thick, w/ Column Support 5.50 x 5.50in x O.Oin high ... . DL+LLL+LL+ST MaxSoitlyiessure 834.8 1;596.4pef Max Mu 1.250K-11oer:R Allowable 1,500•.0 1,995.0 psf Regdred Steel Area 0344'in2 per•'t .:• "X Ecc, of:Resdbrrt :. 0.000 in 5.408 in Shear stresses.... Vci. Y' Ecc, of:Resultant • 0.000 in 0.000 in I-way .0.000:,SS.Q00'pat:- • • . X -X -Mtn. Stability Rstio :. : No Overturning 9.500 :1 2 W ay Y -Y Mtn. Stability Ratio . 3,330 - �.. Foot�n::.iri I. 9' 9 . Shear Forces . Q ACI 9-112 C Vn `Phi 1'wa 1tVay; Shear,. ,:.: ... 1.69 psi 1:54 ¢st 0.5t psi '170.00 psi. One=Way: Shears:.....:. Vu's' Left `.-.. ' O:OO psi 0.00 psi 0.00 psi 85.00 psi :.: .- Vu .@ Right :'' O.00 psi 0.00 psi 0.00 psi ' .. 85.00 psi : 1/u Tap 0.00 psi 0.00 psi 0:00 psi 85:00 pat ;Vu @ .Bottom • 0.000M 0.00 psi. 0.00. psi 83.00 psi mo* m' elft ACI'3-1 AC19-2. ACI 9.3 Ru/ -Phi As-Req'd IGIu •Left'' �0.69k-ft.. -0.01 k -ft -0.07 k -ft 1.8.psi 0.34In2 perft Mu �: Right, 0.69.k -ft 1.25 k -ft 0.48 k -ft.. 3:3'.p 4 0.34 in2':.: per R ; : Mu @ Top 0.69 k -ft 0.62 k -ft 0.21 k -ft 1.8 psi : 0:34 tn2:::: per ft . Mu•0:Fotiom. ' 0.6q wit 0.62k -ft ' 0.21' k -#t AEC, Group Larry J Warner AIA Title: Joie # 555 Flying V, Suite 3 Dsgnr: Date: 12:42PM, 14 OCT 02 Description Chico, CA 95928 V -630-8924008, F - 530-892-0392 Scope your titie:block information. _ _.._ . --- _._.•__ Rev: =100 user.Kvv. eo3aos,VerS.S.0,25-$ep.2Wi General Footing Analysis & Design Page. 2 (e)1983-2001 ENERCALC Engineering SofNmre B-A+ groectakreMlociaftn inee6n lverti&0I Description FTG-SW-2-B W/ SHEAR MONENT/ HD&BM'.' 1 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom .DL = LL 8..`;.°..78 839.73 839.78 839.78 psf DL + LL + ST ' 83.11 1,596.44 839.78 839.78 psf Factored Load Soil Pressures ' ACI EQ. 9-1 1,255.06 1,255.06 1,255.06 7,255.06.psf ACI Eq. 9-2 116.36 2,235.02 1,175.6 1,1:raM psf '. ACI'Eq: 9-3 51.24 984.16 517.70 517.70::psf ACI. factors (per ACI, applied irderrtaily to entered loads) R ACI 91 9-2 DL 1.400 7 2,m -ACI 9-2 Group Factor 0.750 UBC 1921.2.7 " 1.4 Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACS 9-3 Dead Load Factor s3.30u OBC is2i.2.7 `Y1.9" F366i ACI.9-1. & 9-2ST 1.700 ACI 9.3 Short Term Factor 1.300 . ....selamic = ST' : 1.100 C AEC Group Larry J Warner AIA 555 Flying V, Suite 3 W441 - t V 430-892-8008 F - 530-882-0392 your title block information. I User: KW4603805: Ver 5.5.0, 25 -Sap -2001 s w Title: Dsgnr: Description Scope : General Fo®ting Analysis &. € esign - W/ SHEAR MONENT/ HD job #1 -- . - Date: 12:42PM, 14 OCT 02 Page 1 General Inforrnation Allowable Solt bearing -Short Term intiease Seismic Zone F Live & Short Term Combined fe FY Concrete Weight Overburden. Weight 1,500.0 pal 1.330 3 2,500.0 pal. , 60,000.0 psi 145.00 pef 0.00 psf Calculations are designed to ACI 313-95 and 1997 UBC Requirements Dimensions... , Width along _X -X Axis 4.00011 Length along Y -Y Axis 3.500ft Footing Thickness 24.00 in , Col Dim. Along X -X Axis 5.50 in ` Cal Dim. Along Y -Y Axis 5.50 In Base Pedestal Height in ' f Min Steel 4b 0.0014 Rebar Center To Edge Distance 3.504n US - Sh-ArForces:- . Applied Vertical Load... ACl �2 BSel ....... _. 77. Dead Load 0.600 k ...ecc along X -X Axis 0.000 in . Live Load' ©580 k ece along Y -Y Axis 0.000 in One=Way Shears::. Short Tem? Load k Creates Rotation about Y -Y Ax]s + u B=on abr ., XX. Ake, 0.30 psl ' Applied Moments... (pressures Q left & right) (pressures top & bot) Vu.�'Rigtit . Dead. Load k -ft k -ft 65.00pel ` iLAve Lxrad k -ft k -ft 0.00 psi Short Term. 3.405 k -ft k4t Vu @ Bottom 0.00 creates Rotailati@bou )LY A s Creat -e f o, •:on x 6,_4 X. ASS: Applied Shears:.: (pressures ,@ left & right) (pressures 91op & bot).. ACI 9-1 Dead load k 'k As Redd Live Load k k ; 4 : . - Short:Term k k 0.20k -ft Summary: u:39 ,Kwrz Footing Design OK - Mu @ Top • 0.15k -ft 0,14k -ft 4:00ft z 3.50ft Footing, 24.Oin Thick, w/ Column Support 5.50 x 5.50in x O.Oin high 0:34+1n2 . Ter ;ft :.. . iDL+LL DL+LL+ST Actual 0.04 k -ft Max Soil Priassure 374.3 739.1 pat - Max Mu 0.762 k=ft per:ft Allowable. 1,500.0 1,985.0 psf Required Steel Area:-0.344'in2rper. ft: Eco, of Resultant 0.000 in 7.798 in ,, S,.ear Stress:... V;-.,.... "Y' Ecc .of Resuftant .. 0.000 In 0.000 in 1-W81! 0.297 ....: ... 85.000 pal .. x x Mn: Stability Ratio..' .,No Overturritrig 1.500 :i 2 -`Way o.55Fi : 170.00 pst Y -Y Min.:Stability:RM10". ' 3.078 - Sh-ArForces:- . ;ACI9.1 ACl �2 BSel Vn• Phi.. . Two-Yilay;She'ar. 0:57 psi 0.51 pal 0.17 psi 170.019 psi One=Way Shears::. ' Vu.0 Left 0.10 psi 0.30 psl ' 0.1.6 psi 85.00 psi Vu.�'Rigtit . 0a0psi -0:10gsi -v.w:psi 65.00pel ` Vu,@ Top 0.00 psi 0.00 psi 0.00 psi •:85.00 psi Vu @ Bottom 0.00 .O.00psi 0.00 psi 85•'� psi ' Moments : ACI 9-1 AQI 9-2 ACI Ru !.Phi As Redd Mu.- ..... ' 0.20 k=ft' -0:39 k -ft -0.27 k -ft 1.0 psi. -0:34 In7..:: per. it Mu'E Right 0.20k -ft 0.76 k ft u:39 ,Kwrz 2:0 psi 0.34:iri2 ;; p&F ft. Mu @ Top • 0.15k -ft 0,14k -ft 0:04 k -ft 0.4 psf 0:34+1n2 . Ter ;ft :.. . Mu Bbtf4ril 0:16k -ft, 0.14k -ft 0.04 k -ft 0.4:psi t t . AEC Group Larry J Warner AIA Title! Job # 555 f=lying V, Suite 3 Dsgnr. Date: 12:42PM, 14 OCT 02 Description : re,:... ra�oKc'2R V.-530-8924008. 1- - 530-092-0392 Scope : , your title: biockInformation. Rev: 550100 User: Kw.oeo3s05, Vor5:5.0; 25.5ep-2001 General Footing Analysis & Design Wage (c)1983 2001 ENERCALC Engineering Software :1+ ro'ects\resVo an\en ineerin 1verti,;N Description FTG -SW -2-B W/ SHEAR MOMENT! HD Soil Pressure Summary --------- - Service Load Soil Pressures Left Right' Top Bottom -DL+ LL 374.29 374.29 374.29 374,29 psf DL + LL + ST 9.46 739.11 374.29 374.29 psf Factored Load Sol] Pressures ACt.Ea. 9-1 536.43 536.43 536.43 536.43 pif. ACI.Eq. 9-2 13.25 1,034.75 524.00 524.0b.psf` ACI Eq. 9L3 7.56 591.57 299.57 29957:00. ACI factor's' (per ACI, applied internally to entered toads) , ACI 9-1 & 9=2 DL: 1.400 ACI 9-2 Group Factor 0.750 UBC 1921:2.7 "1.4' Faetor 1.400 ACI 9-1 & 9-2 LL 1.700' ACI 93 Dead Load Factor 0.900 r UBC 1921.2.7"0.9" Factor 0.9w AGI 8-1 '& 9-2 ST_ 1.700 ACl 9-3 Short Term Factor : 1.300 :seismic - ST " : 1.100 AEC Group Larry J Warner AiA Title: job # Dsgnr: Date: 12:42PM, 14 OCT 02 555 Flying V, Suite 3 Description: Chinn, CA. 95-99R V .530.892-8008 F - 530-892-0392 Scope: your title blodk information. Rev: s'soi00 _ User: KW4*038M, ver 5,6,0,25 -Sep -200i - General Footing Analysis & Design Page 1 an\en ineerin \vertieaf\I (c)1983-2001 ENERCALC Engineering So!tvmm :\+ roieets\res\I Description FTG -SW -1-B W/ SHEAR MONENT/ HD General Information Calculations are designed to ACi 318.95 and 1"7 UBC-itequiretttents Allowable Soil Bearing 1,500.0 psf Dimensions... siion T erm Increase 1.330 Width along X -X Axis 3.500 It Seismic Zone 3 Length along Y -Y Axis 3.500 ft Footing Thickness 24.00 in Live a Short Term Combined cnt nim Alono X -X Axis 5.50 in fc 2,500.0 psi Col Dim. Along Y -Y Axis 5.50 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf. Min Steel S5 0.0014'. Overburden Weight 0.00 paf Rebar Center To Edge Distance 3.50 in i Loads Applied -Vertical Load:.. Dead Load. 0.600 k ...ecc along X -X Axis 0.000 In. n.o i .nd 0.580 k ...ece along Y -Y Axis 0.000 in ' Short Term Load k gmgtg Rotation &WLi Y -Y M& CrW1gij potation arch X -X Applied Manxift:.. (pressures tai left & right) (pressures @ top.& bot) Dead Load k -ft k -!i Live Load . k -ft k -ft Short -Term. 2.495 k -ft cgsRrtatio,-s about Y-Y'Axb Questes Reta;Ipr: about X -X ALA " Applied Shears... .: ' (pressures .@ left & right) (pressures @ top &: bat) Dead:Load : k k .' Live Load k k " Short Term•:. k k Summary- . R� Footing Design OK 150ft x 3:50ft.F66iing, 24.Oin Thick, w/ Column Support 5.50x. 5.50in x O..Oin high . .:. DL+LL DL+LL+ST Actual Allowfbje:. - Max Soil: Pressure . ..386.3 735:5 psf Max.Mu Ailoweble." 1,500.0 1,995.0 psf Required Steel Area" 0:344:in2 per..ft .. "X Ecc, of. Resultant .' . 0.000 in 6.326 In cka4. Cfroa x v..wm-:Phi....:' Ecc,.of Resuttant O.00O to 0:000 in �.1-We = Y 0.000 ::. .` 85.PW 08 X=X f t1.::� Ratio :. too Overturning 1.500 :1 2 4Way 0.518 " 170.tit10 pal ' . Y Y: MIn. Stability Ratio 3.319 Shear Forces •• : ACI 9-1 •ACI 9,7 Vn •Phi : 0.52 psi 0.47 psi 0.15 psi 170.00 psi '.One=Wiy:Sliears... Vu ' .Opi O.Opsi. O.Qpif85.00 psl'.... .:.._._.. W: P_'.KKJT' : :. :11.011 n...t psi. 0.cu l S, . cc -Fin 1 v.w psi ......... . - Vu . ' O.00 psi 0.00 psi 0.00 pat : 85.00 psi Vu g: i3mom .:0.00 psi - " 0.00 psi 0.66" psi SS'00.psi Moments:'. ;".. :At 9-1 CI 9- gg Ru l.Pt►I RegYf Mu @ Leff 0.17 k -ft -0.25 k -ft -0.18 k -ft 0.7 psi -0.34-M2'per ft . Mu Right,., 07k -ft v.-57 k -ft 0. o k -a i 5 ySi ' I�2 ": Q'�n ft Mu @ Top : 0.17 k -ft 0.161( -ft 0.05 k -ft 0.5 ps'i . 0 34:Ih2: ; :,per: ft Mu'@ 6ottdm . 0.17k -,R 0.16 k=tt 0.0a k -ft 0.5 psi .o.34 lh, 2 -',-per ft `::.. AEC Group Larry J Warner AIA Title; Jots # Dsgnr: Date: 12:42PM, 14 OCT 02 , 565 Flying V, quite 3 Description Chico Ca .9-5928 V -030-892-8006 F -. 530-092-0392 Scope: your title:bloiak information. FR-ssoioo � .0003Ws,Ver 5.5:0.26 -sap -2 Genera! Footing Analysis & Design :\+ ro ectslres\ an\en Ineeri Page 2 lvertical\I 989 aD05 ENERCALC Engineering Soh -are Description FTG -SW -1-B W/ SHEAR MONEN►/ HD Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom .,DL +U 386.33 386.33 366.33 - 386.33 psf DL + LL + ST 37.17 735.48 386.33 .386.33 psf Factored Load Soil Pressures ACI Ea. 94 555.06 555.06 555.06 555.06 psf ACI Eq. 9.2 52.04 1,029.67 540.86 tot , sts psf ACI Ey. 9-3 29.35 580.81 .305.08 305.08 psf ACI factors (perAC.I, applied lntemaliy to entered loads) ACI 9-1 & 9-2 OL 1.400 ACI 9-2 Group factor 0.750 UBC 1921.2.7"1.4' Factor . - 1..400 ACI 9-1 & 9-2 LL 1.700 ACI 943 Dead Load Factor u.yuu iinC: 'r "v.9 raCwi v. w ACI Q-1 & 9.2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seisrnic = STI : 1.400 AEC Group Larry J Warner AIA TMe, Job # Dsgnr: Date: 12:42PM, 14 OCT 02 555 Flying V, Suite 3 Description rhi�n. ra c15928 V'-530-892-8008 P - 530-892-0392 Scope your titie:61&k inforfnation...' Rew. 6501a _ .�. user: fiW. GSo36Gs, ver s.5.o, aSSa 2001 __. Combined isOOtii1� Design 1 A+ ri ectslresllo n1e 'ineerin werli(W\l (c)1gd3.2001 ENERCALC Engineering Software Description FTG -SW -1 W/GT-F-2 General Information Calculations are designed to ACi 319-96 and 1957 UBC•Requirements Allow Soil Bearing 1,500.0 psf PC 2,500.0 osi Seismic Zone 3 Fy 60,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0014 ShortTerm Increase 1.33 Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live & Short Term Load Combined Dimensions—.: Footing Size... Column Support Pedestal Sizes Dlstanoo Left 0.50 ft #1 : Square Dimension 5.50 in Dlst. Betwn Cols 2.70 ft ...Height 24.00'In Distance Right. _ T 0• rt #2: Square Dimension 5.50 in Footing -Length 3.70 ft ...Height 24.001n-.. Width>; : 3.75 ft 24.001n Thickness i -Loads- ' lrerr"s:Loads...�' r• Q.i&aht C01L�snn . ;Dead Load 0.580 k 2.057 k Live Load. 0.320 k 1.943 k Short Term Load k k Applied Momeeits::: _ -Dead Load.' k -a k -ft Live i oad. • .. k_ft ` Shirt: Term: Load . 2.495 k -ft 2;495: k -R ' ..•' : _ : :..:.:> : ' .; :.:"...:'' jummary Footing Design vat ,Length,= 3:70ft; -Width:= 3:75ft.: ihickr = 24.00in, Dist. Left =. 0.50ft, Btvm. = 2.70ft, Dist. Mg = 4.SOft ;. Maxim0ili:Soil Pressure 1,930.35 psf Allowable 1,995.00 psf Steel Req'd @ Lef; 0:34'4 Mez`Shear:Stresf 1.26 psi Steel Req'd @:Cente : .`0.344.Jn2/fi-: Alla�,abie .. 170.00 psi Stee4 Reld @-nigh Min: Overturning Stabik . 2.515 :1 Soil:Pressuires:. .:.: ....::.. . . Soila�ressure:.� Left Actual Allowable ACi Factored := Eecerifricity.: .154.0 _ ' 1;500.0 psf Eq. 9-1 227.4 .psf.. 0.4�3ft .`.;. • :.:: Dead+Live+Short Terre .. 0.0 1,895.0 psf Eq. 9-2 :.O:O,psf - - - Scii Pressure: (�:iiight End • Eq. 9.3 0.0'psf - . . . . Dead: +:Live ' - ::. ; 1.132.3 - 1,500.0 psf Eq. 9-1 1,671.3 : ps1 0.4b5 ff : � d+UV6V 3tioit:Term •1,930.3 1,995.0 psf Eq. 9-2 2,702;5 psf .: 1..028 ft.. . -, :.:..... ..: StaRiitity`Ratio 2.5 .:1 E4:9-3 1;2:7: p . • . : :.:.:::.' ..:: ...-..:.:.: . MA Mm nt $ Stiear Summary AEC Group Larry J Warner AIA Tae: Job # 555 Flying V, Suite 3 Dsgnr: Date: 12:42PM, 14 OCT 02 ACI 9-3 Description: Chir_e; CA,95928 -0.01 k -Wit V -530-892.8008 F - 530-892-0392 Scope: your title b ock Information. Rev: 550 100 � �...._...�__.._._ ... User. KW4803805,-Vat 5.5.0, 25 -Sop=s ®r��'��� Footing Design Page 2 (c)190: 2001 ENERCALC Engineering Software :\+ r0 ects\resU An\ert lneerin 1VertlCap Description FTG -SW -1 W/GT-F-2 MA Mm nt $ Stiear Summary ( values for moment are given per unit width offboting) Moments... ACI 9-1 ACI 9-2 ACI 9-3 MU 0- cot #i -0.01 IMAM -0.01 k -Wit -0.01 k -tuft Mu Btwn Cols -0.43 k-filft 0.75 k -tuft 0.83 k-ft/ft Mu @ Col #2 0.05 k-ft/ft 0.08 k-R!ft 0.04 k- Rift One Way Shears— Vn : Allow * 0.85 85.000 psi 85.000 psi 85.000 psi Vu a Col #1 0.000 psi 0A00 psi 0.000 .psi Vu Biwn Cols 0.000 psi 0.000 psi 0.000::psi... Vu @ Col #2 0.000 psi 0.000 psi 0.000 .psi - Two Way Shears... Vn -.Allow *:0.85 170.000 psi 170.000 psi 170.000 psi Vu @ Col.#1 0.349 psi 1.054 pal ww'psi. Vu O Cci #2 1.260 psi 0.788 psi 0:132 psi : . Keimr.Ping f vaiues given per unit width o:rfy j Q ten a of vol #1 Betwei 'i ColsR.'sing. @ Right Edge of W- Ru/Phi . As Req'd Ru/Phi As ReQ'd Ru/Phi As :ACI9-1.. 0.01 pal -0.344:inVII 1.14p&: -0.344in2/ft 0.l2psf ..::: 0:344In2/ff ACI 9-2 .0.04 psi -0.344in2fft`0 1.97 psi .0:344in?Jft344in21ft ... . AU 9-3 v.Ck psi- -0.3441n2in 2.15pai 0.344in2ff '- vavNai ,.;, ; v'✓"+-'rii,2iii..: - %�I.d"a4rAvi,.appfiedinternal, to.entered loads) ACI 9-1 '& 9=2 DL.- 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2:7"1.4" Factor, .:..--1A00 ACI9=1:& 8-2 .LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7'"0:9" Factor 0.900 ACI 9-1 89-2 -ST 1.700 ACI 9-3 Short Term Factor 1.300 ...seistnib = ST" AEC Group Larry J Warner AJA 635 Flying V, Suite 3 Ch:. r CA 95928 V -530-892-8008.'.F - 530-092-0392 your tltie block information. Rev: 550100. Usor: KW -0803W5: Ver5.5.0_25•Sep-2001 Description FTG -SW -1 W General Information ~~ Allow Soil Bearing' 1,500.0 psf Seismic Zone 3 Concrete Wt 145.0 pcf Short Term Increase 1.33 Overburden 0.00 psf Dimensions idle : Dsgnr: Description Scope: Combined Footing Design Calculations are designed to At t c 2,500.0 psi Ft 60,000.0 Psi Min As Pct 0.0014 Distance to CL of Rebar 3.50 In Live & Short Term Load Combined Sizes Distance Left 0.50 ft #1 : Square Dissension Dist. Betwn:Cols 2.70 R ...Height Dlstanoe.Rlght .. 0.50 ft #2: Square Dimension av-tirig Length 3,70 ft ...Height Job # Date: 12:41 PM, 14 OCT 02 Page 1 318.98 and 1997 UBC Requirements 5.50 In - 24.00 in 5.50. in 24:00. In Width' 2.25 ft ..Thickness 24.00 in 'L'oads _ Vest al: Loads:... �1 Left column • 0- RI -oft truluMn, Dead Coad 0.580 k .. 0:560 k ...: ... : `. • ..- :::'.:: "'t.; .: ' :. . Live. -Load 0.320 k 0.320 k" Short Tenn Load. k k ' Applied Moments..:. ead." k -ft }eft Live' ...:.. k -ft -k-ft .: Short':Term'Coad, 2,495 k -ft 2.495 k -ft .` .� mma ry Lerigtfi =:3.70ft :Width = 2.25ft, .. Thickness = 24.00in, Dist. Left = 0.508 Btwn. = 270ft,'Dist.� Righf Maximum..soil•pressure 'IlowablE:... 1,875.09 psf 1;995'00.psf. Steel Req'd lef.:, 0' 1 6-'Shei3r Stres: 1.48 psi Steel-Req'd 0 Cente :.- Allowrabli 170.0.0 psi 'Steel Req'd @ Ri9b .'0.344 :Mi' .:.Overturning Stabilk . 1.608:1 SQti.Pressufe@:Left:`"' Actual Allowable AC1Fact6r0d-'."'''::'.. .Eccentricity.: ... . ... :• Dead ve = ° ..:.:'. :. r 5082':. 1,500.0 P Ps 4:. E 91 73Y.8 ' f'", '' ;..'::; Dead#i_ive+Short Term ....... .:: ' :. ' .: 0.0 1,995.0 psf Eq. 9.2 ' 0:0..psf' SotlPressure'/�:Riahtfnd : Eq:93 O:O,psf::.:` Dead :+ .Live 506.2 1,500.0 psf Eq: 9=1 731:8' psf :: .:. 0.000; ft::. Dead*Lfve;ShGd1 T6irn 1,875.1 1,995.0 psf Eq. 9-2' 2;625:1 psf Stabil"sty natio':: 1.6 :1 Eq. 9.3 • .' 1,431:3 psf... ... AEC Group Larry J Warner AIA ride; Job # 555 Flying V, Suite 3 Dsgnr. Date: 12:41 PM, 14 OCT 02 t_hirn CA 95928 Description: -, V -030-092-0008 F - 530°892-0392 Scope: your tide block information. _�_._.......___.__. Rev: 550100 User: KW4)8o3�os. Ver 5.5.0.25 -Sep -2001 Combined Footing Design Page 2 (c)1883.2001 ENERCALC Engineering Sof&wrc p:\+projects\res\logan\engirieeringlverticeD Description FTG -SW -1 W Moment & Shear Summary (values formoment are given per unit width of fooSng ) Moments... ACI 9-1 --- --- ACi G ,� ACI 9.3 flu @ Col #1 12.01 k-ftin -0.01 k-Ift/I'i -0.01 k-fV',t Mu Stwn Cols -0.26 k-R/ft 1.32 k -RIR 1.43 k -RIR.. Mu @ Col #2 0.01 k-ft/ft 0.08 k -Rift 0.04 k-fi/ft ' One Way Shears... Vn : Allow • 0.85 85.000 psi 85.000 psi 85.000 psi Vu @ Col #1 0.000 psi 0.000 psi 0.000 psi .. Vu Btwn Cols 0.000 psi 0:000 psi 0.000 psi Vu @ Col #2 0.000 psi 0.000 psi 0.000 psi Two Way.shears... . Vn : Allow0.85 170.000 psi 170.000 psi 170.000 _psi . Vu,@ Cof#i 0.081 psi 1.485 psi 0.847'pf Vu Q: Col #2 0.081. psi 0.437 psi 0.229 psi : rceimorcing': " ` :.. ( .gwen per unii Wmiir vi`1-1191 13& assn C01117rrae .RulPhi• As .Req'd Ru/Phi As-Req'd. Ru/Phi .:. ' As Req'0 -, -ACI 9-1 . 0.03ps! 0.344in2tft 0.680 -0.344in2JR 0.03psl ' •' ' : :0:344it0ft ''.'ACI.. -2: 0.04 ps1 -0.344 in2lft 3:48 psi 0.344 in2fft 0.200si .: ' . ' .: 0.344in2/R ACt9-3 ' Mi psi -0.344inL%rt 3.7opsi 0.344iir2ii� v.1.ip'aI v.',",4ir i s Ali F0L f2 ,; ..': iPEe:ACi, appiiefa alt8rlr ally to entefe loatisj 'ACI 9-1'&'9=2 bL:' 1.400 .- . :ACI 9-2 Group Factor , 0.750. UBC 1921.2.7'1'.4":F.actor; ;. ;....; . •:1.400. ACI 9.1:&`9=2 . LL.•. '. 1.700 .ACI 9-3 Dead Load Factor .0.900 UBC ...::. . 1921 t2.7 : ACi 9-1 &:S 2. ST .. ' '. 1:700 - S -T 4 . . . ..'ACI Short Term Factor .1.300'. .. . lemic - ST • :.. • 1.100 _ AEC Group Larry J Warner AlA Title: .lob # 555 Flying V, Suite 3 Dsgnr: Date: 12:41 PM, 14 OCT 02 Description: Chico, r A ASA28 V -530-892-8008 F -.530-892-0392 Scope: your. title btiyck infcmAtion.. Rev:550100. Page 1A uUser.KW-MMMS. vet 5:5.0: z5-sep-moi General Footing Analysis & Design (c)1983=1 ENERCALC Engineering Software ;\+ ro octs\ros\io an\en ineerin \vertica Description FTG -GT -2 -SW -2-A W1 SHEAR MONENT/ HD. General Information --; -- - - Calculations are designed to ACI 319-96 and 1997 UBC Requirernents Allowable Soil Bearing CQ Tti--i 1,500.0 psf V Dimensions... R h � . Short Te mr increase 1.339 Width alona X -X Axis 3.000 ft . . Seismic Zone 3 Length along Y -Y Axis 3.0001 .. ' � t •ialiort' �tkA::t XaX Axis : '. ... ..: •. .. . Footing Thickness 24,00 In .: . .live & Short Term Combined (pressures aop.8 bot) Col nim. Along X.X Axis 5.50 in rc 2,500.0 psi Col Dim. Along Y -Y Axis .5.50 in Fy 60,0M.0 psi Base Pedestal Height 0MO in Concrete Weight 145.00 pcf AAIn Stent °,it 0.0014 Overburden Weigh 0.00 psf Rebar Center To Edge Distance 3.50 in': APPtIed:Veittcal Load..: --; -- - - . Dead Load :. 2.272 k ...ece along X-X'Axls O:OOO. in: +vs;l-Dadf_ 2.233 k .:... .. . ...ecaatong Y -Y Axys 0.000an: :.Shoat Term Lead k ' ... Crt$a Rota ivn abo 1T'�ilt � t •ialiort' �tkA::t XaX Axis : '. ... ..: •. .. . Applied tWoments... � (pressures left & right) (pressures aop.8 bot) Dead Load :. k -ft tc ft . ' • Live Load :. k -ft k -ft Shorf.Term . 3.405 k -ft .k -ft Creates Rotation about Y -Y Axba Creates Rotett� g!x ;� X=X A :.Applied Shears:::: (pressures left'&right) (pressures@:top:&bot),' .:: Dead Load;'. k s Uveload..';.: k _:Short'Term.: °' : ::... k SOMM�ry -::.: . Footing` i3esi jn OK.. .'.:3.00ft:x 1b0ft Footing;.,24:0in.Thick, w/ Column Support 5.50.x 5.50in x 0.0in-high` DL+LL' DL+LL+ST As�l.' IA lov7abfe"': .:..:• `. Max SoiYPreasure . 730.6 1;547.2 pef Max Mu 1.134: k-ft.pe(:fi:;:; 1;500.0. ` 1;895.0 psf _ Required Steel Asea 0:344;In2:per..ft X.:Ecc _of:Resultant:..: ... .0.000.in 5.743' in ...... :. . Ct+aWr;Rfreccoc':Phi;:.' : ......... "Y' Ecc;of Resultant -0.000 in 0.000 in 1�=W4 w-- �. 'Psi. X X Mint : Ratio 3fabflftY' i @venurn.da ltt9 1.500 :1 24 Y :1:i . •- '. ' ''-:1 iii:0i�i' € Y Y Mtn 'StabilityRetto 3:134 ACI 9 2 Ag1 �3 Vn •:Phi two -Way, Stiaar :``:: + .: ; .:,4.55ps1. 1.40.psi .: 0.45 psi 170,00.�ssi ..::.:..: ,;. .:.:.:. :::::::;.•:, .:: > '.. . 4 ne1tia Sheers::':':: -Vu `Left'.: ' :..; .: :`":',::.Q:OO:psl 0,00.psi. 0:00. psi 8&'00 psi:'i..::.:.- ...: •::: >':''.:.. :: '::. w.00 r'�l :.:Vu-@ Top`::',` .::. ,':: ::...O.00pal 6.00 psi. ... .0;00,Psi . _. 85.00 psi Vu'Slrttorrs . ` 0:00 psi ". 0:00 i pe 0:00 psi cS:Ozi: . f?s+ ` • ACI Q-2 ACI -4-3 Ru I Phi' ' Mu @. eft: 0:63 k -ft -0.06 kit -0.09 k -ft 1.7:psi. 0:34 int :: `per ft' `..nr .. .- .. ^.MU:(��;t{)Qr1i :0.63 k -it 1. i k -ii '..: •v..ii'n-ft - '.'..�'.Yoi � 3� :^�'. (t :fes... .. 0163 k.ft . 0.57.k -ft ..: '0..18: k -ft ..:: ' : :. . .1.7:psi:,:0:34;In2 f,�u (�`aattorrl 0.63 k -ft 0.57 k -ft . A18 -k ;: 4:7'pst 0.34 sri2 ::';pevat ...::.. AEC Group Larry J Warner AIA Title: job # 835 Flying V, quite 3 Osgnr: Date: 12:41 PM, 14 OCT 02 • Description rt,ic.�;.cq A8428 V --5304924008. F = 530-892-0392 Scope yout.title block M rrhation. Rev: 550100 User: KW -0803805, Ver 5.5.0, 25 -sap -2001 General Footing Analysis & resign (c)1983.2001 ENERCALC Engineering Software :1+tU 8C181r9811 Rnlen Itteefin lverticaN Description FTG -GT -2 -SW -2-A W/ SHEAR MONENT/ HD Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL.* LL 794. J 70-0.56 7990.56 79056.p% ' DL + LL * ST 33.89 1,547,22 790.56 790.56. -OV. Factored Load Soil Pressures ACI Eq. 9-1 1,181.21 1,181.21 1,181.21 1,181.21 .psf ACI Eq. 9-2 47.44 2,166.11 1,106.78 1,105.78 psf ACI Eq: 9-3 20.93 955.47 488.20 488.20 psf ACI Factors . ^ (per ACI, applied Wemally to entered loads) ACI.9-1 8 9-2 DL: .. 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4"Factor 1.400 ACI 0-1-A 9-2 LL 1.700 ACI 93 Dead Load Factor O.9W, UaC 19 1.2.7 zu.S° Tactor,` O.9uv ACI 9-1 8 9 -7 -:ST 1.700 ACI 9-3 Short Term Factor, 1.300 setemle = ST ` : 1.100 .. . f y • 3TRJ GTU 1 � o� ' r FOR, • FOP, • , 5 LO GAN JOB 317. • PARADISE, ' CA �s� ARc \ J *E*C C19689 N. 7-31-03 p-� 0 R hr OF CAL��� . . : ARCHITECTURE + ENGINEERING + "CONSULTING Larry J. Warner A..I. A., ARCHITECT 555 i+LYiNG V ST., SUITE 3 • CHICO, CALIFORNIA 95928 a3()-8a2-8(3()K i "i • PROJECT: LOGAN RESIDENCE PROT. No. AR143LOG` LOCATION: PARADISE, CA DATE: 1/3/02 BY: LJW PAGE l OF CODES: Uniform building code, 1997 Edition AISC,,Manual of steel construction, 9th Edition ACI, Manual of Concrete Practice, 19.88 Edition + 'RITC, Timber Construction Manual MATERIAL: Concrete: . Pc = 2,540 psi min. @ 28 days . Masonry- f c = 1500 psi Mortor: f c = 1800 psi, Type "S" Grout: f 2500 psi @ 28 days Steel Reinforcing: ASTM A-615 Grade 40 for #4 or smaller ASTM A-615 Grade 50 for,#5 or larger Structural Steel: ASTM A-36 Steel Pipe: ASTM A53 Grade B Steel Tubing- ASTM A500 Grade A or B. 3 Machine Bolts: ASTM A307 Grade A ; Anchor Bolts-. ASTM A307 Grade A, unfinished. Wood Connectors: Simpson Strong -Tie or equal. Wood: . , Light Framing: Const. Grade Douglas Fir Struct. Lt F ratmng, Joists & Planks: Doug, Fir No. 2 Beams & Stringers, Posts & Timbers' Doug Fir No. 1 Plywood: A.P.A. Rated sheathing, Grade CD, UBC Std.25-9 a , Glue -Lam Timber: ANSI / -AITC .1.90.1-1983 Simple Spans: 24F -V4 Combination Cantilevers: .24E7V8 Combination LOADS: Roof Live Load: 20 psf non -Snow FloofiLxve Load: 4.0 psf Seismic Zone:'.3 VVind.Speed: 75 mph. Exposure: B Method 2 used unless noted. otherwise. M Allowed Soil Bearing: • 1,500 psf NOTE: Any structural or non-structural items that are not specifically addressed in the following calculations, and or details are designed b� others ar-td are not the responsibility of AEC Group, Larry J. Warner AIA, Architect. Verification, of 'the soil conditions at the project site to determine the expansive or bearing capacity is by others. AEC GROUP., Larry I Warner AIA, 555 Flying V St. Ste -3,, Chico, CA, 95928,. 530-892-8008 PROJECT: LOGAN RE51D 'NCE PROJ.`No:- AR143LOG-1 LOCATION:• PARADISE, CA DATE: '1/3/02 BY: LJW " PAGE ' 2 OF ROOF DEAD LOAD CALCULATIONS ' • CONVENTIONAL FRAMED ROOF TRUSSED ROOF SYSTEM - ROOFING 10.0 PSF ROOFING 10.0 PSF ' 1/2" CDX PLY 1.5 ..1/2" CDX PLY - 1.5 • E11 24" O.C. 1.1 TRUSSES @ 24" O.C. 3.5 , TJI (c,, 24" O.C. 1.1 5/8" GYP BRD. 2.8 5/8" GYP BRD. 2.8 INSUL 0.5 INSUL 0.5 MISC 0.5 MISC 05. { TOTAL 17.5 PSF TOTAL • 1.8.8 PSF USE 19.0 PSF: ' ` USE 19.0 PSF. - FLOOR SYSTEM ' ( 2x FRAMING FLOOR) (I -JOIST FRAMING FLOOR) 3/4" CDX PLY 2.3 PSF 3/4" CDX PLY 2.3 PSP JOIST _ 2.2 I -JOIST 1.4 . INSULATION 0.6 .5/8" GYP BRD 2.8 GYP 2.8 MISC& INSUL 1.5 FLOORING 1.5 FLOORING 1:5 MISC . 0.5 TOTAL 9.9 PSF TOTAL • TOTAL 9.5 PSF USE 10.0 PSF, ° USE 10.0 PSF. EXTERIOR FRAMED WALLS INTERIOR FRAMED WALLS, EXT. FINISH 7.0 PSF GYP. BRD 2,2 PSF SHEAR PLY 1.5 Fa MING 2.0 , FRAMING 2.0 GYP. BRD 2.2 GYP BRD 2.2. FINISHOES N/A ; INT. FINISH 0.2 INSUL N/A n-1 NT L ' TOTAL 13.2 PSF TOTAL 6.4 PSF • USE 14 PSF. USE 6.4 PSF... CONCRETE FLOOR SLAB 15.0 PSF SHEATHING 2.3 r ' FRAIMI,NG 3:5 INSULATION 0.5 TOTAL 21.3 PSF USE 21.3 'PSF AEC GROUP., Larry J. Warner AIA, 555 Flying V St. Stc-3, Chico, CA 95928, 530-892-8008 A i .',:,._,�-.:..... ......,_.-�..._ . - ,i ^_....4 'r \•�......�i� ,i 181 ���TTb' _ - ..° !'ISf ' 19- Jj r v r _ XV If � � e,.., -•i � � � •'�� r oar � s� ���--•,,,..�. �. �-�I I i a A r r 1 e g, � _._... E Pv fa k • _ �.._.... � --- .gam ...� �., � �._--, j� �. ` t i C�e � �ru•r..r . tla 4y 1 r ' ' Roof Rafter[ 97 Uniform Building Code (91 NDS) ) Ver. 5.05 • By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 1:51:27 PM Project: AR143LOG = Location: RFTR-1 0.15 Summary: ' 1,5 IN x 5.5 IN x 9.0 FT (7 + 2) (Actual 10.4 FT) (50 24 O.C. ! #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 124.4% Controlling Factor: Section Modulus 1 Depth Required 3.67 In, Interior Span Deflections: OLD -Interior= Dead Load:. Live Load: LLD -Interior= Total Load: _ _ TLD -interior= Eave Deflections (Positive Deflections used for design): 5.79 Dead Load: DLO-Eave= • Live Load: LLD-Eave= Total toad: TLD-Eave= Rafter End Loads and Reactions: LOADS: UAper Live toad: - 55 PLF Upper Dead Load: 71 PLF Upper Total Load:. .' 127 PLF Lower Live Load: 93 PLF Lower Dead Load: 127 PLF Lower Total Load: 220 PLF Upper Equiv. Tributary Width: _ UTWeq= Lower Equiv. Tributary Width: LTWeq= Rafter Data: L= Interior Span:. Eave Span: L-Eave= Rafter Spacing: Spacino,= Rafter Pitch: Roof sheathing applied to top.of joists -Top of rafters fully braced., RP= , 'Live Load Deflect. Criteria: • U Total Load Deflect. Criteria:_ , U Non -Snow Live Load: ' RLA= Roof Loaded Area: 1600000 Live Load Method: Method = Rafter Loads: LL= Roof Live Load: DL= Roof Dead Load: r Roof Duration Factor: Cd= Slope Adjusted Spans And Loads:, Interior Span: L-adj= Eave, Span: L-Eave=adi= Rafter Live Load: wL-adi= Rafter Dead Load: . wD-adj.= Rafter Total Load: wT�adj= Properties For: #2- Douglas Fir -Larch Bendinq Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: • E= Stress Perpendicular to Grain: Fc -perp= Adjusted Properties FV (Tension): Fb'= Adjustment Factors: Cd=1.15 Cf=1,30 Cr -1•.15 Fv': Fv'= Adiustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 3.89 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controllinq Shear: U= At right support of span 2 (Center Span) Critical shear created by combining. all dead loads and live loads on span(s) 2, 3 Comparisons With Required. Sections: ., Section Modulus (Moment): Sreq= S= Area .(Shear): Areq=. A=. Moment of Inertia (Deflection): lreq= 1= 0.08 IN 0.07. IN = U1397 0.15 IN = U663 0.00 IN. 0.03 IN = 2U2202 0.00 IN = 21-/55569780 ' RXNS FT 112 LB FT -LB .141 LB 253 LB LB - 185 LB IN3 255 LB IN3 440 LB IN2 3.5 FT 5.79 FT 7.0 FT 2.0 FT ,0 IN 0- 7.0 ; 12 240 180 ►. 18.0 SF One 16.0 PSF 19.0 PSF 1.15 8.1 FT 2.32 FT 24 PLF 33 PLF 57 PLF 875 PSI 95 PSI 1600000 PSI 625 PSI 1504 PSI 109 PSI 422- FT -LB 248 ' LB - 3.37 IN3 7.56 IN3 3.41 IN2 8.25 IN2 5.64 IN4 20.80 IN4 Roof Rafter( 97 Uniform Building Code (91 NDS) ] Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002 Project: AR! 43LOG - Locaton; RFTR-1 Summary: 1.5 IN x 5,5 IN x9.0 FT (7 + 2) (Actual 10.4 FT) @ 24 O.C. / #2 - Douglas Fir-Larch - DryUse Section Adequate By: 124.4% Controlling Factor: Section Modulus J Depth Required 3.67 In SHE MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: ControllingShearlMoment/Deflection. Diagrams 300 211 lbs @ 0-ft 150 I Shear (Ibs) 0 -150 -300 3-249 lbs @ 8 ft i 500 250 Moment (ft-!b) 0 -250 -500 -88 ft-lbs @ a ft -.2 10.4 ft . Deflection (in) 0 _2- -. 146;n@oft I Interior Span = 7 ft (8.1 ft) Eave = 2 ft-(2,32 ft) Controlling Load Cases: Shear. Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Moment Critical moment created by combining all dead loads and live loads on span(s) 2 Deflection: Critical deflection. created by combining all dead loads and live loads on span(s) 2' T LOADING DIAGRAM W 777�. A o I Interior Span. = 7 ft (8.1 ft) - Eave = 2 ft (2,32 ft) Rafter Pitch: 7: 12 . Floor Joist( 97 Uniform Building Code. (91 NDS) I Ver: 5.05 By: Larry J Warner AIA GSI , AEC Group on: 01-03-2002: 1:51:32 PM , Project: AR143LOG - Location: FJ2-1 Summary: • 1.5 IN x 5.51N x 7.0 FT 0. 16 O.C.. / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 101.9% Controlling Factor: Section Modulus / Depth Required 4.35 In Center Span Deflections: Dead Load. � DLD-Center= 0.02 IN • Live Load: LLD -Center= 0.09 IN = U9.70 Total Load: • TLD -Center= 0,11 -IN = L1776 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 187 LB . Dead Load: ' * DL-Rxn-A= 47 LB ' Total Load: - TL-Rxn-A= , 233 LB Bearing Length Required (Beam only, Support capacity not checked): BL -A= 0.25 IN Center Span Right End Reactions (Support B):' Live Load: LL-Rxn-B= 187 LB Dead Load: DL-Rxn-B= 47 LB Total Load, TL-Rxn-B= 233. LB ,Bearing Length Required (Bea_ m only, Support capacity not checked): ' BL -B= 4.25 IN Joist Data: Center Span Length:. L2= 7.0 FT Floor sheathing applied to top of joists -top of joists fully braced. i f, Live Load Duration Factor' Cd= 1.00 . • Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: ' Uniform Floor Loading: Live Load: LL -2= 40.0 PSF Dead Load: DL -2= 10.0 PSF . 'Total Load:. TL -2= 50.0 PSF Total Load Adiusted for Joist Spacing: wT-2= 67. PLF Properties For: #2- Douglas Fir -Larch Bending Stress: 'Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity. E_ 1600000 PSI Stress Perpendicular to Grain: Fc -perp= 625 PSI Adjusted Properties `` Fb' (Tension): Fb'= 1308 PSI Adjustment Factors: Cd=1.00 Cf=1.30.01..15 Fv': Fv'= 95 PSI Adjustment Factors: Cd=.1.00 Design Requirements: Controlling Moment: M= 408 FT -LB 3.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on spans) 2 Controllinq Shear: V= 233 LB At right support of. span, 2 (Center Span) t Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 3.75 IN3 S= 7.56 IN3 , Area (Shear): Areq= 3.68 IN2 A= 8.25 IN2 ' Moment of Inertia (Deflection): ireq= 10.29 IN4 1= 20.80. IN4- y • e. s , Floor Joist( 97 Uniform Building Code (91 NDS) ) Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002 Project: AR143LOG FJ2-1 Summary: 1.5 IN x 5.5 IN x 7.0 FT @ 16 O.C. /#2 - Douglas Fir -Larch - Dry Use Section Adequate By: 101.9% Controlling Factor: Section Modulus / Depth Required 4.35 In, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 300 150 Shear (lbs) 0 -150 -300 500 250 Moment (ft4b) 0 -250 -500 -.1 -.05 Deflectier (in) 0 .05 1 Controlling Load Cases: Shear: Critical shear created b; combining all dead loads and live loads on span(s) 2 Moment: Critical moment created by combining ali'dead loads and live loads on span(s) 2 Deflection: Critical deflection created by live loads only on span(s) 2_' LOADING DIAGRAM - .__..._.._-._.... �_.__ .... :. A Center Span = 7 ft Floor Joist{ 97 Uniform Buildinq Code (91 NDS) ) Ver: 5.05 BV: Larry, J Warner AIA CSI , AEC Group on: 01-03-2002: 1:51:35 PM Project: AR143LOG - Location: FJ2-2 Summary: '+ TJI PRO 120TS 19.5 - Trus Joist -MacMillan x 13.0 FT A 16 O.C. Section Adequate BV: 21.1% Controlling Factor: Allowable Deflection Hoists were designed for simple spans using the joist manufacturers$ublished values. If the design does not match the actual joist loading or span conditions in any way, contact the joist manufacturer for design,verification. 'joist Span Deflections, Dead Load: DLD-Center= 0.07 IN Live Load: LLD -Center= 0.27 IN = U581 Total Load: TLD -Center- 0.34 IN = U465 Joist Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 347 LB Dead Load: Q't-Rxn-A= 87 LB Total Load: TL-Rxn-A= 433 LB Bearing Length Required (Beam only, Support capacity not checked): BL -A= 1.75 IN Joist Span Right End Reactions (Support B): Live Load: LL-Rxn-B= . 347 LB Dead Load: ' DL-Rxn-$= 87 LB Total Load: TL-Rxn-B= 433 LB Bearing Length Required (Beam only, Support capacity not checked,): BL -B= '1.75 IN Joist Data: Joist Span Length: L2= -13.0 FT Floor sheathing applied to top of, joists -top of joists fully braced. Live Lead Duration Factor, 4d= 1.00 ' Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Joist Span Loading: Uniform Floor Loading: Live Load: . LL -2= 40.0 • PSF , i Dead toad: DL 2= 10.0 PSF Total Load: TL -2= , 50.0 PSF Total Load Adjusted for Joist Spacing: wT-2= 67 PLF Properties For: TJI PRO 120TS / 9..5- Trus Joist -MacMillan Depth:. D= 9.5 IN Moment Capacity: ,/.cap= 2570 FT LB Shear Capacity: Vcap= 1.120 LB ' El: EI?-- 141:000000 LB-IN2 End Reaction.CapacitV: Rcap= 1120 LB ; Comparisons With Required Sections: Controlling .k1oment: M= 1408 FT -LS Adjusted Moment Capacity: ' Mcap-adi= 2570 1=T -LB , Controlling Shear. V= 433 LB Adjusted Shear Capacity: Vcap-adi= 1120. LB El Required: EI -req= 116428500. LB-IN2 EI: El= 1.41000000 LB-IN2 Maximum End Reaction: Rmax= 433 LB Adjusted Reaction Capacity: Rcap-adj= 1,120 ' LB Floor Joist[ 97 Uniform Building Code (91 NDS) ] Ver: 5.05 By: Larry J Warner AIA CSl , AEC Group on: 01-03-2002 Projee; AR143LOG - Location: FJ2-2 Summary: TJI PRO 120TS / 9.5 - Trus Joist -MacMillan x 13.0 FT @ 16 O.C. Section Adequate By: 21.1% Controlling Factor: Allowable Deflection SHEAR, MOMENT, AND DEFLECTION DIAGRAMS =_oad_ combination shown: Contre!lin(I Shear/Moment0efiection Diagrams 500 I 433 lbs @ 0 ft 250- Shear 50 Shear I (lbs) 0 i -250 -500 -434 lbs c@ 13 ft 2000 1408 ft -lbs @ 7 ft 1000- Moment 000-Moment _,- (ft -lb) 0 - A000 -2000 -.4 -.2 Deflection i (in) 0 .2- .268 in @ 6.5 It 2.268in@6.5It I Joist Span, =13 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and' live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by live loads only. _ LOADING DIAGRAM —._._._._._.._ _....... ._.-..._._._..-- _._ �_ .......... ---- .... . Joist Span = 13 ft. Multi -Loaded Beam( 97 Uniform Buildinp Code (91 NDS) ) Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 1:51:21 PM Proiect: AR143LOG -.Location: FBA ' ' LB Summary: LB 7.0 IN x 16.0 IN x 2.1.0 FT / 2.0E Parallam - Trus Joist -MacMillan IN ' Section Adequate By: 26A% Controlling Factor: Moment of Inertia / Depth Required 14.81 to Center Span Deflections: , 3613. Dead Load: DLD-Center= ' Live Load: LLD -Center= - Total Load: TLD -Center - Center Span Left End Reactions (Support A): OA Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn -A= Bearinq length Required (Beam only, Support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Properties For: 2.0E Parallam-'Trus Joist -MacMillan Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= ' Total Load: TL-Rxn-B= Bearing Length Required (Beam only, Support capacity not checked): BL -B= Beam Data: . L2= Center Span Lenqth: Modulus of Elasticity: Center Span Unbraced Lenqth-Too of Beam: Lu2-Top= Center Span Unbraced Length -Bottom of Beam: Lu2-Boftom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L1 Total Load [reflect. criteria: r L/ Center Span Loading: Fb' (Tension)• ' Uniform Load: -2= Live Load: x Dead Load: D'2= `^� Beam Self Weight: BSW= Total Load: wT-2= Point Load 1 PL1-2= Live Load: Dead Load: PD1 -2= Location (From lett end of span): X1-2= Point Load 2 Live Load: PL2-2= Dead Load: PD2-2= Location (From left end of span)' X2-2= Tra ezoidal Load 1 0.33 IN - 0.50 IN = Ll503. 0.83 IN = U303 5471 LB t ,3765 LB 9236 LB 1.76 IN ' 5412 LB 3613. LB ' 9025 LB 1.72 IN ' 21.0 FT OA FT 21.0 FT 1.00 FT 360 C-1-2= 240 FT 455 PLF 291, PLF 36 PLF 781-. -'PLF 244 LB ' 266 LB 7.5 FT - 244 LB i 266 LB 7.5. FT P Left Live Load: TRL-Left-1-2= 105. PLF Left Dead Load: TRO -Left -1-2= 6 PLF "Right Live Load: TRL-Right-1-2= 105 PLF Right Dead Load: TRD-Right-1-2= 0 PLF r Load Start: A-1-2= 7.5 FT Load End: B-1-2= -15.5 FT Load Length: C-1-2= 8,0 FT Properties For: 2.0E Parallam-'Trus Joist -MacMillan ' Bendinq Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000. PSI Stress Perpendicular to Grain: Fc, perp= 750 PSI ' Adjusted Properties # Fb' (Tension)• ' Fb'= 2809 -PSI Adjustment Factors: Cd=1.00 Cf --0.97 Fv': Fv'= Adiustment Factors: Cd=1.00 . Design Requirement's: Controllinq Moment 1 M= 10.08 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controllinq Shear... V= 'At left support of span2.(Center Span) ' Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections' Section Modulus (Moment): Sreq= 215.51 S= 298.67 Area (Shear):Areq= 47.77 A= 112.00 Moment of Inertia (Deflection.):. 1394.21 1= 2389.33 290 PSI 50443 FT -LB 9236 LB ` f req= IN3 IN3 IN2 IN2 iN4 IN4 M E Multi -Loaded Beam( 97 Uniform Building Code (91 NDS)) Ver: 5.05 By: Larry J Warner AIA CSI, AEC Group on: 01-03-2002 Project; A f vLOG = Lo^ 3tien: FB -1 Summary: 7.0 IN x 16.0 IN x 21.0 FT / 2.OE Parallam - Trus Joist -MacMillan Section Adequate By: 26.1 % Controlling Factor: Moment of Inertia / Depth Required 14.81 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shorn' Controlling ShearlMomentlDeftection Diagrams 10009 -- 9236 lbs @ 0 ft ~- 5000- s hear 000shear (Ibs) 0 -5000 -10000-9025 lbs @ 21 ft 60000 50443 #t -lbs @ 10 ft 30000- Moment 0000 Moment (ft -lb) Q -30000 -60000 -.45 Deflection (in) 0 1 .. .45- .94 .,,,2 in @ 10.5 ft Center Span = 21 ft Controlling Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s) 2 Moment: Critical moment created by combining all dead loads and rive loads on span(s) 2 Deflection: Critical deflection created by combining all dead loads and live loads on span(s) 2 LOADING DIAGRAM P f Center Span 21 ft Combination Roof and Floor Beam( 97 Uniform Bu ldinq Code (91 NDS) ) Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 1:51:16 PM Proiect: AR143LOG - Location: FB -2 Summarv: 7.0 IN x 16.0 IN x 21.0 FT 12.OE Parallam - Trus Joist -MacMillan Section Adequate By: 34.9% Controlling Factor: Moment of Inertia 1 Depth Required 14.48 In Deflections: Dead Load: DLD= 0.38 IN Live Load: LLD= 0.40 IN = U533 Total Load: TLD= 0,78 IN ='WN Reactions (Each End): Live Load: LL-Rxn= 4568 LB Dead Load: DL-Rxn= 4357 LB Total Load: TL-Rxn= 8925 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.70 IN Beam Data: Span: L= 21.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria.: U 360 Total Load Deflect. Criteria: U 240 Non -Snow Live Load: Roof Loaded Area: RLA= 210.0 SF Live Load Method: Method = One Roof Loading: Roof Live Load -Side One: RLL1= 14.0 PSF Roof Dead Load -Side One: RDL1= 19.0 PSF Roof Tributary Width -Side One: R'RN,I = 3.5 FT Roof Live Load -Side Two: RLL2= 14.0 PSF Roof Dead Load -Side Two: RDL2= 19.0 PSF Roof Tributary Width -Side Two: RTW2= 6.5 FT Roof Duration Factor: Cd -roof= 1.25 Floor Loadinq: Floor Live Load -Side One: FLL1= 4.0.0 PSF Floor Dead Load -Side One: FDL1= 10.0 PSF Floor Tributary Width -Side One: FTW1= 6.5 FT Floor Live Load -Side Two: FLL2= 10.0: PSF Floor Dead Load -Side Two: FDL2= 10.0 PSF Floor Tributary Width -Side Two: FrA'2= 3.5., FT Floor Duration Factor: Cd -floor- 1.00 Wall Load: WALL= 60 PLF Beam Loads: Roof Uniform Live Load: WL -roof= 140 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof=' 220 PLF Floor Uniform live Load: wL-floor= . 295 PLIF Floor Uniform Dead Load: wD-floor- 100 PLF Beam Self Weight: BSW= 35 PLF Combined Uniform Live Load: wL= 435 PLF Combined Uniform Dead Load: WD= 320 PLF Combined Uniform Total Load: v.Ta 850 .:. PLF Controlling Total Design Load: wT-cont= 850 RLF Properties For: 2.0E Parallam- Trus Joist -MacMillan Bending Stress: Fb= 2900 P81 Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain` Fc -perp-- 760 PSI Adjusted Properties Fb' (Tension): Fb'= 3511 PSI Adjustment Factors: Cd=1.25 Cf --0.97 Fv': Fv'= 363 PSI Adjustment Factors: C,4=1.25 Design Requirements: Controlling Moment: M= 46854 FT -LB 10.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear:' V=. 8925. LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 160.14 IN3 S= 298.67 IN3 Area (Shear): Area= 36.93 IN2 A= 112.00 IN2 Moment of Inertia (Deflection): Ireq= 1770.81 IN4 1= 2389.33 IN4 Combination Roof and Floor Beam[ 97 Uniform Building Code (91 NDS) ] Ver. 5.05 By: Larry J Warner AIA CSI, AEC Group on: 01-03-2002 Project: AR143LOG - Location: FB -2 Summary: 7.0 IN x 16.0 IN x 21.0 FT / 2,0E Parallam - Trus Joist -MacMillan Section Adequate py' 34.9% Controlling Factor Moment of Inertia / Depth Required 14.48 In SHEAR MOMENT. AND DEFLECTION DIAGRAMS 9000 4500 Shear (lbs) 0 -4500 17vvv 50000 25000 Moment (ft -lb) 0 -25000 -50000} -.9 -.45 Deflectior (in) 0 .45 .9 Controlling Load Cases: Shear Crfical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. _ LOADING DIAGRAM �- Span = 21 It Combination Roof and Floor Beamf 97 Uniform Buildinq Code (91 NDS) ) Ver: 5.05 By: Larry J Warner AIA CSI, AEC Group on: 01-03-2002: 2:31:58 PM Proiect: AR143LOG - Location: GDH-1 Summary: '5.5 IN X 11.5 IN x 16.5 FT / #1 - Douglas Fir -Larch - Dry Use 15632 Section Adequate By: 9.1% Controlling Factor: Section Modulus [Depth Required 11.01 In Deflections: 3790 Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Areq= Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: 697.07 Span: L= Maximum Unbraced Span: Lu= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: RLL1= Roof Dead Load -Side One: RDL1= -Roof Tributary Width -Side One: RTW I Roof Live Load -Side Two: RLL2= Roof Dead Load -Side Two: ROL2= Roof Tributary Width -Side Two: RTW2= Roof Duration Factor: Cd-roof-- d-roof=Floor FloorLoadino: Floor Live Load -Side One: FLL1= Floor Dead Load -Side One: FDL1= Floor Tributary Width -Side One: FTW1= Floor Live Load -Side Two: FLL2= Floor Dead Load -Side Two: FDL2= Floor Tributary Width -Side Two: FTW2= Floor Duration Factor: Cd -floor - Wait Load: WALL= Beam Loads: Roof Uniform Live Load: wL-roof= Roof Uniform Dead Load (Adjusted for roof pitch). wD-roof= Floor Uniform Live Load: wL-floor= Floor Uniform Dead Load:. wD floor - Beam Self Weight: BSW= Combined Uniform Live Load: wL= Combined Uniform Dead Load: wD= Combined Uniform Total Load: 4✓T= Controllinq Total Design Load: wT-cont= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties FV (Tension): Fb'= Adjustment Factors: Cd=1.25 Cf --1.00 Fv': Fv'= Adiustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 8.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear.. At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 0.35 IN 0.34 IN = U581 0.69 IN = L/288 1881 LB 1909 LB 3790 LB 1.1.0 IN 16.5 FT 0.0 FT 360 240 90.8 SF One 16.0 PSP 19.0 PSF 3.5 FT 16.0 PSF 19.0 PSF 2.0 FT 1.25 40.0-- PSF' 10.0 PSF 3.5 'FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 60 PLF 88 PLF 121 PLF 140 PLF 35 PLF 15 PLF 228 PLF 156 PLF 459 PLF 459 PLF 1350 PSI 85 PSI 1600000 .PSi 625 PSI 1688 PSI 106 PSI M= 15632 FT=LB V= 3790 LB Sreq= 111.16 IN3 S= 121.23. IN3 Areq= 53:50. IN2 A= 63.25. IN2 Ireq= 580.26 IN4 1= 697.07 .IN4 I Combination Roof and Floor Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.05 By: Larry J Warner AIA GSI , AEC Group on: 01-03-2002 Protect: AR143LOG - Location: GDH-1 Summary: 5.5 IN x 11.5 IN x 115.5 FT 1 #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 9.1% Controlling Factor: Section Modulus I Depth Required 11.01 In SHEAR, MOMENT, AND -DEFLECTION DIAGRAMS 4000 2000 Shear (lbs) 0 -2000 -4000 20000 10000 Moment (ft -ib) 0 -10000 -20000 -.8 -.4 Deflection (in) 0 .4 .8 Controlling Load Cases: Shear: Critical shear created by combining all dead and live toads. Moment: Critical moment created by combining all dead and rive loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM Span = 16.5 ft Roof Beamf 97 Uniform Building Code (91 NDS) ) Ver: 5.05 By: Larry J Warner AIA CSI, AEC Group on: 01-03-2002:'1:51:00 PM Project: AR143LOG - Location: BM -1 V= Summary: LB. 3.5 IN x 11.5 IN x 8.0 FT / #1 - Douglas Fir -Larch - Dry Use 59.64 Section Adequate By: 6.8% Controlling Factor: Area /Depth Required 10.76 In Deflections: IN3 Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): 104,14 Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live -Load -Side Two: LL2= Roof Dead Load -Side Two: DU= TributWidth -Side Two: T2= TVV2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weighs: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD adi= Total Uniform Load: WT= Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear. Stress., Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.15 Cf --1.00 FV: Adi'ustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 4.0 It from left support Critical moment created by combining all dead and live loads. Controlling Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Fv'= 0.05 IN 0.03 IN = U2905 0.08 IN = U1205 1600 LB 2258 LB 3858 LB 1.12 IN 8.0 FT 0.0 FT 7 : 12 240 180 200.0 SF One 16.0 PSF 19.0 PSF 23.0 FT' 16.0 PSF 10.0. PSF 2.0 FT 1.15 20 PLF 15 PLF 8.0 FT 400 PLF 564 PLF 964 PLF 1350 PSI 85'. .PSI 1600000 PSI 625 PSI 1553 PSI 98 PSI M= 7716 FT -;LB V= 3858 LB. Sreq= 59.64 IN3 S= 121.23 IN3 Areq= 59.20 IN2. A= 63.25 IN2 Ireo= 104,14 IN4 I= 697.07 IN4 Roof Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.05 By: Larry J Warner AIA CSI, AEC Group on: 01-03-2002 Project: AR143LOG - Location: BM -1 Summary: 5.5 IN x 11,5 IN x 8.0 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate ey: 6.8% Controlling Factor Area / Depth Required 10.76 in SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 1 . ,.4 .....,,i,ttion nhnwn- r'nntrnilinn ShaadNAoment/Deflection Diagrams 4000- 2000- Shear 000•2000Shear Obs) 0 -2000 -4000 8000 4000 Moment (ft -Ib) 0 -4000 -8000 -.09 -.045 Deflection (in) 0 045 .09 3858 lbs @ 0 ft 1 -3858 lbs @ 8 ft I w —.079 in4I Span =8ft i Controlling Load Cases: Shear: Critical shear created by combining. all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. �. LOADING DIAGRAM - 1, A Span = 8 ft Roof Beam( 97 Uniform Buildinq Code (91 NDS) ) Ver: 5.05 Bv: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 1:51:03 PM Project: AR143LOG - Location: BM -2 Summary: 5.25 IN x 16.:0 IN x 20.0 FT 12.0E Parallam - Trus Joist -MacMillan Section Adequate By: 30.3% Controlling Factor: Section Modulus / Depth Required 14.19 In Deflections: Dead Load: DLD= 0.58 IN Live Load: LLD= 0.35 IN = U683 Total Load: TLD= 0.93 IN = U258 Reactions (Each End): Live Load: LL-Rxn= 3500 LB Dead Load: DL-Rxn= 5753 LB Total Load: TL-Rxn= 9253 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 2.35 IN Beare Data: Span: L= 20.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 7 : 12 < Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Non -Snow Live Load: Roof Loaded Area: RLA= 500.0 SF Live Load Method: Method = One Roof Loading: Roof Live Load -Side One: LL1= 14.0 PSF Roof Dead Load -Side One: DLI= i9.0 PSF Tributary Width -Side One: • TW1= 23.0 FT Roof Live Load -Side Two: LL2= 14.0 PSF Roof Dead Load -Side Two: DL2= 10.0. P.SF Tributary Width -Side Two: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15. . Wall Load: WALL= 20 PLF Beam Self Weight: BSW= 26 PLF Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Length: Ladi= 20.0 FT Beam Uniform Live Load: wL= 350 PLF Beam Uniform Dead Load: wD adi= 575 PLF Total Uniform Load: WT= 925 PLF Properties For: 2.0E Parallam- Trus Joist-MacMitlan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticitv: E= 2000000 PSI Stress Perpendicular to Grain: Fc�_Perp= 750- PSI Adjusted Properties. Fb' (Tension): Fb'= 3230 PSI Adjustment Factors: Cd=1.15 Cf=0.97 FV: Fv'= 334 PSI Adjustment Factors: C&I.15 Design Requireriients: Controllinq Moment: M= 46266 FT -LB 10.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 9253 LB At support. Critical shear created' by combining all dead and We loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 171.88 IN3 S= 224.0.0 IN3 Area (Shear): Areq= 41.62 IN2 A= 84.00 IN2 Moment of Inertia (Deflection): Ireq= 1248.98 IN4 1= 1792.00 IN4 Roof Beam[ 97 Uniform Building Code (91 NDS) ] Ver. 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002 Project: AR143L OG - Location: BM -2 Summary: 5.25 IN x 16.0 IN x 20.0 FT / 2.0E Parallam Trus Joist -MacMillan Section Adequate By: 30.3% Controlling Factor: Section. Modulus / Depth Required 14.19 In SHEAR, MOMENT, ARID DEFLECTION DIAGRAMS nwi snmhin=hnn shown- Contr©llina Shear/Moment/I_]eflection Diaorams 10000 5000 Shear (Itis) 0 -5000 -10000 50000 25000 Moment (ft ib) 0 -25000 -50000 -1 -.5 Deflection (in). 0 .5 A C Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment; Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM Span = 20 ft Roof Beamf 97 Uniform Building Code (91 NDS)1 Ver. 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 1:51:06 PM Proiect: AR143LOG -Location: BM -3 S= Summary: IN3 5.5 IN x 5.5 IN x 7.0 FT / #2 - Douglas Fir -Larch - Ory Use 11.67 Section Adequate By: 39.7°% Controlling Factor. Section Modulus ! Depth Required 4.65 In Deflections: iN2 Dead Load: OLD= Live Load: LLD= Total Load: TL D= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof. RP= Live Load Deflect, Criteria: U Total Lead Deflect. Criteria: L/ Non -Snow Live Load. Roof Loaded Area: RLA= Live Load Method: Method = Roof Loadinq: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW 1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor. Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth:. Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD adj= —wT= Total Uniform Load: Properties For: #2- Douglas Fir -Larch .Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc perp= Adjusted Properties, .Fb' (Tension): Fb'= Adjustment Factors: Cd=1.15 Cf --1.00 Fv': Fv'= Adjustment Factors: Cd=1.15 Design Requirements. Controllinq Moment: 3.5 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear. At support. Critical shear created by combining alldead and live toads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): M= V= 0.07 IN 0.04 IN = U1927 0.12 IN = U709 280 LB 481 LB 761 LB 0.22 IN 7.0 FT 0.0 FT 7 : 12 240 180 3.5.0 SF One 16.0 PSF 19.0 PSF 3.0 FT 16.0 PSF 19.0 PSF 2.0 FT 1.15 20 PLF 7 PLF 7.0 FT 80 'PLF 137 PLF 217 PLF 700 PSI 85 PSI 1300000 PSI 625 PSI 805 PSI 98 PSI 1331 FT -LB 761 LB Sreq= 19.84 IN3 S= 27.73 IN3 Area= 11.67 1N2 A= 30.25 iN2 Ireq= 19,35 -IN4 1= 76.26 IN4 Roof Beam[ 97 Uniform Building Code (91 NDS) j Ver: 5.05 6y: Larry J Warner AIA CSI, AEC Group on: 01-03-2002 Project: AR143LOG - Location: SM -3 Summary: 5.5 IN x 5.5 IN x 7.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 39.7% Controlling Factor: Section Modulus / Depth Required 4.65 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS - Load combination shown: Controlling Shear/Moment/Deflection Diagrams - 400 Shear (lbs) 0 -400 -800 2000 1000 Moment (ft -lb) 0 -1000 -2000 -.2 -.1 Deflection (in) 0 .2 761 lbs @ 0 ft _�— I l -761lbs @7ft a }......_... — 1331 ft4bs @ 4 ft ^. 1 i .118in@3.5ft _ Span = 7 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads, Deflection: Critical deflection created by combining all dead and live loads. A LOADING DIAGRAM --....... ..._..... ...... _......... ._ Span.=7ft Roof Beam( 97 Uniform Building Code (91 NDS) I Ver: 5.05 BY: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 1:51:08 PM Proiect: AR143LOG - Location: BM4 S= Summary: IN3 5.5 IN x 5.5 IN x 8.0 FT i #2 - Douglas Fir -Larch - Dry Use 13.34 Section Adequate By: 7.0% Controlling Factor: Section Modulus / Depth Required 5.32 In Deflections: 30.25 Dead Load: OLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Bearn Data.- ata:Span: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof. Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: OL2= Tributary Width -Side Two: TW2= Roof Duration Factor'. Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress:. Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.15 Cf= -1.00 Fv': Fv'= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): L9 lyn 0.13 IN 0.07. IN = U1291 0.20 !N = U475 320 LB 549 LB 869 LB 0.25 IN 8.0 FT 0.0 FT 7 : 12 240 180 40.0 SF One 16.0 PSF 19.0 PSF 3.0 FT 16.0 PSF 19.0 PSF 2.0 FT 1.15 20 PLF 7 PLF 8.0 FT 80 PLF 137 PLF 217 PLF 700 PSI 85 . PSI 1300000 PSI 625 PSI 805 PSI 98 PSI 1739 FT -LB 869 LB Sreq= 25.92 I1\13 S= 27.73 IN3 Areq= 13.34 IN2 A= 30.25 IN2 lreq= 28.88 IN4 1= 76.26 IN4 Roof Beam[ 97 Uniform Building Code (91 NDS)) Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002 Project.: AR1431.00 - Location: BM -4 Summary: 5.5 IN x 5.5 IN x 8.0 FT 1 #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 7.0% Controlling Factor: Section Modulus / Depth Required 5.32 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 900 450 Shear (lbs) 0 -450 -900 2000 1000 Moment (n -ib) 0 -1000 -2000 -.3 -.15 Deflection fin) 0 .15 .3 Controllinq Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and rive loads. Deflection: Critical deflection created by combining all dead and. live loads. LOADING DIAGRAM Span. = 8 ft Roof Beam( 97 Uniform Building Code (91 NDS) ) Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 1:51:11 PM Project. AR143LOG - Location: BM -5 Summary: 5.5 IN x 9..5 IN x 13.0 FT 1 #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 26.0% Controlling Factor: Section Modulus / Depth Required 8.46 In Deflections: Dead Load: DLD= 0.21 IN Live Load: LLD= 0.12 IN = LJ1292 Total Load: TLD= 0.33 IN = U476 Reactions (Each End): Live Load: LL-Rxn= 624 LB Dead Load: DL-Rxn= 1070 LB Total Load: TL-Rxn= 1694 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.49 IN Beam Data: Span: L= 13.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 7 :12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Non -Snow Live Load: Roof Loaded Area. RLA= 78.0 SF Live Load Method: Method = One Roof Loading: Roof Live Load -Side One: LL1= 16.0. PSF Roof Dead Load -Side One: DLI= 19.0 PSF Tributary Width -Side One: TW1= 4..0 FT Roof Live Load -Side Two: LL2= 16.0 PSF Roof Dead Load -Side Two: DL2= 19.0 PSF Tributary Width -Side Two: TW2= 2.0 FT Roof Duration. Factor: Cd= 1.15 Wall Load: WALL= 20 PLF Beam Self Weight: BSW= 13 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 13.0 FT Beam Uniform Live Load: V,/L= 96 PLF Beare Uniform Dead Load: WD adi= 16.5 • PLF Total Uniform Load: —WT= 261 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 875 PSI . Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1006 PSI Adjustment Factors: Cd=1.15 Cf --1.00 FV: Fv'= 98 -,PSI Adiustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 5507.. FT -LB 6:5:ft from.left support Cri6carmoment created by combining all dead and live loads. Controlling Shear: V= 1694 LB At support. Critical shear created by combining all dead and live toads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 65.67. IN3 S= 82.73 IN3 Area (Shear): Arm= 26.00 .'IN2 A= 52.25 ' . 1N2 _ Moment of Inertia (Deflection): Ireq= 148.66 :.:IN4 I= - 392.96 -IN4 Roof Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002 Protect: AR143LOG - Location: BM -5 Summary. 5.5 IN x 9.5 IN x 13.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 26.0% Controlling Factor: Section Modulus / Depth Required 8.46 In SHEAR. MOMENT, AND DEFLECTION DIAGRAMS 2000 1000. Shear (lbs) 0 -1000 -2000 6000 3000 Moment (ft -Ib) 0 -3000 -6000 -.4 -.2 Deflectidn (in) 0 .2 .4 Controllinq Load Cases: Shear: Critical shear created by combining all deadand five loads. Moment: Critical moment created by combining all dead and rive loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM ........... ... - - _..._..._.. yy - v-- .-.-...._-_-. "..._..... __ .�_._.�. _ Span = 13 ft Roof Beamj 97 Uniform Building Code (91 NDS) t Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 1:51:14 PM Project: AR143LOG —Location: HDR -1 PSI Summary: PSI 5.5 IN x 9.5 IN x 6.5 FT / #1 - Douglas Fir -Larch - Dry Use .. PSI Section Adequate By: 6.6% Controlling Factor: Area / Depth Required 8.91 In PSI Deflections: PSI Dead Load: DLD= Live Load' LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Seam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect, Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DLI= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL-- ALL=Beam BeamSelf Weight: SSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform LiveLoad: wL= Beam Uniform Dead Load: wDadi= —wt= Total Uniform Load: Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors:. Cd=1.15 Cf --1.00 Fv': Fv'= Adiustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: 3.25.ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At support. Critical shear created by combining all dead and live toads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): M= V= 0.04 IN 0.03 IN = U3053 0.06 IN = U1243 1300 LB 1893 LB 3193 LB 0.93 IN 6.5 FT 0.0 FT 7 : 12 240' 180 162.5 SF One 16.0 PSF 19.0 PSF 23.0 FT 16.0 PSF 19.0 PSF 2.0 FT - 20 PLF 13 PLF 6.5 FT 400 PLF 583 PLF 983 PLF 1350 PSI 85 PSI 1600000:. PSI 625 .. PSI 1553 PSI 98 PSI 5189 FT -LB 3193 - LB . Sreq= 40,11 IN3 S= 82.73 IN3 Area= 49,00 IN2 A= 52.25 IN2 Ireq= 56.91. IN4 I= 392.96 IN4 Roof Beam( 97 Uniform Building Code (91 NDS) ) Ver. 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002 Project: AR143LOG - Location: HDR -1 Summary: 5.5 IN x 9.5 IN x 6.5 FT /#1 - Douglas Fir -Larch - Dry Use Section Adequate By: 6.6% Controlling Factor: Area 1 Depth Required 8.91 In _ SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 4000 2000 Shear ps) 0 -2000 -4000 6000- 3 000 0003000 Moment (ft -lis) Q -3000 -6000 -.035 Deflection (in) 0 .035- .07 Load 3193 lbs @) 0 ft -3194 lbs @7ft :r 5189 ft-!bs @ 3 ft ,�.062in@3.3ft Span = 6.5 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live toads. Moment: Critical. moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM 4 Span = 6.5 ft Combination Roof and Floor Beam[ 97 Uniform Building Code (91 NOS)1 Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 1:51:19 PM Proiect: AR143LOG - Location: HDR -2 Summary: 5.5 IN x 7.5 IN x 6.5 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 35.8% Controlling Factor: Area / Depth Required 5.52 In Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0,05 IN = L/1565 Total Load: TLD= 0.09 IN = L/908 Reactions (Each End): Live Load: LL-Rxn= 1248 LB Dead Load: DL-Rxn= 904 LB Total Load: TL-Rxn= 2152 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.63 IN Beam Data:. Span: L= 6.5 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Non -Snow Live Load: Roof Loaded Area: RLA= 26.0 SF Live Load Method: Method = One Roof Loading: Roof Live Load -Side One: RLL1= 16.0 PSF Roof Dead Load -Side One: RDL1= 19.0 'PSF Roof Tributary Width -Side One: RTW1= 2.0 FT Roof Live Load -Side Two: RLL2= 16.0 PSF Roof Dead Load -Side Two: RDL2= 19.0 PSF Roof Tributary Width -Side Two: RTW2= 2.0 FT Roof Duration Factor. Cd -roof= 1.25 Floor Loading: Floor Live Load -Side One: FLL1= 40.0 PSF Floor -Dead Load -Side One: FDL1= 10.0 PSF Floor Tributary Width -Side One: FTW1= 4.0 FT Floor Live Load -Side Two: FLL2= 40.0 PSF Floor.Dead Load -Side Two: FDL2= 10.0 PSF Floor Tributary Width -Side Two: FT1412= 4.0 FT Floor Duration Factor; Cd -floor- 1.00 Wall Load: WALL= 100 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 64 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 88 PLF Floor Unifomn Live Load: wL-floor= 320 PLF Floor Uniform Dead Load: wD-floor- 80 PLF Beam Self Weight: BSW= 10 PLF Combined Uniform Live Load: wL= 384 PLF Combined Uniform Dead Load: wD= 168 PLF Combined Uniform Total Load: WT= 662 PLF Controlling Total Design Load: wT-cont= 662 PLF Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: 625 PSI Adjusted Properties' FY(Tension): Fb'= 1500 PSI Adjustment Factors: Cd=1.25 Cf --1.00 Fv': Fv'= 106 PSI Adiustment Factors: Cd=1.25 Design Requirements: Controlling Moment: M= 3496 FT -1_6 3.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: ' V= 2152 LB At support. Critical shear.created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 27.97 IN3 S= 51.56 IN3 Area (Shear): Areq= 30.37. IN2 .. A- 41.25 IN2 Moment of Inertia (Deflection): lreq= 51.12 .-IN4 I= 193.36 IN4 Combination Roof and Floor Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.05 By: Larry J Warner AIA CSI, AEC Group on: 01-03-2002 Project: AR143LOG - Location: HDR -2 Summary: 5.5 IN x 7.5 IN x 6.5 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 35.8% Controlling Factor: Area / Depth Required 5.52 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 1500 Shear (Ibs) 0 611411161 -3000 4000 2000 Moment (ft -lb) 0 -2000 -4000 -,1 -.05 Deflection (in) 0 05 1 Controlling Load Cases_ Shear. Critical shear created by combining all dead and live Toads. Moment Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM Span = 6.5 ft Multi -Loaded Beami 97 Uniform Building Code (91 NDS) ) Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 1:51:24 PM Project: AR143LOG - Location: HDR -3 Summary: 5.25 IN x 9.25 IN x 6.5 FT f 2.0E Parallarn - Trus Joist-Mack,7illan Section Adequate By: 4.6% Controlling Factor: Section Modulus { Depth Required 9.04 In Center Span Deflections: Dead Load: DLD-Center- 0.10 IN Live Load: LLD -Center= 0.07 IN = U1156 Total Load: TLD -Center= 0.17 IN e U469 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 2482 LB Dead Load: DL-Rxn-A= 3784 LB Total Load: TL-Rxn-A= 6266 LB Bearing Length Required (Beam only, Support capacity not checked): BL -A= 1.59 IN Center Span Right End Reactions (Support B)r Live Load: LL-Rxn-.B= 3034 LB Dead Load: DL-Rxn-B= 4404 LB Total Load: TL-Rxn-B= 7437 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 1.89 IN Beam Data: Center Span Lenqth: L2= 6.5 FT Center Span Unbraced Length -Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= 6.5 FT Live Load Duration Factor: -Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 96 PLF Dead Load: wD-2= 114 PLF Beam Self Weight. BSW= 15 PCF Total Load: wT-2= 225 PLF Point Load 1 Live Load: PLt-2= 3900 LB Dead Load: PD1 -2= 5600 LB Location (From left end of span): X1-2= 4.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 208 PLF Left Dead Load: TRD-Left-1-2= 437 PLF Right Live Load: TRL-Riqht-1-2= 288 PLF Right Dead Load: TRD-Right-1-2= 437 PLF Load Start: A-1-2= 0.0 FT. Load End: B-1-2= 4.0 ..'FT Load Length: C-1-2= 4.0 FT Properties For: 2.0E Paraiiam- Trus Joist -MacMillan Sending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI'.. Modulus of Elasticity: E= 2000000 P -S! Stress Perpendicular to Grain: Fc perp=. 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2985 PSI Adjustment Factors: Cd=1.00 Cf=1.03. Fv': Fv'= 290- 'PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 17798. FT -LB 3.965 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s). 2 Controlling Shear: V= 7437 LB At right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 71.55 IN3 S= 74.87 IN3 Area (Shear): Awl= 38.47 IN2 A= 48.56 IN2 Moment of Inertia (Deflection): Ireq= 17.7.32 IN4 1= 346.26 IN4 Multi -Loaded Beam[ 97 Uniform Building Code (91 NDS) ] Ver. 5.05 By: Larry J Warner AIA CSI, AEC Group on: 01-03-2002 Project: AR143LOG - Location: HDR -3 Summary: 5.251N x 9.25 IN x 6.5 FT / 2.0E Parallam - Trus Joist -MacMillan Section Adequate By: 4.6% Controlling Factor: Section Modulus / Depth Required 9.04 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS - 8000 4000 Shear pbs) 0 -4000. -8000 20000 10000 Moment (ft -115) 0 -10000 -20000 =.3 15 Deflection (Fn) 0 .15 3 Load combination shown. Controlling Shear/MomenVOeflection Diagrams 6266 lbs @ 0 ft I 17798 ft-ibs @ 4 ft .166 in@3.4ft Center Span = 6.5 ft Controlling Load Cases; Shear: Critical shear created by combining all' dead loads and live loads on span(s) 2 Moment: Critical moment created by combining all dead toads and live toads on span(s) 2 Deflection: Critical deflection created by combining all dead loads and live loads on span(s) 2 LOADING DIAGRAM P1 - _ ----_._.._:_...:..:._.._...-_..._.._.�__........:.......... ..___...._:- --- - -- Clenter Span = 6.5 ft Floor Joist( 97 Uniform Building Code (91 NDS)1 Ver: 5,05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 1:51:30 PM Project: AR143LOG - Location: FJ1-1 Summary: Til PRO 100TS / 9.5 - Trus Joist -MacMillan x 12.5 FT () 16 O.C. Section Adequate By, 19.5% Controlling Factor: Allowable Deflection Hoists were designed for simple spans using the joist manufacturers published values. If the design does not match the actual joist loading or span conditions in any way, contact the joist manufacturer for design verification. Joist Span Deflections:, Dead Load: OLD -Center= 0.07 IN Live Load: LLD -Center= 0.26 IN = U573 Total Load: TLD -Center- 0.33 IN = U459 Joist Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 333 LB Dead Load: DL-Rxn-A= 83 LB Total Load: TL-Rxn-A= 417 LB Bearing Length Required (Beam only, Support capacity not checked): BL -A= 1.75 IN Joist Span Right End Reactions (Support 8): Live Load: LL-Rxn-B= 333 LB Dead Load: DL-Rxn-B= 83 LB Total Load: TL-Rxn-B= 417 L8 Bearing Length Required (Beam only, Support capacity not checked):. BL -B= 1.75 IN Joist Data: Joist Span Length: L2= 12.5 FT Floor sheathing applied to top of joists -top of joists fully braced. Live Load }duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 460 Total Load Deflect. Criteria: U 360 Joist Span Loading: Uniform Floor Loading: Live Load: LL -2= 40.0 PSF Dead Load: DL -2= 10.0 PSF Total. Load: ` TL -2= 50.0 PSF Total Load Adjusted for Joist Spacing: wT-2= 67 PLF Properties For: TJI PRO 1 OOTS 19.5- Trus Joist -MacMillan Depth: D= 9.5 IN Moment Capacity: Mcap= 2005 FT -LB Shear Capacity: Vcap= 1120 LB EI: El= -123000000.' LB-IN2 End Reaction Capacity: Rcap= 1120 LB Comparisons With Required Sections: Controlling Moment: M= 1302. FT -LB Adjusted Moment. Capacity: Mcap-adi= 2005 ..:.FT -LB . Cbntrollingi Shear: V= 417 . 13 Adjusted Shear Capacity: Vcap-adi= 1120. LB. El Required: EI -req= 102952800'LB-IN2 El: El= 123000000. LB-IN2 Maximum End Reaction: Rmax= 417 LB Adjusted Reaction Capacity: Rcap-adj= 1120 LB Floor Joist( 97 Uniform Building Code (91 NDS) ] Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002 Project: AR143LOG - Location: FJ1-1 Summary: TJI PRO 100TS 19.5 - Trus Joist -MacMillan x 12.5 FT @ 16 O.C. Section Adequate By: 19.5% Controlling Factor: Allowable Deflection SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 500 250 Shear (lbs) 0 -250 -500 2000 1000 Moment (ft4b) 0 -1000 -2000 -.4 -.2 Deflection (in) 0 .2 .4 Load combination shown. Controlling AhgarJMoment/Deflection Diagrams 417 lbs @ 0 ft i -417 lbs @ 13 ft - '� 1302 ft -lbs @. 6 ft f `-.261 in@6.3ft Joist Span = 12.5 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live toads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by live loads only. LOADING DIAGRAM W Joiist*Span 12.5 ft Uniformly Loaded Floor Beamf 97 Uniform Buildinp Code (91 NDS) ) Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002 : 1:50:47 PM Proiect: AR143LOG - Location: FG1-1 IN = U670 Summary: IN=L/528 ( 2 ) 1.75 IN x 5.5 IN x 6.0 FT / 1.9E Microllam - Trus .foist -MacMillan LB Section Adequate By: 86.0% Controlling Factor: Moment of Inertia / Depth Required 4.47 In Deflections: 1293 Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Floor Loadina: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Live Load -Side, Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two. TW2= Live Load Duration Factor. Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: SSW= Beam Total Dead Load: wD= Total Maximum Load: WT-- T=Properties PropertiesFor: 1.9E Microllam- Trus Joist -MacMillan 0.03 IN 0.11 IN = U670 0.14 IN=L/528 1020 LB 273 LB 1293 LB 0.49 IN 6.0 FT 0.0 FT 360 240 40.0 PSF 10.0 PSF 6.5 . FT 40.0 PSF 10.0 PSF 2.0 FT 1,00 0 PLF 340 PLF 6 PLF 91 PLF 431 PLF Bending Stress: Fb= 2600 Shear Stress: Fv= 285 Modulus of Elasticity: E= 1900000 Stress Perpendicular to Grain: Fc_perp= 750 Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.00 Cf=1,11 FV: Fv'= Adiustment Factors. Cd=1.00 Design Requirements: Controlling Moment: 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At support. Critical shear created .by combining all dead and live loads. Comparisons With Required. Sections: Section Modulus (Moment): Area (Shear): {Moment of *Inertia (Deflection): M= V= PSI PSI PSI PSI 2891 P$I 285 PSI 1940 FT -LB 1293 LB Sreq= 8.05.. .IN3' S= 17.65 . IN3 Areq= 6.81 IN2 A= 19.25 IN2 Ireq= 26.09 -IN4 1= 48.53 AN4 Uniformly Loaded Floor Beam[ 97 Uniform Building Code (91 NDS)) Ver: 5.05 By: Larry J Warner AIA CS), AEC Group on: 01-03-2002 ?ro;ect: AR143LOG - Location: FG1-1 Summary: ( 2 )1.75 IN x 5.5 IN x 6.0 FT / 1.9E Microllam - Trus Joist -MacMillan Section Adequate By: 86.0% Controlling Factor: Moment of Inertia ! Depth Required 4.47 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 2000 1000 Shear (lbs) 0 -1000 -2000 2000 1000 Moment (ff-ib) 0 -1000 -2000 -.2 -.1 Deflection (in) 0 .1 .2 Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by live loads only. LOADING DIAGRAM W....._.__._._......._.. ....... ....... ,._.......__._..._._.........._.__..._....... . A c Span '= 6 ft Uniformly Loaded Floor Beam[ 97 Uniform Building Code (91 NDS) ) Ver, 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 1:50:53 PM Protect: AR143LOG - Location: FGI-2 Summary: ( 2 ) 1.75 IN x 5.5 IN x 6.0 FT t 1.9E Microllam - Trus Joist -MacMillan Section Adequate By: 26.5% Controlling Factor: Moment of inertia / Depth Required 5.09 In Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.16 IN = U455 Total Load: TLD= 0.20 IN = U361 Reactions (Each End): Live Load: LL-Rxn= 1500 LB Dead Load: DL-Rxn= 393 LB Total Load: TL-Rxn= 1893 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.72 IN Beam Data: Span: L= 6.0 FT Unbraced Length -Top of Beam: Lu= 0.0 FT Live Load Deflect: Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load -Side One: LL1= 40.0 PSF Floor Dead Load -Side One: DLI= 10.0 PSF Tributary Width -Side One: TW1= 6.5 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 10'.0 PSF Tributary Width -Side Two: TW2= 6.0 FT Live Load Duration Factor. Cd= 1.00 Wail Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= 500 PLF Beam Self Weight; BSW= 6 PLF Beam Total Dead Load: WD= 131 PLF Total Maximum Load: WT= 631 PLF Properties For: 1.9E Microllam- Trus Joist -MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900003. PSI Stress Perpendicular to Grain: Fc perp= 750. PSI Adjusted Properties Fb' (Tension): Fb'= 2891 PSI Adjustment Factors: Cd=1.00 Cf=1.11 FV: Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2840 FT -LB 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1893 LB At support.. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 11.79. IN3 S= 17.66 IN3 Area (Shear): Area= 9.96 IN2 A= 19.25 IN2 Moment of Inertia (Deflection): lreq= 38.36 IN4 1= 48.53 IN4 Uniformly Loaded Floor Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002 Proiect; AR143LOG - Location: FG1-2 Summary, (2) 1.751N x 5.5 IN x 6.0 FT / 1.9E Microllam - Trus Joist -MacMillan Section Adequate By. 26.5% Controlling Factor: Moment of Inertia / Depth Required 5.09 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 2000 1000 Shear (lbs) 0 -1000 -2000 3000 1500 Moment (ft4b) 0 -1500 -3000 -.3 15 Deflection (in) 0 .15 .3 Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment Critical moment created by combining all dead and rive loads. Deflection: Critical deflection created by live loads only. LOADING DIAGRAM A ..... .._.: __.w....... _. _._..— -_ ... - -..... _.._....._._.._._......... ... .... --.._..... .......... ._.._ _.... �............. ..... ............._._._. ._ _.._.. Span = 6 It Uniformly Loaded Floor Beamf 97 Uniform Building Code (91 NDS) ) Ver. 5.05 BY: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 1:50:55 PM Proiect: AR143LOG - Location: FG14 Summary: ( 2 ) 1.75 IN x 5.5 IN x 6.0 FT 11.9E Microllam - Trus Joist -MacMillan Section Adequate By:. 37.5% Controlling Factor: Moment of Inertia / Depth Required 4.95 In Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.15 IN = U495 Total Load: TLD-_ 0.18 IN = L,1392 Reactions (Each End): Live Load: LL-Rxn= 1380 LB Dead Load: DL-Rxn= 363 LB Total Load: TL-Rxn= 1743 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.66 IN, Beam Data: Span: L= 6.0 FT Unbraced Length -Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load -Side One: LL1= 40,0 PSF Floor Dead Load -Side One: DL1= 10.0 PSF Tributary Width -Side One:. TW1= 6.0 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 10.0 PSF Tributary Width -Side Two: TW2= 5.5 FT Live. Load Duration Factor: Cd= 1.00. Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 460 PLF . Beam Self Weight: SSW= .6 PLF Beard Total Dead Load: wD= 121 PLF Total. Maximum Load: WT= 581 PLF Properties For: 1.9E Microllam- Trus Joist -MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus o€Iasticity: , E= 1900000 Pal Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2891 I ' Adjustment Factors: Cd=1.00 Cf --l. 11 .'PS FV: Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2615 FT -LB 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= 1743 LB At support. Critical shear created by combining all dead and live loads. Comparisons. With Required Sections: Section Modulus (Moment): Sreq= 10.85 IN3 S= 17.65 .. IN3 Area (Shear): Areq= 9.17 IN2 A= 19.25. IN2 Moment of Inertia (Deflection): Ireq= 35.29 IN4 1= 48.53 IN4 Uniformly Loaded Floor Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.05. By: Larry J Warner AIA CSI, AEC Group on: 01-03-2002 Project: AR143LOG - Location: FG1-4 Summary- (2 ummary(2 ) 1.75 IN x 5.5 IN x 6.0 FT 11.9E Microllam - Trus Joist -MacMillan Section Adequate By: 37.5% Controlling Factor: Moment of Inertia! Depth Required 4.95 in SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 2000 1000 Shear (lbs) 0 -1000 -2000 3000 1500 Moment (ft4b) 0 -1.500 -3000 -.2 -.1 Deflection (in) 0 .1 .2 Controlling Load Cases: Shear: Cr eal.shear.created by combining all dead and live loads. Moment Critical moment created by combining all dead and lino loads. Deflection: Critical deflection created by live loads only. LOADING DIAGRAM v Uniformly Loaded Floor Beamj 97 Uniform Building Code (91 NDS) ) Ver 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002 : 1:50:58 PM Proiect: AR143LOG - Location: FGI-5 Summary: 2 ) 1.75 IN x 5.5 IN x 6.0 FT / 1.9E Microllam - Trus Joist -MacMillan Section'Adequate By: 50.6% Controlling Factor: Moment of Inertia / Depth Required 4.8 In Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.13 IN = U542 Total Load: TLD= 0.17 IN = L1429 Reactions (Bach End).- nd):Live LiveLoad: LL-Rxn=. 1260 LB Dead Load: DL-Rxn= 333 Lb Total Load: TL-Rxn= 1593 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.61 IN Beam Data - Span: L= 6.0 FT Unbraced Length -Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load -Side One: LL1= 40.0 PSF Floor Dead Load -Side One: DLI= 10.0 PSF Tributary Width -Side One: TW1= 5.25 FT Floor Live Load -Side Two: LL2= 40..0 PSF Floor Dead Load -Side Two: DL2= 10.0 PSF Tributary Width-Sive Two: TVV2= 5.25 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF' . Beam Loadinq: Seam Total Live Load:. wL= 420 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 111 PLF Total Maximum Load: WT= 531 PLF Properties For. 1.9E Microl:lam- Trus Joist -MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 .'PSI Stress Perpendicular to Grain: Fc perp= 750'.'*.' -.'PSI Adjusted Properties Fb' (Tension): Fb'= 2891 .:PSI' Adjustment Factors: Cd=1.00 Cf=4.11 FV: FV= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2390 FT -LB 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1593. LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment):Sreq= 9.92 IN3 S= 17.65 11\13. Area (Shear): Areq= 8.38 . iN2 A= 19.25 IN2 .Moment. of Inertia (Deflection): Ireq= 32.22 . IN4 1= 48.53 -1IN4 Uniformly Loaded Floor Beam( 97 Uniform Building Code (91 NDS) ) Ver. 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002 Project: AR143LOG - Location: FG1-5 Summary: (2) 1.75 IN x 5.5 IN x 6.0 FT / 1.9E Microllam - Trus Joist -MacMillan Section Adequate By: 50.6% Controlling Factor: Moment of Inertia f Depth Required 4.8 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 2000 1000 Shear fibs) 0 -1000 -2000 3000 1500 Moment (ft -IRs) 0 -15.00 -3000 -.2 -.1 Deflection (in) 0 1 .2 Controlling Load Cases: Shear: Critical shear created by combining all dead. and live loads. Moment: Critical moment.created by combining all dead and five loads. Deflection: Critical deflection created by live loads oniv. LOADING DIAGRAM Floor Joist( 97 Uniform Buildinq Code (91 NDS) ) Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-10-2002: 10:13:32 AM Proiect: AR143LOG - Location: OJ -1 Deck joist IN3:::. Summary: IN ABOVE BASE 1.5 IN x 6.6 IN x 9.0 FT Cq 12 O.C. / #2 - Douglas Fir -Larch - Dry Use IN4 Section Adequate By: 31.3% Controlling Factor: Section Modulus / Depth Required 4.8 in Center Span Deflections: 36.52 Dead Load: DLD-Center= Live Load: LLD -Center - Total Load: TLD-Center-- LD-Center=Center CenterSpan Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearing Length Required (Beam only, Support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, Support capacity not checked): BL -B= Joist Data: Center Span Length: L2= Floor sheathing applied to top of joists -top of joists fully braced. Sheathing or Sheetrock applied to bottom of joists -bottom of joists fully braced. Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Lead Deflect Criteria: U Center Span Loadinq: Uniform Floor Loading: Live Load: LL -2= Dead: Load: DL-2-- L-2=Total TotalLoad: TL -2= Total Load Adjusted for Joist Spacing: wT-2= Properties For..#2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: Voss Perpendicular Perpendicular to Grain: Fc -perp=: Adjusted, Properties Fb' (Tension): Fb' Adjustment Factors: Cd=1.00 Cf --1.30 Cr --1.15 FV: Fv'= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 4.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear. V= At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Decking information: Plywood Thickness T= Plywood is glued Moment Of Inertia Calculations For Glued Floor: Joist Area, A -joist= Plywood Area: A -ply= Section Centroid: C= Moment Of Inertia: I -comb= Comparisons. With Required Sections: Section Modulus (Moment): Sreq= Area (Shear): Moment of Inertia (Deflection): S= Areq= A= I req= 1 -comb= 0.06 IN 0.10 IN = U1069 0.16 IN = U690 180 LB 99 LB 279 LB 0.30 IN 180 LB 99 LB 279 LB 0.30 IN 9,0 FT 1.00 480 360 40.0 PSF 22.0 PSF 62.0.:: PSF 62 PLF 875' .. PSI 95 PSI 1600000 PSI 625 .. PSI 1308 PSI 95 PSI 628 FT -LB 279 LB .8.25, : IN2 2.Oo IN3:::. 3:36 • IN ABOVE BASE 36.52 IN4 5.76. IN3 . 7:56- : IN3:::. .4:41 IN2. 8.:25 `..]IN2 19.06: IN4 36.52 IN4 Floor Joist[ 97 Uniform Building Code (91 NDS) ) Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-10-2002 Project: AR143LOG - Location: DJ -1 Deck joist Summary: 1.5 IN x 5.5 IN x 9.0 FT @ 12 O. C. / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 31.3% Controlling Factor: Section Modulus / Depth Required 4.8 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 300 150 Shear jibs) 0 -150 -300 700 350 Moment (ft -iia) 0 -350 -700 -.3 Deflection .15 .3 Controllinq Load Cases: Shear. Critical shear created by combining all,dead loads and live loads on span(s) 2 Moment Critical""moment created by combining all dead loads and rive toads on span(s) 2 Deflection; Criticai.deflection created_ by combining all dead loads and live loads on spans) 2 Uniformly Loaded Floor Beamf 97 Uniform Building Code (91 NDS)1 Ver. 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-10-2002: 10:14:47 AM Proiect: AR143LOG - Location: DG -1 Deck girder Summary: 3.5 IN x 9.25 IN x 6.0 FT t #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 19.5% Controlling Factor: Area / Depth Required 7.74 In Deflections: .Dead Load: DLD= 0.02 IN Live Load: LLD= 0.03 IN = U2506 Total Load: TLD= 0.05 IN = U1594 Reactions (Each End): Live Load: LL-Rxn= 1092 LB Dead Load: DL-Rxn= 624 LB Total toad: TL-Rxn= 1716 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.78 IN Bears Data: Span: L= 6.0 FT Unbraced Length -Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load -Side One: LL1= 40.0. PSF Floor Dead Load -Side One: DL1= 22:0 PSF Tributary Width -Side One: TW1= 4.6 . ' .FT Floor Live Load -Side Two: LL2= 40.0 'PSF Floor Dead Load -Side Two: DL2= 22.0 PSF Tributarv'+width-Slde Two: TW2= 4.5 FT Live Load Duration Factor: Cd= 1.00 . Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 364' PLF Beam Self Weight: BSW= 8.,PLF ' Beam Total Dead Load: wD= .Total Maximum. Load: ' WT-- 572 :.::.:.PLF: . Properties For: #2 -Douglas Fir -Larch Bending Stress: Fb= 875 Shear Stress: Fv= 9.5::: PSI: Modiolus of Elasticity: E= 1600000.:' .PSI:. 'Stress Perpendicular to Grain: Fc perp= 625. . PSI' . Adjusted Properties _ Fb' (Tension): Fb'= 1050 PSI Adjustment Factors: Cd=1.00 Cf --1.20 Fv': ..: . . Fv'= 95 :.PSI '.Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moi meet: M= 2574 FT -LB ..3.0 ft -from left support :Critical moment created by combining all dead and live loads. Contrcilling Shear: Vm 1716 ::: Lg :.: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 29.42 IN3 S= 49.91 Area•(Shear)• arn..- `55 t4^. 177rf " Moment of Inertia (Deflection): Footing Design [ 97 Uniform Building Code (91 NDS) ] Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-10-2002 Project: AR143LOG - Location; DG -1 Deck girder Summary: 3.5 IN x 9.25 IN x 6.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 19.5% Controlling Factor: Area / Depth Required 7.74 in SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 2000 1000 Shear (lbs) 0 -1000 -2000 3000 1500 Moment (ft4b) 0 -1500 -3000 -.06 -.03 Deflection (In) 0 03 M Controlling LoadCases: Shear: Critical shear created by combining all dead and live loads. Momeri.r,Crtdcal:moment created by dombining all dead and live loads. Deflection:. Critical deflection created by combining all dead and live loads. Columnf 97 Uniform Buildinq Code (91 NDS) ) Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 2:47:46 PM Proiect: AR143LOG - Location: C-BM-1 ' Summary: 3.5IN x 5.5 IN x 9 FT f #2 - Douglas Fir-Larch - Dry Use Section Adequate. By: 56.7% Vertical Reactions: Live: Vert-LL-Rxn= 1881 LB Dead: Vert-DL-Rxn= 1957 LB Total: Vert-TL-Rxn= 3838 Ln Axial Loads: Live Loads: PL= 1881 1B Dead Loads: PD= 1909 LB Column Self Weight: CSW= 48 LB Total Loads: PT= 3838 LB Eccentricity (X-X Axis): ex- 0.00 IN Eccentricity (Y-Y Axis): ev= 0.00 IN Axial Duration Factor. Cd-Axial= 1.00 Column Data: . Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 PT Maximum Unbraced Length (Y-Y Axis): LV__ 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN . ;Column Section (Y-Y Axis): dv= 3,50 Area: A= 18:25 Itv2 :. Section Modulus (X-X Axis): Sx= 17.65 1N3 Section Modulus (Y-Y Axis): Sv= 11.23 IN3 Slenderness Ratio: Lex/dx= 19.64 Ley/dy= 30.9 Properties For: #2- Douglas Fir-Larch Compressive stress: Fc= 1300 PSI Modulus of-Elasticity: E= 16.00000` :..PSI: Bendinq.Stress (X-X Axis): Fbx= "875 . :PSI Bending Stress (Y-Y Axis}: Fby= 875.. `. PSI._. . . Adjusted Properties: . 460" PSI ..Adiustment Factors: Cd=1.00 Cf-1-10 Cp=0.32 Column Calculations':(.Controlling Case Only): Controlling. Load Case:.Axial Total Load Only (L + D) Compressive Stress: fc= 199`: :PSI Allowable Compressive Stress: Fc'= 460 PSI Column( 97 Uniform Building Code (91 NDS) ) Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 2:47:50 PM Protect: AR143LOG - Location: C -BM -2 ' Summary: 5.5 IN x 5.5 IN x 9 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 59.5% Vertical Reactions: Live: Vert-LL-Rxn= 3500 LB Dead: Vert-DL-Rxn= 5829 LB Total: Vert -TL -Rx.^.= 9329 LB Axial Loads: Live Loads: PL= 3500 LB Dead Loads: PD= 5753 LB Column Self Weight: CSW= 76 LB Total Loads: PT= 9329 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: Lenqth: L= 9.0 FT Maximum Unbraced Length (X -X Axis): Lx= 9:0 FT Maximum Unbraced Length (Y -Y Axis): Lv= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 5.50 IN Column Section (Y -Y Aids): dv= 5,50 IN Area: A= 30.25 iN2 Section Modulus (X -X Axis): Sx= 27.73: IN3 Section Modulus (Y -Y Axis): Sv= 27.73 IN3 Slenderness Ratio: Lex/dx= 19.64 Ley/dy= 19,6 Properties For. #1 -Douglas Fir -larch Compressive Stress: Fc= 1000 PSI . Modulus of Elasticity: E= 1600000. P$I Bending Stress (X -X A)is): Fbx= 1200 PSI Bending :Stress (Y -Y Axis): Fby= Adjusted Properties: Fc'= 781`:_` PSI .:. Adjustment Factors:..Cd=1.00 Cp=0.76 Column Calculations (Controllinq.Case Only): Controllinq Load Case: `Axial Total Load Only (L + D) Compressive Stress: fc= 308 PSI Allowable Compressive Stress:. Fc'= 761 :. PSI Column( 97 Uniform Building Code (91 NDS) ) Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 2:47:51 PM Project: AR143LOG - Location: C-BM-2/3 Summary: .5.5 IN x 5.5 IN x 9 FT / #1 —Douglas Fir-Larch - Dry Use Section Adequate By: 56.2% Vertical Reactions: Live: Vert-LL-Rxn= 3780 LB Dead: Vert-DL-Rxn= 631 b LB Total: Vert-TL-Rxn= 10090 LB Axial Loads: Live Loads: PL= 3780 LB Dead Loads: PD= 6234 LB Column Self Weight: CSW= 76 LB Total Loads: PT= 10090 LB Eccen`ricity (X-X Anis): ex= 0.00 IN Eccentricity (Y-Y Axis): ev= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 . FT Mwdmum Unbraced Length (Y-Y Axis): Ly= 9.0 '.FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 5.50 IN . Area: A= 30.25 JN2 Section Modulus (X-X Axis): Sx= 27.73 IN3 Section Modulus (Y-Y Axis): Sy= 2733 ..IN3 Slenderness Ratio: Lex/dx= 19:64 Ley/dy= 19.6.. Properties For: #1- Douglas Fir-Larch Compressive Stress: Fc= 1000 PSI Modulus .of Elasticity: E= 16000b0:PSI..' Bending Stress (X-X Axis): Fbx= . Bendinq Stress (Y-Y Axis): .-1200.'---PSI:-..- Fby= 1200 ' ' PSI :. .. Adjusted Properties: Fc': Fc'= 761 PSI. Adjustment Factors: Cd=1.00 Cp=0.76 .'Column-'Calculations (Controllinq Case Only):" Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 334'* PSI Allowable Compressive Stress: Fc'= 761 - PSI Columnf 97 Uniform Building Code (91 NDS) I Ver. 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 2:47:52 PM Proiect: AR143LOG - Location: C-i3M-3 Summary: .3.5 IN x 3.5 IN x 9 FT / #2 Douglas Fir -Larch - Dry Use Section Adequate By: 85.9% Vertical Reactions: Live. Dead: Vert-LL-Rxn= 280 LB Total: Vert-DL-Rxn= 522 LB Axial Loads: Vert-TL-Rxn= 802 LB Live Loads: PL= 280 LB Dead Loads: PD= 491 LB Column Self Weight: CSW= 31 LB Total Loads: PT= 602 LB Eccentricity (X -X Axis). ex= 0.00 IN Eccentricity (Y -Y Axis): ev= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X -X Axis): Lx= 9.0 MaXit UM-Unbraced Length (Y -Y Axis): Lv= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X_Axis):. dx= 3.50 IN Column Section (Y -Y Axis): dy= 3.50 IN Area: Section Modulus (X -X Axis): A= Sx= 12.25 7.15. IN2 IN3 Section Modulus (Y -Y Axis): Sy= 7.15 IN3 Slenderness Ratio: Lex/dx= 30.86... . Properties For :#2- Douglas Fir -Larch Ley/dr- 30.9 Compressive Stress: Fc= 1300'. - ...:Modulus of: Elasticity: E= 1600000 ; Bendina-Stress .(X -X Axis): Fbx= .::`PSI-:. 875 -Bending Stress (Y -Y Axis): Fby= Adjusted Properties: Fc': Fc'= 463 PS.I Adiustment Factors:.Cd=1.00 Cf --1.15 Cp=0.31 Column Calculations (Controlling Case Onlv): Controiling- .Load Case: Axial Total Load Only (L + D) Compressive: Stress: fc= 65 Allowable Compressive Stress: Fc'= 453.: `:PSI Column( 97 Uniform Buildinq Code (91 NDS) I Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 2:47:53 PM Proiect: AR143LOG - Location: C-BM-4 Summary: 3.5 IN x 3.5 IN x, 9 FT J #2 - Douglas Fir-Larch - Dry Use Section Adequate By: 84.1% Vertical Reactions: Live: Vert-LL-Rxn= 320 LB Dead: Vert-DL-Rxn= 580 LB Total: Vert-TL-Rxn= 900 LS Axial Loads: Live Loads: PL= 320 LB Dead Loads: PD= 549 LB Column Self Weight: CSW= 31 LB Total Loads: PT= 900 LB Eccentricity (X-X Axis): e)= 0,00 IN Eccentricity (Y-Y Axis): ev= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: LenOth: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 9.0 FT Column End'Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 3.50. JN -. .. Column Section (Y-Y Axis): dv= 3..50.::-:1N... ..50.:: :1.N.. Area: A= 'IN2. Section Modulus (X-X Axis): Sx= 7.15 ` . iN3 : Section'Modulus (Y-Y Axis): Sv= 7.15 IN3 Slenderness Ratio: Lex/dx= 30.86 . Ley/dy= 30.9 Pronerties.For: #2- Doyglas Fir-larch .Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 :..,:PSI Bendinq Stress (.X-X'Axis): Fbx= 875 • PSI -Bending Stress (Y-Y Axis): Fby= 875.. PSI' Adjusted Properties: . rc: Fc'= 463`-:. PSi. Adiustment Factors: Cd=1.00 Cf=1.15 Cp=0.31 Column Calculations (Controlling- Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= ....73 :.: -PSI . Allowable Compressive Stress: Fc'= 463 :'PSI Columnf 97 Uniform Buildinq Code (91 NDS) ) Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 2:47:54 PM Project: AR143LOG - Location: C -BM -4/5 Summary: 3.5 IN x. 315 IN x 9 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 54.2% Vertical Reactions:. Live: Vert-LL-Rxn= 944 LB Dead:. Vert-DL-Rxn= 1650 LB Total: Vert-TL-Rxn= 2594 LB Axial Loads: Live Loads: PL= 944 LB Dead Loads: PD= 1619 LB Column Self Weight: CSW= 31 LB Total Loads: PT= 2594 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ev= 0:00 IN Axial Duration Factor. Cd -Axial= 1.00 Column Data: Length: L= 9.0 FT' Maximum Untraced Length (A -A. Axis), Lx= 9:0 .FT Maximum Unbraced Length (Y -Y Axis): LV= 9.0'. FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 3.50 -IN. Column Section (Y -Y Axis): dv= 3.50. .:IN. Area: A= 12.25 IN2 Section Modulus (X -X Axis): Sx= 7.15 IN3 Section Modulus (Y -Y Axis): Sy= 7.15 .IN3. Slenderness Ratio: Lex/dx= ` . 30.86. . :.. Ley/dy= Properties For .#2 -Douglas Fir -Larch Compressive .Stress: Fc= : :1.300:. -:::PSL :Modulus of Elasticity: E= 1600.000:;'::::PSI.:.: Bendinq Stress (X -X Axis): Fbx= 875"PSI: , 8endinq Stress (Y-Y.Axis): Fby= 875 Adjusted Properties: Fc': Fc'= 463. PSI Adjustment Factors: Cd=1.00 Cf --1.15 Cp=0.31 Column Calculations (Controlling Case Only): Controllinq Load Case: Anal Total Load Only (L + D) Compressive Stress; fc= 292 `.; PSI .. Pillowatle:Compressive Stress: Fc'= 463: PSI " Columnt 97 Uniform Building Code (91 NDS) ) Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 2:47:55 PM Prosect: AR143LOG - Location: C -BM -5 Summary: 3.5 IN x 3.5 IN x 9 FT./ #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 60.6% Vertical Reactions: Live: Vert-LL-Rxn= 624 LB Dead: Vert-DL-Rxn= 1101 LB Total: Vert -TL -R_ -n= 1725 LB Axial Loads: Live Loads: PL= 624 LB Dead Loads: PD= 1070 LB Column Self Weight: CSW= 31 LB Total Loads: PT= 1725 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Axial Duration Factor. Cd -Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X -X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 9:0 FT Column End Condition: Ke= 1.0 Calculated Properties; Columin Section (X -X Axis): dx= 3.50: IN Column Section (Y -Y Axis): dv= 3,50 IN Area: A= 12.25 iN2 Section: Modulus (X -X Axis): Sx= 7.15 .. .IN3 section.Modulus.(Y-Y Axis): Sy= . 7.15. IN3 Slenderness Ratio: Lex/dx= Leyldy= 30:9: .. Properties, For- #2- Douplas`Fir-Larch Corripi•essive Stress: Fc= 1300- :. .Modulus of Elasticity: E= '1600000,-_--1:` -:PSI,-._-, Bending Stress (X -X A)is): Fbx= 875. ° :PS( . Bending Stress (Y -Y Axis): Fby= 875 :. .. PSI Adjusted Properties: F`:. Fc'= 463 PSI Adiustment. Factors: Cd=1,00 Cf -1.15 Cp=0,31 Column Calculations (Controlling Case Only):: Controlling Load Case: Axial Total.Load Only (L + D) Compressive -Stress: fc= 14.1: PS1 Allawable Co mpressive.Stress'. Fc'= 463 Column[ 97 Uniform Building Code (91 NDS) I Ver. 5.05 BY: Larry J Warner AIA CSI , AEC Group on: 01-03-2002 : 2:47:56 PM Proiect: AR143LOG - Location: C -BM -GT -BM -1 Summary: 5.5 !N x 5.6 IN x 9 FT/#1 Douglas Fir -Larch -Dry Use Section Adequate By: 41.6% Vertical Reactions: Live.,. Vert-LL-Rxn= 5500 LB Dead- Vert-DL-Rxn= 7934 LB Total: Vert-TL-Rxn= 13434 LB Axial Loads: Live Loads: PL= 5500 LB Dead Loads: PD= 7858 LB Column Self Weight: CSW= 76 LB Total Loads: PT= 13434 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): eY= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: Length: L= 9.0 FT: Maximum Unbraced Length (X -X Axis): Lx= 9,0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 9.0. FT, Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis):. dx= 5.50 IN Column Section (Y -Y Axis): dv= 5.50. !N Area: A= 30.26. .IN2 Section Modulus (X -X Axis): Sx= 27.73 IN3 Section:Modulus (Y -Y Axis): Sy= 27.73 w*' Slenderness Ratio: Lex/dx= 19:64:.::: ..IN3." . Ley/dy= Properties For: #1- Douglas Fir -Larch. . Copiipressive Stress: Fc= "..1000 Modulus of Elasticity: . E_ 1600000 PSI: Beriding::Stress (X=X Axis): Fbx= 1200 PSI` Bending .Stress (Y -Y Axis): Fby= 1200.:•::PS7 . Adjusted Properties: . "Fc': Fc'= 761 :. PSI; ... A.diustment Factors: Cd=1.00 Cp=0.76 Colum» Calculations (Controlling Case Only): Controllinp :Load: Case: Axial: Total Load Only (L + D) ComPressive.Stress: Allowable Compressive Stress: Fc'= : :: ' .761:: ".. -PSI Columnf 97 Uniform Building Code (91 NDS) ) Ver. 5.05 Bv: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 2:47:57 PM Proiect: AR143LOG - Location: C-BM-GT BM-2 ' Summary: 5.5 IN x5.5 1N x9 FT./* I -Douglas Fir-Larch- Dry Use Section Adequate By: .18.2% Vertical Reactions: Live: Vert-LL-Rxn= 7400 LB Dead: Vert DL-Rxn= 11429 LB' Total: Vert-TL-Rxn= 18829 LB Axial Loads: Live Loads: PL= 7400 L3 Dead Loads: PD= 11353 LB Column Self Weight: CSW= 76 LB Total Loads: PT= 18829 ' LB EccarstrirAv (X-XAxrs): ex- 0.00 IN Eccentricity (Y-Y Axis): ev= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length L= 9.0 FT Maximum Unbraced Length (X-X Axis): lx= 9,0. FT. Maximum Unbraced Length (Y-Y Axis): Lv= 9-,0. FT Column End Condition: Ke= 10 Calculated Properties: Column Section (X-X Axis): dx= 5.50. IN Column. Section (Y-Y Axis): dy= '5.50 :.IN Area:.: .. A,. 30.25. . Sectibn Modulus:(X-X Axis): Sx= 27,73..:'.,,- INS Section -Modulus (Y-Y. Axis): } SY= 27:73 :. AN3 'Slenderness Ratio: Lex/dx= 19.64 Ley/dy= 19.6: ' ,. ..... . Properties:For: #1- D6uglas Fir-Larch Compressive Stress: Fc= 1.000. PSI :.:Mo6,1us of:Elasticity: E= .1600000 :::::PSI .: Bending Stress (X-X Axis): Fbx= 1200 Bending Stress'(.Y-Y Axis): Fby= ..:PSI A 2.00 `` PSI.. Adjusted .Properties:. moo,; Fc'= Adiustment Factors:..Cd=1..00 Cp=0.76 Column;Caleulations:(.Controllino.Case Only):. l'Tal `C66i�rollin4'Load :Case::AxiaotLoad Only (L + D) :' Compressive;Sfress:. .. .. fc_.. .:.::..::622.:'.:=-PSI::.::: :Allowable Compressive Stress: Fc'= 761 PS1.` Columnt 97 Uniform Building Code (91 NDS)1 Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 2:47:58 PM Proiect: AR143LOG - Location: C -FB -1 " Summary: 5.5 IN x 5.5:IN x.10 FT / #1 - Douglas Fir -Larch.- pry Use Section Adequate By: 56.6% Vertical Reactions: Live: Vert-LL-Rxn= 5412 LB Dead: Vert-DL-Rxn= 3697 LB - Total: Vert-TL-Rxn= 9109 LB Axial Loads: Live Loads: PL= 5412 LB Dead Loads: PD= 3613 LB Column Self Weight: CSW= 84 LS Total Loads: PT= 9109 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ev= 0.00 IN Axial Duration Factor. Cd -Axial= 1.00 Column Data: Length: L= 10.0 FT MaximumUnbraced Length t.X X Axis): Lx= 0,0 ..:FT. Maximum Unbreced Length (Y -Y Axis): LV__ 10.0: FT Column End Condition: Ke= 1.0 Calculated. Properties: —Column Section (X -X Axis): dx= 5.50 IN Column Section (Y -Y Axis): dy= 5.50 IN ""sera: A= 30.25 'iN2 Section Modulus (X -X Axis): Sx= 27. 73 IN3 Section Modulus (Y -.Y Axis): SV= 27..73 IN3. Slendetness:Ratio: Lextdx= 0:00..:: Ley/dy= 21.8, ...:: ; : "....... PropertiesFor.:#1-:Douglas Fir -Larch . •.Corripresslve Stress: : i=c= '5000'.c `=PSI;:' :: ..Wodulus.of,Elasticity. .` . E_4600000.;'.`pS'I , . Bending Stress:(X=X:Axis):. Fbx= 1200"':.::PSI:.::: Bending-Stress.:(Y=Y Axis): Fby= 1200::: PSI: Adjusted. Properties: Fc': Fc'= 694: ' PSI Adjustment Factors: Cd=1.00 Cp=0.69 Column• Calculations:(Controllinq Case Onlay): .;.Controllinq Load;Case:•.Axial Total Load Only (L + D) Compressive.:Stress; •; :. fc= . 301.:::::.PS1...::. Allowal>te .Comptessive Stress: Fc'= :: ;.:694 :'.;'::'PSI :'::: Columnt AISC 9th Ed ASD ) Ver: 5.05 Bv: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 2:48:00 PM Proiect: AR143LOG - Location: C-FB-1/1 ' Summary: . .v in Stand .Wt. Pipe -ASTM A53-S x i0,0 FT Section Adequate By: 32.8% Vertical Reactions: Live: Vert-LL-Rxn= 10942 LB Dead: Vert-DL-Rxn= 7606 LB To Vert-TL-Rxn= 18548 LB Axial Lo Live Loads: PL= 10942 LB Dead Loads: PD= 7530 LB Column Self Weight: CSW= 76 LB Total Loads; PT= 18548 LB Eccentriciicv (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Column Data: Length: L= 10.0 FT d Maximum Unbraced Length (X-X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y-Y Axis): Lv= 10.0 FT Column End Condition: K= 1.0. Column Bending Coefficient: Cm= 1.0 Properties for.3 in Stand Wt. Pipe/A53-S Steel Yield Strenqth: Fv= 35 KSI Modulus o1 Elasticity: E= 29000 KSI Column Nominal Diameter: dia= : ' IN. Column.. Outside-Diameter od= .3.00 .1-50, "IN Column Watl Thickness: t=. 6.216::.:,:IN---1,.. :. Area:: A= : 2:23 ' -::IN2 � :. Moment of Inertia (X X Axis): Ix=. 3.02.. ..IN4 :. Moment of. Inertia (Y-Y Axis): Iv= 3:02 ... LN4 Section Modufus (X-X Axis): Sx= 1.72.: IN3 " Section-Modulus (Y-Y,A)is): Sv= 1:72 - IN3 Radius of Gvration (X-X Axis): rx= ,1.16 'IN.. Radius of Gvration.(Y=Y Axis): ry=. 1.16 ` . IN . Column.:Compression. Calculations: KLlr.Ratio (XX Arls): KLx/r)C= 103,4 :.:.:.:. KL/r:Ratio (Y-Y Axis): KLy/ry=_-_103,4..'...., Controlling-birection for Compression Calculations: ': : Columh,Slenderness Rati..o: Cc=:. Allowable Compressive Stress:. Fa= :._12369 "::: PSt';: '. Compressive::8tcess:.: fa= .. 8317 ::: PSI .....: : Column[ 97 Uniform Building Code (91 NPS)1 Ver: 5.05 BY: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 2:48:01 PM Proiect: AR143LOG - Location: C -FB -2 Summary: 5.5 IN x 5.5 IN x 10 FT t #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 57.1 % Vertical Reactions: Live: Vert-LL-Rxn= 4568 LB Dead: Vert-DL-Rxn= 4441 LB Total: Vert-TL-Rxn= 9009 LB Axial Loads: Live Loads: PL= 4568 LB Dead Loads: PD= 4357 LB Column Self Weight: CSW= 84. LB Total Loads: PT= 9009 LB Eccentricity (X -^v Axis). ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 1N Axial Duration Factor: Cd -Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X -X Axis): LX= '0,0 FT Maximum Unbraced Length (Y -Y Axis): Ly__ 10.0 FT Column End' Condition: Ke= 1.0 .. Calculated Properties: Column Section (X -X Axis): dx= 5.50:: -K.' Column Section (Y -Y Axis): dv= . 5.50... .50 .:1 . Area: A= 30.25 1N2 Section Modulus (X -X Axis): Sx= 27.73 ' IN3 Section Modulus (Y -Y Axis). Sy= 27.73 .:::.IN3 Slenderness Ratio: Lexldx= 0.00 Ley/dy= 211.8....1w. Properties For: #1- Douglas Fir -Larch Compressive Stress.* Fc= 1:000 :. PSI' Modulus. -of Elasticity: E= 1600000. P.SI. Bendinq.Stress,{X-X Axis): Fbx=.. - - Bendinq.Stress (Y -;Y Axis): Fby= .. 1.200 Adjusted Properties: Fc': Fc'? Adiustment:Factors::Cd=1.00 Cp=0.69 Column- Calculations (Controlling Case Only); Controllinq Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 298 PSI' :Allowable Compressive Stress: Fc'= - .'.694`: --PSI Column[ RISC 9th Ed ASD ) Ver: 5,05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 2:48:02 PM Proiect: AR143LOG - Location: C -FB -2/2 Summary: -3 In Stand Wt. Ripe -ASTM A53 -S X 10.0 FT Section Adequate By: 35.0% Vertical Reactions: Live: Vert-LL-Rxn= 9136 LB Dead: Vert-DL-Rxn= 8799 LB Total: Axial Loads: Vert-TL-Rxn= 17926 LB Live Loads: PL= 9136 LB Dead Loads: PD= 8714 LB Column Self Weight: CSW= 76 LB Total Loads: PT= 17926 LB c=entric;ity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X -X Axis): Lx= 10.0 FT Maximum Unbraced Lenath (Y -Y Axis): Ly= 10.0 FT Column End Condition: K= 1.0 Column Bending Coefficient: Cm= 1.0 Properties for. -3 in Stand.Wt. Pipe/A53-S Steel Yield Strength: Fy= 35 KSI Modulus of Elasticity: E= 29000.. KSI Column. Nominal Diameter. dia= 3.00 ... IN Column Outside Diameter: od= 3.50 IN Column Wall Thickness: t= 0.216 IN Area: A= 2.23 IN2 Moment of Inertia (X -X Axis): Ix= Moment of inertia (Y -Y Axis.): IV= .::..IN4. 3:02. IN4.. :. Se ton Modulus (X -X Axis): Sx= 1.72 iN3 Section Modulus (Y -Y A)is): Sy= Radius:of Gyration (X=X.Axis): rx= 1:16 Radius of`Gyration (Y -Y Axis): ry= 1::1.6 `' 'IN- .. Column Compression Calculations: KUr Ratio (X -X Axis): KLx/rx= 103:4... KUr.Ratio(Y=Y Axis): KLy/ry= 103.4 "..'. .Controlling Direction for Compression Calculations:. (Y -Y Axis).' Column Slenderness Ratio: Cc= 127.9.. Allowable Compressive Stress Fa= 12369 ;...PSI .Compressive Stress: fa= 8039 . Columnf 97 Uniform Buildinq Code (91 NDS)1 Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 2:48:03 PM Project: AR143LOG - Location: C-GDN-1 ' Summary: i.5 IN X 5.5 IN x 9 FT 1 Stud - Douglas Fir-Larch - Dry Use Section Adequate•By: 28.0% Vertical Reactions: Live: Dead: Vert-LL-Rxn= 1881.'.. LB 'LB Total: Vert-DL-Rxn= 1930. Axial Loa Vert-TL-Rxn= 3811 LB. Live Loads: PL= 1881 LB Dead Loads: PD= 1909 LB Column Self Weight: CSW= 21 LB Total Loads: PT= 3811 LB acceWt icity (X-X Axis): ex= 0.00. IN Eccentricity (Y-Y Axis): ey- 0.00 .IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length; L= 9'.0 - FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 . .FT Maximum Unbraced Length (Y-Y Axis): Ly= 0.10'. . Column End.Condition: Ke= Calculated Properties:. .1.0 Column Section (X-7X. Axis): dx= 5.50'.-' -IN Column Section (Y-Y Axis): dy= 1.5Q IN Area: A= ' 8.25. 1N2 Section Modulus (X-X.Axis): Sx= 7.56 :. IN3 . Section. Modulus.(Y-Y Axis): SV.= 2:06. IN3 Slenderness: Ratio: Lex/dx=, . 19.64 Properties..For:Stud-Douglas Fir-Larch. Lay/dy= .:' 0.0..::: :Cdrripressive:Stress:.': Fc= 825.: PSI.. =:.. Modulus of Elasticity: E_.• 140000Q ;?::°PSf ..' 6endinq Stress.(X-X.Azis):.- -Fbx-- 675.. ' ::"PSI:'; . Bendinq.'Stress : Y-Y Axis): ) Fby= 675 =; :: PSi Adjusted :Properties: . FCS; Adiustment'Factors: Cd=1..00 Cp=0.78 Column: Calculations (Controlling Case Only): •Controllingl:oad-Case: Axial Total Load Only (L + D) Compressive;Stress, fc= '..... 4.62 :.:.. PS1 Alloimbfe Compressive•Stress: Columnt 97 Uniform Building Code (91 NDS) ) Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 2:48:04 PM Project: AR143LOG - Location: C -HDR -3-L ' Summary: ( 2`)-1,i5 IN x 5:5 IN x 8.0 FT / Stud - Douglas Fir -Larch - Dry Use Section Adequate By: 22.8%. " Laminations to be nailed together per National Design Specifications for Wood Construction Section Vertical Reactions: Live: Vert-LL-Rxn= 2482 LB.. Dead: Vert-DL�Rxn= 3821 . LB Total: Vert-TL-Rxn= 6303 LB Axial Loads: Live Loads: PL= 2482 LB Dead Loads: PD= 3784 LB Column Self Weight: CSW= 37 LB Total l=oads: PT_ 6303 LB Eccentricity (X -X Axis): ex= 0,00 IN Eccentricity (Y -Y Axis): ev= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: Length: L= $ 0 'FT- Maximum Unbraced Length (X -X Axis): Lx= 8.0 'FT Maximum Unbraced Length (Y -Y A)is): LY__ 0.0 FT Column End Condition: Ke= 1.0 Calculated ProAerties: ColumnSection (X -X Axis): dx= 5.50 IN Column Section (Y -Y Axis). dy= 3100'. 1N . Area: A= 16.50 IN2. Section Modulus (X -X Axis):Sx= 15:13 :'::IN3 ` Section Motlulus (Y -Y Axis): "Ratio: Sy= .. Slenderises Lex/dx= Properties For....Stud-;Douglas Fir -Larch Leyldv= 0:0 ComDressive.Stress: Fc= 825:: PSt:'..: :Modulus.of Elasticity: E= .1400000. `:.:F'SI Sendinq,Stress (X-X,Axis):Fbx= 675 PSI 'Beridin4 Stress (Y -Y Axis): Fby= 675 `.:-::R : Adjasted Prcpart{as: Fc':... Fc' -FSI .::..:.. :: Adiustment,l=actors:. Cd=1:00 Cp=0.60, Columri:Calculations (Confrolling:.Case Onlv): ...Controtlinq::Load Case::Axiat T6ta(,Load Only (L + D) Com press Atjov�abte Compressive Stress: Fc'= 495 ':. PSI Column! 97 Uniform Buildinq Code (91 NDS) ) Ver. 5.05 BY: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 2:48:05 PM Proiect: AR143LOG -Location: C-HOR-3-R ' Summary: 2 ) i.5. IN x 5.5 IN x8.0 FT / 61ud - Dougias Fir-Larch - Dry Use Section Adequate By: 8.5% * Laminations to. be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Vertical Reactions: Live: Vert-LL-Rxn= 3034 LB - Dead: Vert-DL-Rxn= 4441 LB Total: Vert-TL-Rxn= 7475 LB Axial Loads: Live Loads: PL= 3034 LB Dead Loads: PD= 4404. LB Column Self Weight: CSW= 37 LB Total Loads: PT= 7475 LB Eccentricity (X-X Axis): ex= 0.00- IN Eccentricity (Y-Y Axis): ey= 0.00 IN . Axial Duration Factor: Cd-Axial= 1,00. Column Data: . Length: L= 8:0 FT Maximurn Unbraced Length (X-X Axis): Lx= 8.0:. FT Maximum Unbraced Length (Y-Y Axis): Ly= 0:0 ;. Column End.Condition: Ke= ...-FT 1:0 Calculated Properties: CKifnn:Section (X-X Axis): dx= :Col,enri Section (Y-Y Axis): dy= . 3:00 Area:. A= 16:50,. 1N2. ; = Section:Modulus (XX Axis): Sx=.., 1513'..._ _ iN3 . :Section*.Modult s (Y-Y Axis): Sy= 8.25' . IN3 Slenderness. Ratio: - Lex/dx= '17.45:.--:,.-. Leyldy= Properties l=or Stud-:Douglas Fir--Larch :: Compressive: Stress: Fc= 825..... - PSI- :Modulus of:Elasticity: '. E_ . :.::9400000::::';;:PSI .... Bending-Stress.{X X Axis): Fbx= Bendinq,,Stress: (Y=Y Axis):.. Fby= Adjusted -Properties::: Fc`: Fc'- : 465:.'., Adjustment factors:. Cd=1.00 Cp=0:60 .:. Colurnn'Calculkions (Controlling Case Only):. ,-:Controllin__ r16ad:Case: Axial Total Load Only (L + D) �Corripressive Stress: A4l6virabie Compressive Stress: Fc'= Footing Design [ 97 Uniform Building Code (91 NDS) ) Ver. 5.05 Bv: Larry J Warner AIA CSI', AEC Group on: 01-03-2002: 3:03:49 PM Proiect:.AR143LOG - Location: FTG -BM -1 ' Summary: Foot' g Size: 1.75 FT x 1.75 FT x 12.00 IN " Fong has been designed without reinforcement Footing Loads: Live.Load: PL= 1881 LB Dead Load: PD= 1957 LB Total Load: PT= 3838 LB Ultimate Factored Load: Pu= 5938 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 1.75 FT Length: L= 1.75 FT Depth: Effective Concrete Depth: Depth= d= 12.00 10.00 ... IN ; IN Column and Baseplate Size: Column Type: `Column (Wood) Width: m= 5.50. Column Depth: n=5.50 IN.. `:.. Bearing Calculations: Ultimate. Bearing Pressure:Qu= 1253i:. Effective Effective Allovrable Soil Bearing Pressure:(With Increase) Qe= 1553 : PSF Reguir$d Footing Area: Aro= 2.47 • :SF Area Provided: A= 3.06 SF. Baseplate Bearinq: . Bearinq Required: Bearing= 5938 :. Allowable Bearing:. Bearing-Ailow= 83566' -LB `LB .... Beam Shear:Calculations (One Way Shear): Beam'Shear. .Vu1=.: Allowable Bearrm.Sfiear. - v61= Punchinq.Shear Calculations (Two way shear):I. Cfiti.631' . en. eter:` : Bo= 0 Punchiriq Shear:,.. .•... Vu2= .2703: -Allwable Punching Shear: vc2= 53599 Bending: Calculations: .:Factored Moment:. Mu= .15586.;;,:.IN-LB :. Nominal Moment.Strength:.. Mn= 56875 < ; IN -LB " Footing Design F 97 Uniform Building Code (91 NDS) t Ver- 5.05 Qu= 1493 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 3:03:53 PM Qe= 1755. Project: AR143LOG - Location: FTG -BM -2 Required Footing Area: Arep= 5,32 ' Summary: Area .Provided:. A= 6:25 Footinq .Size: 2.5 FT x 2.5 FT x 12.00 IN Baseplafe.:Bearinq: .. :.::.. " Footing has been designed without reinforcement , 8eariraq= 141°7:1'..;::g :Footing Loads: Bearing -Allow= Live Load: PL= 3500 LB Dead Load: PD= 5829 LB Total Load: PT= 9329 'LB - Ultimate Factored Load: Pu= 14111 LB Footing Properties: 80= Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: Fac= 2540 PSI Footing Size: 'Width. W= 2.5 FT Length: L= 2.5 FT Depth:. Depth= 12.00. AN Effective Concrete Depth: d= 10.00 ;: 1N Column and Baseplate Size: . ..: Column Tjrpe: (Wocdi... :. . Column Width: m= 5:50 IN ;: Column Depth: n= 5.50 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1493 PSF ;.: Effeciive Allowable Soil Bearing Pressure:(With Increase) Qe= 1755. PSF Required Footing Area: Arep= 5,32 SF. Area .Provided:. A= 6:25 SF Baseplafe.:Bearinq: .. :.::.. . . ::Bearinq::Required:: 8eariraq= 141°7:1'..;::g Aflo�ivabfe:Beannq:::.. Bearing -Allow= :Beare Sheartalculations (One:Way. Shear):. eeaix Zhear. : = Vu1 Allowable`Beam`Shear. vc1= Punching Sfiear:Cilcufat(ons (Two way. shear): Critical:Perimeter: 80= Punching Shear: Vu2= 10344: LB Allo:,rable Punching Shear: vc2= 53599: LB:: . Bending: Calculations:. :Faotore� Moment:_ lVlu= :.. 5299.5, ::`::ItdLB.::.:: :. gt -Nomiriaf Moment'Stren h:. Mn=. , :: • 81250 -';::'1N -LB:° :. Footing Design f 97 Uniform Building Code (91 NDS) ) Ver. 5.05 BY: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 3:03:54 PM Proiect AR143LOG - Location: FTG -BM -2/3. Summer v: .Footing Size. 2.5.FT x 2.5 FT x 12.00 IN * Footing has been designed without reinforcement Footing Loads: Live Load:. Dead Load:. PL= 3780 'LB. Total Load: PD= PT= 6310 10090 LB L9 Ultimate Factored Load: Pu= 15260 LB Footing Properties; Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: ;dth: W= 2.5 FT Length: L= 2.5 'FT Depth: Effective Concrete Depth: Depth= d= 12.00.- 10.00 -.IN IN Column and Baseplate Size: Column TYpe:. (,Wood) ' Column Width: m= Column Depth: Bearing Calculations: n= 5.50 AN Ultimate Bearing Pressure: Qu= 1614: Effective Allowable:Soil Bearing Pressure:(With increase) Qe= 1755 .PSF..: PSF.. .?equired Footi:ig•Area: Ar eq=:` 5,75.`.; SF:.•-::: .: Area Provided: Baseplate Bearing:. A= Beannq Required: Allowable Bearing: Bearina=::; . `,15260 Beam Shear .Calculations (One Way Shear): Searing -Allow= .. ` ^;83566 :.;:::LB `• % ;;:, `.' i3esrn:;riear. Vu1= 2543.. L8._.... • Allowable Beam Shear. vc1= 13000. " . ;,':LB Punchinq:Shear Calculations (Two way shear): `.Critical Perimeter. Bo=62:00' :Punching .Shear: Vu2=. 1.1186 ::.: ...1N •LB Alldwabie.Puriching,Shear: Vc2= Bendinq.CalcdI tionV Dred Moment:.... Fact5722 Mu _Norriina!°Moment:Strength: M _ Footing Design f 97 Uniform Building Code (91 NDS) I Ver: 5.05 By: Larry J Warner AIA CSI AEC Group on: 01-03-2002: 3:03:55 PM Proiect: AR143LOG - Location: FTG -BM -4/5 ' Summary: Footing Size: 1.5 F T x 1.6 FT x 92.00 1N " Footing has been designed without reinforcement Footing Loads: Live Load: PL= 944.. LB Dead Load: PD= 1650 ` LB Total Load: PT= . 2594 LB Ultimate Factored Load: Pu= 3915 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 .'PSI Footing Size: Width; W= 1.5- FT Length: L= 1.5 FT . Depth: Depth= 12.00 IN' Effective Concrete Depth: d= 10:00 IN Column and. Baseplate Size: Column Type: (Wood) .. .Column Width: m= 5.50: :. IN Column Depth: . n= 5.50 :IN Bearing Calculations: Ultimate Bearing Pressure: Qu= Effective Allowable Soil Bearing Pressure. -(With Increase) Qe=: 1485:;:'..;::PSf.::....:: ReOgred Footing Am=. Areq=. . Area•Provided: A= ::2 25.1 Baseplate Bearing:' Bearing. Required:. Bearing= 391:5' ` 'LB- Allowable'Bearinq: Bearing -Allow= ` 83566: Beam Shear Calculations (One Way Shear): Beam -Shear Vu1= 0.:.. LB.:. Allowable.Bearn Shear. Vol= 7800 .: 'LB' :.`. . : Punching.:Shear Calculations {.Two way shear): :-._Critical'Perimeter: Bo= 00` 62::. Punching Shear:'....:. ,. 1/u2= 411ble Pur;chirig :Shear vc2= Bending Calculations: Factored;Moment .:.. `.Mu=:: 808:- `ll3=LB :Nominal iV6o 66nt.Strength:.' Mn= 48750 ::-r:":IN=L6.: Footing Design f 97 Uniform Building Code (91 NDS) ) Ver. 5.05 By: Larry J Warner AIA CSI , AEC. Group on: 01-03-2002: 3:03:56 PM Proiect: AR143LOG - Location. FTG-BM-5 • Summary: Faotinq Siza: 1.0 FT x. 1.5 FT x 12.00 IN " Footing'has been designed without reinforcement Footing Loads: Live Load: PL= 624 LB Dead Load: PD= 1101 L•B Total Load: PT= 1725, LB Ultimate Factored Load: Pu= 2602. = LB Footing Properties: . Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 1.0 FT Length: Depth: L= 1.5 FT Effective Concrete Depth: Depth= d= 12.00 10.00 IN IN Column and Baseplate.Size: Column Type: (Wood).'. Column Width: m= 5.50 IN Column .Depth: n= 5:50 Bearing Calculations: ...1N: Ultimate:Bearing Pressure: Qu= 1150 ',; : PSF: - Effective:Allowable Soil Bearing Pressure:(With Increase) Qe= 1350 :.. _ P:SF Requires Footing Area: Arec= 1:28.. . SF .Area,Provided: A= 1.5 SF Baseplate Bearing: Be6 iriQ Required: Bearing= 2602 L Allowable Bearing;Bearing-Allover— 83566.:: LB.:: ` .13earri.Shear Calculations (One Way Shear): . Beai7Y S;Zzar::'.. Vt! 1= Cl* "LB :AUowable Beam.Shear. vcl= 5200'-.::. -..:.LB:-.- Rtincfiiri4 Shear:Caicuiations.(Twoway. shear): Critical,Perimeter...:• , . Bo= 24:.00 ;::! IN,.`.. Punching Shear: .....: Vu2=361:.:: :Allo able,Punchiriq Shear:.. vc2= 2074`8: Bending:Calculations-(Long. Direction): ..Factored Moment Mu-lonq= 5855 `: :lN=LB ..Idothinal Moment Strength: Mn-long= 32500: . :IN-LB .: Beridirig Calculations.(Short Direction):.. : Factored Morrient:.` Mu-short= ::3903::..::IN-L6 INomift.,Wrnent Strength: Mn-short= ::•4$750 :::.:: .. WLB Footing Design j 97 Uniform Building, Code (91 NDS) ) Ver, 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 3:03:57 PM Project: AR143LOG - Location: FTG-SM-GT-BM-1 ' Summary: Footing Size: 2.75 FT'x 2.75 FT x 12.00 IN " Footing .has been designed without reinforcement Footing Loads:- oads:Live Live-Load: Load: PL= 5500 LB Dead Load: PD= 7934 LB Total Load: PT= 13434 LB Ultimate Factored Load: Pu= 20458. .113 Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500. 'PSF: Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 2.75 :FT Length: L= 2.75 FT Depth: Depth= 12,00 IN :. Effective Concrete Depth: d= 10.00 ..IN . Column and Baseplate Size: Column Type: .Column-Width: m= 5.50;:; Column Depth: n=. 5.'50:: Bearing Calculations: .:IN Ultimate Bearinq Pressure: Qu= 1776.::. ` -PSF .`. : 'Effective Allowable Soil Bearing Pressure:(With Increase) Qe= . _ 1823 �- PSF Required: ccting Area: Area= 7.37 .': SF.. Area.P.rovided: A= 7:56 :. SF Baseplate 8.earino: Bearing Required: Bearing= Allowabte. Bearing: Bearing-Allow= 83566 ::.:.-- L8 Beam.Shear,`Calculations (One:Way Shear).. Beare :Shear. _...: -..: Vu1= :.: Allowable :Beam Shear.:: vc1= :Punbhinq-Shear::Calculatibns.(Two. way.shear): . Critical"Perimeter::: Bo= 62:00.:::: IN::".`.. `.::... Punchinq Shear.`..: Vu2=..:.`.::.::15944:: `:LB:::::.:::>; . ;:Altd�::a3 !s dui ching:Shear:.. ic2=•:.:: ... 535gg:..:;:LB..; :. : : Bending Calculations::... Facfored.:Moment'' ' Mu= . 84388 IN LB'; .. ' Nori�inal Moment Strength:. .:::........ Mn= 89375 (N LB .. Footing Design ( 97 Uniform Building Code (91 NDS) ) Ver: 5.05 Bv: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 3:03:58 PM :Proiect: AR143LOG -Location: FTG -BM -GT -BM -2 Summary; :Fo01, nQ Size: 3.25 FT x 3.25 FT x 12.00 IN Reinforcement: #4 Bars @ 8.00 IN, O.C. EtW / (5) min. Footing Loads: Live Load: PL= 7400l B Dead Load: PD= 11429.'" LB Total Load: PT= 18829 LB Ultimate Factored Load: Pu- 28581 LB Footing Properties: Allowable Soil Bearinq Pressure; Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement Cover: c= 3:00 IN Footing Size: Width: W= 3.25 FT Length, L= . 3.25.: :FT Debth:. Depth= 12:00.. `.IN . Effective Depth to Top Layer of Steel: d= Column and:Baseplate Size: Column Type: (W5.50 Column Width: m= IN Column. -Depth: n= 5:50 :..IN Bearing Calculations: :.Ultimate Bearing Pressure: Qu= 1783 ...PSF `:Effective Allowable. Soil Bearing Pressure:(With Increase) Qe= 1958 . .,.':PSF . Required Footing.Area; I Areq= 9.62 :>::.:;:SF .Area, Provided: .. :A= 1.0.56.: .,.:: -",SF-:.. . .-Baseplate..:.:::.:.. Bearing:: ::_... .:Bearfpq-Required: Bearing= Allowable Bearing::. Bearing-Allow= 89094 Beam:Shear.Calculations.(One Way Shear): Beam.Shear Vu1 At(ovrable ,8eam.Shear .:. vcl = . 27349.::: `:LB Punching.Shear Calculations (Two Way shear): Critical Perimeter::Bo= 55a 0.- .. -IN'. ..Punching.Shear Vu2=. 25028''.,..' Afl.bWable.:Punchin4 Shear.. (ACI 11-35): vc2-a=.' 115706.: ..LB " :��LB.: ,. Allowable Punching Shear (ACI 11-36): vc2=b= .. 1.54275 ::., `LB.. ': . •. Allowable Punchiriq Shear (ACI 11-37): vc2-c= 771:38':.:;: :Controlling:Allowable•Punching Shear. vc2=- :'..:77138':::..: .L6 Bending Zalculkdons; Factored Moment:: Mu=..::.:139330 ;Norriinal.;Momer�i Strength:° • - Mn-.. _: 283066.::: 1N_ -LB Reinforcement:,calculations::... Concrete Compressive-Btock Depth: a= .Steel:`Re(!:iired Based. on Moment: As('!.)= . PA6::.::IN2...: .....Vinimuirn Code Required Reinforcement (Shrinkagelremperature ACI -10.5.4): As(2)= 0:94::.: IN2: . . Controllina Reihforcinq Steel: As -reed= . - :0:94.: IN2 :Selected :Reinforcement: 94 Bars @ 8.00 IN. O.C. EA1V f'.(5)` Min..:. Reinforcement:Area'.Provided:. As= 0:98 Development: Length Calculations:. . , ..,"'IN2: - DevefoOrnent..Leriq h:Reciuired: Ud= ' 15:00:_.:,- Oevelopment Length 8uppfied:: .: Ld=sup= Footing Design f 97 Uniform Building Code (91 NDS) ) Ver. 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 3:03:59 PM Project: AR143LOG - Location: FTG -FB -1 Summary: Footing Size: 2.5 FT x 2.5 FT x 12.00 tN Footing has been designed without reinforcement Footing Loads: Live Load: PL= 5412 LB Dead Load: PD= 3597 LB Total Load: PT= 9109 LB Ultimate Factored Load: Pu= 14376 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footinq Size: Width: W= 2.5 FT Lenqth: L= 2.5 FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column Type: (W5.56 Column Width: m= IN Column Depth: n= 5.50 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1457 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1755 PSF Required Footing Area: Areq= 5.19 SF Area Provided: A= 6.25 SF Baseplate Bearing: Bearing Required: Bearing= 14376 LB Allowable Bearing: Bearing -Allow= 83566 LB Beam Shear Calculations (One Way Shear): Beam Shear. Vu1= 2396 LB Allowable Beam Shear: vc1= 13000 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 62.00 IN Punching Shear: Vu2= 10539 LB Allowable Punching Shear: vc2= 53599 LB Bending Calculations: Factored Moment: Mu= 53911 IN -LB Nominal Moment Strength: Mn= 81250. IN -LB Footing Design f 97 Uniform Building Code (91 NDS) ) Ver: 5.05 Bv: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 3:04:00 PM Project: AR143LOG - Location: FTG -FB -111 Summary: Footing Size: 3.25 FT x 3.25 FT x 12.00 IN , Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (5) min. Footing Loads: Live Load: PL= 10942 LS Dead Load: PD= 7606 , LB Total Load: PT= 18548 LB Ultimate Factored Load: Pu= 29250 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement Cover: e= 3.00 IN Footing Size: Width: W= 3.25 FT Length: L= 3.25 FT • Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel, d= 8.25 IN Column and Baseplate Size: Column Tvpe: (Wood) Column Width: m= 5.50 IN Column Depth: n= 5.50. IN Bearing Calculations: Ultimate wearing Pressure: Eau= 1756 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1958 PSF Required Footing Area: Areq= 9.48 SF Area Provided: A= 10.56 . SF Baseplate Bearing: Bearing Required. Bearing= 29250 LB Allowable Bearing: Bearing -Allow= 89994 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 84.37 LB Allowable Beam Shear: vc1= 27349 ' LB Punching Shear Calculations (Two way shear): Criti l ♦ L (.I4tb'L 4 Perimeter, L = t7�- GC !1 vv. vt7 IN Punchinq Shear: Vu2= 25614 LB Allowable Punching. Shear (ACI 11-35): vc2-a= 115706 LS Allowable Punching Shear (ACI 11-36): vc2-b= 154275 LB Allowable Punching Shear (ACI 11-37): vc2-c= 77138 LB Controlling Allowable Punching Shear: vc2=. 77138 LB Bending Calculations: Factored Moment: Mu= 142593 IN -LB Nominal Moment Strength: Mn= 283066 iN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0A7 IN Steel Required Based on Moment: As(! )= 0.49 IN2 Minimum Code Required Reinforcement (Shrinkagefremperature ACI -10.5.4): As(2)= 0.94 IN2 Controlling Reinforcing Steel: As-reqd= 0.94 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. ENV / (5) Min. Reinforcement Area Provided: As= 0.98 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length, Supplied: Ld-sup= 16.50 IN Footing Design 197 Uniform Building Code (91 NDS) ) Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 3:04:01 PM Proiect: AR143LOG - Location- FTG -FB -2 Summary: �ootin4 Size: 2.5 FT x.2.5 FT x 12.00 IN Footing has been designed without reinforcement Footing Loads: Live Load- PL= 4568 LB Dead Load: PD= 4441 LB Total Load: PT= 9009 LB Ultimate Factored Load: Pu= 13983 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 2.5 FT Length: L= 2.5 FT Depth: Depth= 12.00 IN ' Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 5.50 IN Column Depth: n= 5.50 - IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1441 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1755 PSF Required Footing Area: Areq= 5.13 SF Area Provided: A= 6.25 SF Baseplate Bearing: Bearing Required: Bearing= 13983' LB Allowable Bearing: Bearing -Allow= 83566 LB Beam Shear Calculations (One Way Shear): Beam Shear. Vu1= 2331 LB Allowable Beam Shear: vc1= 13000 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 62.00 IN Punching Shear: Vu2= 10250 LB Allowable Punching Shear: vc2= 15311599 LB Bending Calculations: Factored Moment: Mu= 52436 IN -LB Nominal Moment Strength: Mn= 81250 IN -LB Footing Design f 97 Uniform Building Code (91 NDS) ) Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 3:04:02 PM Project: AR143LOG - Location: FTG -FB -2/2 Summary: Footing Size: 3.25 FT x 3.25 FT x 12.00 IN Reinforcement #4 Bars @ 8.00 IN. O.C. E/W / (5) min. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearinq Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: (With Increase) Required Footing Area: Area Provided. Baseplate Bearing: PL= 9136 LB PD= 8790 LB PT= 17925 LB Pu= 27837 LB Qs= 1500 PSF F'c= 2500 PSI Fv= 40000 PSI C= 3.00 IN W= 3.25 FT L= 3.25 FT Depth= 12.00 IN d= 8.25 IN As(2)= (Wood) .IN2 M=. 5.50 IN n= 5.50 IN Qu= Qe= Areq= A= Bearing. R.yguired; Bearing= Allowable Bearinq: Bearing Allow= Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perirrleter. Punchinq Shear:, Allowable Punching Shear (ACI 11-35): Allowable Punchinq Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controllinq Allowable Punching Shear Bending Calculations:' Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steal Required Based on Moment: Minimum Code Required Reinforcement (Shrinkage/Temperature ACIA0.5.4): Controlling Reinforcing Steel: Selected .Reinforcement: #4 Bars @ 8.00 Reinforcement Area. Provided: Development Length Calculations: Development Length Required: Development Length Supplied: 1697 PSF 1958 PSF 9.16 SF 10.56 SF 27837 LB 89994' LB Vu1= 8030 113 vc1= 27349 LB so= 55.00 1114, Vu2= 24377 LB vc2-a= 115706 LB vc2-b= 154275 LB vc2-c= 77138 LB vc2= 77138.. LB . Mu= 135706. IN -LB Mn= 283066 IWLB a= 0.47 IN As(', Ir- 0.46 IN2 As(2)= 0.94 .IN2 As-regd= 0.94 IN2 IN. O.C. E/W / (5) Min. As= 0.98 IN2 Ld= 15.00 IN Ld-sup= 16.50 IN Footing Design 197 Uniform Building Code (91 NDS) j Ver: 5.05 a= 0.53 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 3:04:03 PM As(1)= 0.05 Proiect: AR143LOG - Location: FTG-GDH-1 As(2)= 0.50 Controlling Reinforcing. Steel: Summary: 0;50 Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (3) Min.... Footing Size: 1.75 FT x 1.75 FT x 12.00 IN As= ' 0.59 Development Length Calculations: Reinforcement: #4 Bars @ 7.00 IN. O.C. ENV / (3) min. Development Length Required: Ld= . Footing Loads: Development Length: Supplied: Ld-sup= 7.50 Live Load: PL= 1881 LB Dead Load: PD= 1930 LB Total Load: PT= 3811 LB Ultimate Factored Load: Pu= 5900 LB Footing Properties: Allowable Soil Bearinq Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 1.75 FT Length: L= 1.75 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel:. d= 8.25 . IN, Column and. Baseplate Size: Column Type: (Wood) Column Width: m= 5.50 IN Column Depth: n= 5.50 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1244 PSF Effective Allowable Soil Bearing Pressure:(With increase) Qe= 1553 PSF .Required Footing Area: Areq= . 2.45: SF. Area Provided: A= 3.06 SF Baseplate Bearing: ..Bearina Required; Bearing= 5960 ..:LB. Allowable Bearing: Bearing Allow= 89994: . LB . Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 632 LB Allowable Seam'Shear: vc1= 14726 LB Punching Shear Calculations (Two way shear): Critical Penniater: Bo= 55.00 1N Punching .Shear: Vu2= 3370 l:B Allowabte'Punching.Shear.(ACI11-35);. vc2-a= 115706 LB_. Allowable Punching Shear (ACI 11-36): vc2-b= 154275. LB Allowable Punching Shear (ACI 11-37): vc2-c= 77138.- LB Controlling Allowable Punching Shear. vc2= 77138 ..:.LB . Bending Calculations: factored Moment: Mu= 15487.. fWLB Nominal Moment Strength: Mn= 169266. ..IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.53 Steel Required Based on Moment: As(1)= 0.05 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI -10.5.4): As(2)= 0.50 Controlling Reinforcing. Steel: As-regd= 0;50 Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (3) Min.... Reinforcement Area. Provided: As= ' 0.59 Development Length Calculations: Development Length Required: Ld= . .15:00 Development Length: Supplied: Ld-sup= 7.50 Note: Plain. concrete adequate for bending, therefore adequate development length not required. .IN 1N2 IN2 )N2 IN2 IN IN Footing Design 197 Uniform Building Code (91 NDS)1 Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 3:04:04 PM Proiect: AR143LOG - Location: FTG -HDR -3-L Summary: Footinq Size: 2.0 FT x 2.0 FT x 12.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min. Footing Loads: Live Load: PL= 2482 LB Dead Load: PD= 3821 LB Total Load: PT= 6303 LB Ultimate Factored Load: Pu= 9559 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement Cover. c= 3.00 IN Footing Size: Width: W= 2.0 FT Length: L= 2.0 FT Depth: Depth= 12.00 IN Effective Depth to Top Laver of Steel: d= 8.25 IN Column and Baseplate Size: Column Type. (Wood) Column Width: m= 5.50 IN Column.Depth: n= 5.50 IN. Bearing Calculations: vltimata.Bearing Pressure: Qu= 1576 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1620 PSF Required Footing Area: Areq= 3.89 SF Area Provided: A= 4.0-: SF Baseplate Bearinq:. Bearing. Required: Bearing= 9569 LB . . Allowable Bearing: Bearing -Allow= ... 89994 113 - Beam Shear Calculations (One Way Shear): Beam Shear, Vu1= 1495 LB Allowable Beam Shear. vc1= 16830 LS Punching Shear Calculations (Two way shear): Critical Perirnst♦er: p Bo= 55,00 IN Punching Shear. Vu2= 6428 LB Allowable. Punchinq Shear (ACI 11.-35):. vc2-a= 115706 LB Allowable Punching Shear (ACI 11-36): vc2-b= 154275 Allowable Punchiriq Shear (ACI.11-37): vc2-c= ..LB' 77138 LB Controlling Allowable Punching Shear. vc2= 77138 LB Sending Calculations: Factored Moment: Mu= 28706 IN -LB Nominal Moment Strength: Mn= 169965. IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0:46 IN Ste?! Required Based on Moment: As= (1) 0.10 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI -10.5.4): As(2)= 0.58 Controllinq Rein forcinq Steel: As-regd= `0.58 .,IN2 IN2. ... Selected Reinforcement: #4 Bars 8.00 IN. O.C. E/W / (3) Min'....:::. Reinforcement Area Provided: As= . Development Lenqth Calculations: Development. Length Required: Ld= 15:00 • .,:-:'.IN Development Length' Supplied:. Ld-sup= 9:00 Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design ( 97 Uniform Building Code (91 NDS) ) Ver: 5.05 BV: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 3:04:06 PM Proiect; AR143LOG - Location: FTG -HDR -3-R Summary: Footing Size: 2.25 FT x 2.25 FT x 12.00 IN Reinforcement: #4 Bars @ 6.00 IN. O.C. ENV I (4) min. Footing Loads: PL= 3034 LB Live Load: L Dead Load: PD= 4441 L8 Fatal Load: PT= 7475 LB Ultimate Factored Load: Pu= 11375 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fv= 40000 3.00 PSI IN Concrete Reinforcement Cover: c= Footing Size: W= 2.25 FT Width: L= 2.25 FT Length: Depth: Depth= 1.2.00 IN Effective Depth to Top Layer of Steel: d= 8.25 IN Column and Baseptate Size: (Wood) Column. Type: m= 5.50 IN Column Width: n= 5.50 IN Column Depth: Bearing Calculations: Qu= 14'7 ASF Ultimate Bearing Pressure: Effective.Allowable Soil Bearing Pressure:(With Increase) Qe= 1688 PSF Required Footing Area:. Areq= A= 4.43 .. 5:06 SF Area'Provided: Baseplate Bearing: Bearing Required: Bearing= 11375 -:_"LB .; Allowable Bearinq: Bearing -Allow= 89994 LB, Beam Shear Calculations (One Way Shear): Vu1= 2212 LB Beam Shear. Allowable Beam Shear: vc1= 18934 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 55:00 IN Punching .Shear: Vu2= Allowable Punching Shear (ACI 11-35); vc2-a= •115706:::.: LB `: Allowable Punching Shear (ACI 11-36): vc2-b= 154275':*..'- LB Allowable Punching Shear (ACI 11-37): v62 -c= .. 77138 .-LB .: Controlling Allowable Punching Shear. vc2= --771.38.--:: Bending Calculations:. Factored Moment: Mu= 38391 IN=GB . Nominal Moment Strength: Mn= 225412 .'.IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= ..0.55 ..IN. . -.Steel Required Bases on' Morrient: As(1)= 0.13 :.. "!N12.' MinimumCode Required Reinforcement (Shrinkage/Temperature ACI -10.5.4): As(2)= 0.65 )N2.:' Controlling Reinforcing Steel: As -reed=. 0:65' =:':IN2. . Selected.Reinforcement: #4 Bars @ 6.00 IN: O.C. FJW / (4) Min. ..:, . : Reinforcement•Area Provided: Development -Length .Calculations: Development Length Required: Ld= Development Length Supplied: Ld-sup= 10.50 IN.' Note: Plain concrete adequate for bending, therefore adequate development length not required. Footinq Design ( 97 Uniform Building Code (91 NDS) I Ver. 5.05 BY: Larry J Warner AIA CSI , AEC Group on: 01-03-2002: 3:03:57 PM ' Project: AR143LOG - Location: FTG-SM-GT-BM-1 Summary: 'Footing Size: 2.75 FT x 2.75 FT x i 2.G0 IN Footing has been designed without reinforcement Footing Loads: PL= 5500 LB Live Load: PD= 7934 LB Dead Load: PT= 13434 LB T1jiCl Lead. i'u- t04ac ars uttimate Factored Load. Footing Prooerties: Allowable Soil Bearinq Pressure: Qs= F'c= 1500 2500 PSF PSI Concrete Compressive Strength: Footing SILV: WR. 2..75 FT Width: L= 2.75 FT Length: Depth= 12.00 IN Depth: d= 10.00 IN Eftative Concrete Depth: Column and Baseplate Size: (Wood) Column Tom. m= 5.50 IN Column Width_ n= 5.50 IN Column Dwth: Bearing Calculations: Qu= 1776 PSF Ultimate Bearinq Pressure: Effective Allowable Soil Bearing Pressure:(With increase) Qe= 1823 PSF Requieed Footing Area: Area= A= 7.37 T56 SF SF Area Provided: Baseplate Bearinq: Bearing Required: Bearing= W 20458: LB. . Allowable Bearing: Bearing�Al{ow= 835e3& L8 . =sam $heat Calculations (Ore Way Shear): vu'1= 4030 La Bearn.Shear: Allowable Beam Shear. vc1= 14300 LS Punching Shear Calculations (Two way shear): Bow 62.00 IN Critical Perimeter: Punchinq Shear: Vu2= 15944 LB .Aiko,wabii Punching Shear: wa= 53599 LB Bending. Calculations: Factored Moment: Mu-- u=Nominal NominalMoment Strength: Mn= 89375. ; .IN;,LB Footing Design [ 97 Uniform Building Code (91 NDS)1 Ver. 5.05 Bv: Larry J Warner AIA CSI , AEC Group on: 01-10-2002: 10:16:52 AM Proiect. AR143LOG - Location: FTG-DG-1 Summarv: Footinq Size: 1.67 FT x 1.67 FT x 12.00 IN " Footing has been designed without reinforcement Footing Loads: Live Load: PL= 2184 LB Dead Load: PD= 1248 LB Total Load: PT= 3432 LB Ultimate Factored Load: Pu= 5460 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 1.67 FT Length: L= 1.67 FT Depth: Depth= 12.00 IN Effective .Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column Tvpe: (Wood) . Column Width: m= 3.50 IN Column Depth: n= 3.50 —IN Bearing. Calculations: Ultimate Bearing Pressure: Qu= 1231 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1531PSF• Required Footing Area: Areq= 2.24. SF Area Provided: A= 2.79 ::.'SF Baseplate Bearinq: Bearing Required:: Bearing= 5460 LB Allowable Bearing: Bearing-Allow= 33841 ` '..LB . Beam Shear. Calculations (One Way Shear): Bean Shear. Vu1= .5. LB:. Allowable Beam Shear: vc1= 8684. LB' Punching Shear Calculations (Two.way shear): Critical. Perimeter: Bo= 54:00 IN 'Punchinq Shear,. Vu2= . 2982 ... LB Allowable Punching Shear: vc2= 46683 ;; .LS:^ ... • :. Bendlrig .Calculations: •: , :.. Factored.V6ment: Mu= Nominal MomenfStrength: Mn= 54275. 9 L---'------------------------- jr-------------.--------- , 1 , 1 I i 1 i I 1 I , t , 1 1 I I 1 f I I 1 1 � i 1 1 1 I t I 1 1 1 1 1 t 1 / LpJl L _ - i . 1 I / 1 i I 1 1 1 ; , 1 i 1 1 � i I 1 I ----------------------------1_ LL `_ -__--_---^-1"^ ,r------- _-----7-------___-'--_-��' ' f 1 I 1 1 I I 1 I I , 1 1 I I I I I 1 I I I I 1 I 1 , I , 1 1 1 I 1 i 1 1 , i � r ul 1 _ 1 r/ -- '4.LL 1� it • S loaf s �_._...._..._^ __._^_.. 1 u 1 f 11Lj.II1 If ie '`` ;a { v W.1v1' ][fA wGY.A �:�� '� { ', Yl�.'•, il{IA ` ti. itNr r QS•�Y..e Sp. f". 3.�.ti51 �(tS,3�'"_.�5: -�`".�C-- •-'�[r• I I 11 4�� aau"�-•-.✓' � ...... ..�tY KILL]SI%t �.+�1# � y��� cnanurq ��Y� ��JJ •.jw ws ••.--. <a. w• s'd .Is. u4-.a—fv Ax moi (Kit ti ' q • (\'iiYs' a=. wa y� .. ` I �ipi6 P�''/_1+1 Cs`a G:{AM-•1 f-• __.o. ;s Vlit \ 4'.^ 1j\i'\� 1.3 -.1 \ -h 1�1 �.4 •;S /�. ' -r•i t t--n--ix-•-yr-eh-_ly_t It i-Pr-�/ih tlLL g i��. "-�- y ��r�e rs�:o ;�^^Is.far:.: oa.Bi°w.Ft2`xs 1'� .•rrr-A 1 �I 1; - --.""1 e•ri. . ':\ ••' `s,Y:1M' .✓.�14ROL aWiT. iT al 11 st -SY tP 111 ' .. •. - ^. - 411RlR � P'ARfD1�jI-.9�LZ"..! }. SHEAR WALL SUMMARY Proj. No AR143LOG-1 DATE JAN 3 2002 SHEET GRID WALL SEG. LOAD PANEL PANEL H.D. LINE SEG. LGTH PLF TYPE No. LOAD 1 a T-0 113 B-3 5 NIA b 12'-0 113 B-3 5 N/A c 7'-0 113 B-3 5 NIA d e f 2 a 7'-0 113 B-3 5 N/A b 12'-0 113 B-3 5 :N/A c 7'-0 113 B-3 5 N/A d e f 3 a N/A �b c d '.. e� f 4 . '. a NIA b.. c. d e N/A d .. . . _. e 6 a . N/A .. q^ .d f ... ::NIA e.. . f.'. 8. :...:'.::.a.......:::: N/A e:: f Upper Level OF H.D. NOTE TYPE SHEAR WALL SUMMARY Proj. No AR143LOG-1 DATE JAN 3 2002 SHEET GRID WALL SEG. LOAD PANEL PANEL H.D. LINE SEG. LGTH PLF TYPE No. LOAD A 14a 7'-0 217 C-1 8 N/A 1-b 7'-0 217 CA 8 N/A 3 4 S 6 B 1 N/A 2 3 4 5 6 N/At 2 3 4 6 D 1 '26-0 117 B-3 5 N/A 2 ..3 4 . 5 6 4. F 1 N/A. 2::. 3 .. ..4.. 2.: Upper Level OF H.D. NOTE TYPE C-1 8 N/A G9 8 N/A C-1 8 N/A d SIMPSON 48x9 STRONG WALL SHEAR WALL SUMMARY Lower Level Proj. No AR143LOG-1 DATE JAN 3 2002 SHEET OF GRID WALL SEG, LOAD PANEL PANEL H.O. N.D. NOTE LINE SEG. LGTH PLF TYPE No. LOAD TYPE 1 a T-0 1892 SIMPSON 32x9 STRONG WALL IN STRONG WALL b 3'-0 1892 SIMPSON 32x9 STRONG WALL IN STRONG WALL 21'-0 c T-0 1892 SIMPSON 32x9 STRONG WALL IN STRONG WALL C-1 8 N/A G9 8 N/A C-1 8 N/A d SIMPSON 48x9 STRONG WALL IN STRONG.WALL: `' :.':::,;.` SIMPSON 48x9 STRONG WALL. e SIMPSON 32x9 STRONG.WALL IN:STRONG.-.WALL;:.':..::: `;':' SIMPSON 324 STRONG .WALL f B-0 5 550 H 2 a 12'-0 208 b c 11'-0 208 d e .. f 21'-0 208 3. a N/A 'b d. ;. . e f 4.: a N/A b d g. .. '. :.. f . .g :.,. .. a..: 7-0 3408 d . e .:.'f 3'-6 3408 6. a. f;1...:::. _ :::4 :: 2495 J-2 • : :. 4. 2495 C 6'-0 136 d . 3'-0 136 ::d. 0:-0 .:. 39-:.- 9:.e e C-1 8 N/A G9 8 N/A C-1 8 N/A SIMPSON 48x9 STRONG WALL IN STRONG.WALL: `' :.':::,;.` SIMPSON 48x9 STRONG WALL. IN STRONG WALL . SIMPSON 32x9 STRONG.WALL IN:STRONG.-.WALL;:.':..::: `;':' SIMPSON 324 STRONG .WALL :IN STRONG WALL B-0 5 550 H B-3 5 887 H B-3 5 .50 SHEAR WALL SUMMARY Lower Level Proj. No AR143LOG-1 DATE GRID WALL SEG. LOAD LINE SEG. LGTH PLF A 1-a 10'-0 224 I i : . 1-b 10'-0 224 3 4 5 6 B 1. 2 3 4 10'-0 271 5 6 . 2 3 181-0 637 4 .5. 6 D.' :.::. . 1 N/A 2 ...E :.. :.1. .. .'N/A . 2 .. 5. F ..: ' .. • ..3 3-0 337 337 . &b . 4'-0 . .. 337 . ''5-c 4'=0 . - 337 6-. _ '-0 ......::. :.. 337 . . 2 3" 0 233 3 ; ...:. .: 3'-0 . 233 :•5 . 6': 3' ' JAN 3 2002 SHEET OF PANEL PANEL H.D. H.D. NOTE TYPE No. LOAD TYPE, C-1 8 858 H C-1 8 858 H D 11 D 11`' D 1 i. D 11 D 11 D 11 C-1 8 C-1 8 N/A 2783 H 2783:: 2748' 2748' ::. :.H....• 2748'. H 2748 H 1854 H 1854,' I i : . SWEAT 1NALL° SCWEDUL °per NE�t-27.2 U adated 1.112710.9 ppd. PAGE LOAD .i:: SHE,4.THING'.;',:::�;2;5,x::..'.:;..:',a::':' '..." FnELD;-6:-A'.' 13. SIZE & SILL 3,4 A -35F 6 TYPE No PLI= NAILING..:• '::: NAILING SPACING. NAILING CLIPS A. I 125: 112 GYP BRu..ONE SIDE 5d 7". 5d` 7" 112" rz' 16d 12" 42" O.C. B ....... ,..................:::. ;:: 2 80' 'NR££ COAT STUCCO ?/ ' 11 ;. .......... @ �8 - @ B-1 3, ' 170' FAME -.COR PER ICB04:3335 BOR ORT #333ti 112" @ 16d @ 6" 30" O.C. 112". GYP BOTH Sib ES•; 5d @ 7" Pd 7" 1/2" Q 48" 16d @ 4" 24" O.C. B-3 ' :. 5 ` 165. 318'.` .CDX 8d @ 0 :. .@ 9d .@.12" 112" @ 48" 16d @ 6" 30" O.C. B-4 :.:. 6 .'. 250. THREE COAT STUCCO: 16G 718" @ s" : 160 718"(06" 5/8" @ 48" 16d @ 4" 18" O.C. .............. ......... ' .. . 912" GYP INTERIOR FACE..........; . ,....... 5d: 7,..................�a..Q ��,...... .,,,„ , C .......... 7'. ...... 245 ... .......... ........... •912" CDX PLY :....................... 10d Q B' i nd @ 12" :. 518" @ X88" ....................................-1.......,........ 16d @ 4' 18" O.C. C-1 ; •' 8 . :,246` 318" COX PLY ONE SIDS 8ii @ 4" 8d @ 12" 518" @ 48" 16d @ 4" 98" O.C. C-2 9 2.5.0 '318" CDX PLY EXTERIOR 6d @ 6" 8.d @ 12" 5/8" @ 48" 16d .@ 4" 18" O.C. 112" GYP BRIE INTERIOR, 5d @ T' 5d @ 7" C-3. . :... 1U.... . ,......330' 318.. COX PLY BOTH $IQJ S............ __8d..��, �.................... fld.(�.12�' 518",.�r°j.,`82" 16d.:�r.3" 16" O.C. B : ............ 1 1 349. ... 112" PLY EXTEf210R „ :10d 12' SJ8" @ 36" '16d @ 3 r 12" O.C. 0-1.. ' 12 360< 1116COX PLY BOTH SIDES 8d @ 6" 8d @ 12" 518" @ 36" 16d @ 4" 12" O.C. D 2 13 356 316" PLY EXTERIOR 8d.@ 6" 8d @ 12" 518" @ 36" 16d @ 4" 12" O.C. 518`.' GYP BRO INTERIOR'. 6d @ 4" 6d @ 4" 14:,. '............. " . ..........112': CDX PLY BOTH SIDES............................ 8d.: �.. �. 2......._.......... 516°..�°�. 6................, 16d..�r�. 3,,. 2... Q: C:, al.E... 15.. ................. .... . 460 . 912" CDX PLY EXTERIOR .. . ......................::10d'.::.3, :........:.1 CId . 12.................5!8", , *;, ...... . .... .2,.:154. .,4;;...., Y. O.C. O.C. -1: 16 490 318" COX PL`r' BOTH SIDES . 8d @4" . Sd @ 12" 518" @ 36" (2) 16d @ a" Y" O.C. 540. 7/16'.' CpX PLY 60TH. SIDES 8d 12" 518" @ 30" (2) 16d @ 4" 9" O.C. 18': • 620. 112'' CDX PLY EXTERIOR.`."` ' ` :1:0d:'@':2"' . 10d @ 12" 518" @ 24" (2) 16d @ 4" 8" O. C. 19 ....:. ' 650'. 318"'6DX BOTH SIDES ;i .8d'g 3'.'.- Sd,@ 12" 5/8" @ 24" (2) 16d @ 4" 8" O.C. F-2 20 720 7116'.' CDX.PLY BOTH.SIDES' 8d 3'• 8d 12" 518 ............ (2 16d 3" 6" O.C. ............... _29 .'ii2.. .�r�.. ............ ::.s:: .C�t.............,.}..........�r�.......... ::u '..780.:. ,• SIDES'':.-. _ CDX PLY BOTH SI ....::.�. .:..... ... �.. ............ ,. .:... ...... ..,.... " .....::: W .............. ::�::. Sr ............. �r....................,}...........�r.........................._... H. ... ... ....... ` .: .. 970': •.. . '112 CDX-PLY BOTH SIDES`:. 10d • 3: 10d" ' !2 518' 18 2 1�6d 3 6 O.C. -4"O.0 H-1 '' . :24. 1240:: :::1l2" CDX PLY BOTH SIDES:- 101@2" . 10d @:17' 5/8"@ 12" (2),20d @ 2 1'. OVE12 DOUGLAS FIR FRAMING:`:, .'ALCPAWEL I DGES..BACkFO W/2-1N0H NOM: OR.INIDER FAAMING O. U.N. 3. STAGGER ALL SILL NAILING 4: PRE-DRILLALL, Wd'& LARGER..::. 5,:"6/9! T=1.-11 `SIDINP.. Y,6 'SUBSTITWTED FOR'318 GDX PLYr: 6. A35F CLIPS +440# E A. A 7-.,'All'sfie:`vra{with load pit pi overr35r9'stiall have 3X'min;framing menberat .plales:and pane! edges. ` .:? :. -: .:':.; ` ';: .:• ' .. , :..: 8 :Nails lxa5ed otr'foll6 rig 6d cira 2" 1g `'t3d 113.dra 2 t12" Ig 10d 128 dra 3 Ig DW: Colleis Sc1".086 cfia; 1 5�8'CIg 8d:.tXJ2 dia; 1718" Ig; $ti :113 dia 2 318" 19 6 FTAS NI/A HaL:DOVi�t A�SCH�DULE: . 4-3I4" 3725 :..: . 7 A WO NS.ARE<SIMPSOfti.STRONG TIE U:N.O. , LL LDOw WA FLOOR TO FLOOR 28-16d SINKERS 2116 2-2x H:D. H.D` .: ANCHOR .. END NAIL /. SCREW LOAD: WOOD TYPE. NAME.;`TIE: 4x SPAN: READ..: CAPACTY MEMBER 1 C5:18. NIA.. ` 9W 10=10d`SINKERS 1066 2x 2 ` .CS16 NIA. 117 22-10d SINKERS 1386 2x 3 `CMST14 NIA 34" 74-16d:SINKERS 5707 4x 4' LFTA NIA NIA 16-1 Od SINKERS 1012 • 2-2x .5 FTA2 NIA NIA 4-518" 2820 2-2x 6 FTAS NI/A 12" 4-3I4" 3725 2-2x 7 ST -6224. WA 19" 28-16d SINKERS 2116 2-2x 8 IUIST37 NIA 30" 22=16d SINKERS 1764 4x 9. MST60 N/A 14" -48-16d SINKERS 4019 4x 10.. STG23fi 1ti!/A.. 18" 40-16d SINKERS 2881 4x NOTE NarE 5/8" A307 518" A307 7/8" A307 7/8" A307 718" A307 1" A307 1 114" A307 1 1/4" A307 QLD . . SCH�'D..� L ALL HOLDQNVNS ARE SIIUIPrSbN STRONG TIE U.N:O f'TOOTlNO S B HOLDOWNS . SINGLEOR DB`L � 2504 PSI CONCR ETE .: . STEM:. ` ::. NAI': I-:�,.. WOOD TYPE.. ;, Ni4ME::.`'...:: TYPE ; '.: WALL .. E30LT READ: ; OAPACTY ME6'IA6.E:R A LSTH08`1., NIA'. '. :..: 6R 24=16d'SINKERS '1825 2-2x 8 . .. S1fH©8.. N/A .: 6`1 24-16d.SINKERS 2210 2-2x C : STHD90. N/A: 6". 28-16d SINKERS 28602-2x D $THD14. N/A .6,, 38-16d SINKERS. 4285 2-2x E.: PAHD42 N/A 5" 7-16d SINKERS - 960 2x F: HPAHD22 N/A 6" 9-16d SINKERS 1315 2X G'.: HPAkD22-2P : N/A 6 12-16d SINKERS 2030 2x H PHD2-SDS3 SSTB20. 6'" 10-SDS1/4x3 3610 2-2x J . PHDS-SDS3 SSTB24 6" 13-SDS114x3 4665 2-2x K PH 68D.83' SSTB34 6" 18=SDSi14x3 5860 2-2x L PHD43:=SDS3 ; : SSTB34 6'". 24-SDS114x3 6730 2-2x M...:... FiD8;4; .; :.: SSTB34 .... :: 8� .. 3=718" : 7460 4x .. , :: ... HG10A $8T634 -9540-..4x Hfl720A.:..::. 1 114"ii3B". 8" 133$0 6x 1 1'/046":.::::.:: : 8^ :.... 5=1"` :: ' . 15305 6x NarE 5/8" A307 518" A307 7/8" A307 7/8" A307 718" A307 1" A307 1 114" A307 1 1/4" A307 STRAP. -TIE SCHEDULE OCT 23 2000 REV 1 1/28/00 No. STRAP / TIE NAILS / BOLTS QTY OF CAPACITY TYPE NAILS / BOLTS I LSTA18 10-d SINKERS 14 885. 2 ST6224 16-d SINKERS 28 2115 3 MST27 16d -SINKERS 30 2315 4 MST37 16d -SINKERS 42 3204 5 MST48 16d. -SINKERS 48 4460.- 6 MST60 16d -SINKERS 56 .:.7 MST72 16d -SINKERS 60 3480. 8. HST3 3/4" BOLTS 6 6195 6880' HST6 3/4" BOLTS 12 12485 MST172 10d X 1 1/2" 72 4415 -:.LOAD-.REDU.CED.TO'0'.84 OF THE RECORDED VALUES IN THE SIMPSON CATALOG -�----c0LLECTpR.:SCH'EDVLE COLLECTOR. CAPACITY . .2-x 4 2231 2 2 x 6 3506 -2.x 8. 4405 2 x:1:0, 5800 wo . .....:::{2).2.x�A '3125-- 2-2 x ), -.4900 (2) 2 z'8 '6160 48310 .(2)2.x.l:o C=10::.:: 2 X:12 11170 ":::9';1/2l- 1::: - JOIST - -.2150 3480. �'l -'JOIST'.. 5140 /4" LVL 91 6880' IT 1/Z`:LVL 7645. 14" . '3504 -JO iST :-:6052- a DESIGN AND NAIL VALUES FOR ANCHOR BOLA'S AND SILL MAILS SILL NAILING 6" O.C. 284 PLF NAIL SPACING CAP. PLF 16d.148 6" O.C. 240 PLF 16d.148 4" O.C. 360 PLF 16d .148 3" O.C. 484 PLF 16d .148 (2) ROWS 6" O.C. 480 PLF 16d.148 (2) ROWS 4" O.C. 720 PLF 16d A48 (2) ROWS 3" O.C. 968 PLF 20d .162 6" O.C. 284 PLF 20d .162 4" O.C. 426 PLF 20d'.162 3" O.C. 568 PLF. . 20d .162 (2) ROWS 6" O.C. 568 PLF.: 20d .162 (2) ROWS 4" O.C. 852 PLF 20d .162 (2) ROWS 3" O.C. 1136 PLF .. ABCHOR .BOLTS . _ 1/2 " B A 72"OC 140 PLF 48" .O:C. 206 PLF.; 42". O.C. 235 :PLF: 1/2" A.B. 36" O.C. 275 PLF . 1/2":A.B. 30" O.C. 330 PLF 1!2" A.B.24" O.G. 485 PLF ,1/2:' A:B:: 18" O.C. 646 PLF' 1/2" A.B.: 12" O.C. 970 PCF:..: 518". A.B. 48 O.C.:.. 5/8".A.B. 42" O.C.338.PLF :: 36" O.C. SOS PLF ...:: . 518"'AB 30"OC ::.::::::.::::.:.• .:5/8" i4:B:: :. 24":O.C.. 758 PLF /8„:AB.. 18” O.C.. ... 1.01 O PLF 5/8"AB 12"OC ILS -NA --;1.6d:.' --SINKER ::..: `P . SS OR NAlL. .. 148 -`93 x1:30::,':;::` NAILS:`20d SINKERS::OR: P -NAILS (:162) 109x1::3%.fVAIL'..<:`:.::.::.' ANCHOR -BOLT ...1/2". A..B. CAP 2x PLATE . 620x1.33= 825#:% A; -B. -: AN.CHOR:.BOLT °1./2". A'.B. CAP @ 3x PLATE 730x1:33=:970# / A.B: .:'ANCI=IOR BOLT S.8'.' i4:B. CAP. @-2x'-PLAT. .::. '.890x1:33=,1184#%.A:B°:. ... :. ICHOWBOLT._:51 s. A_B: CAP '6`3x.Pi_ATE .. ; .1:140x7.33:1516#:-/:`A:B •rslanrrw ..ung tipacing: roor' too o ch' : :::: ''' `:. tilish t?e�d Loa s thele :... . .........:....... 2. ,..:.: 4 :.::' • 3 :.:..: 5 7 8 RIgh4`,.Wal1 Interior Shea!:.r .. a :. W S cin' aI p.. : `26:- ... : '3ti ::;,. ` x•'12 :.':. �' 3.5::'. Roof BI` oek.Perim F laor > :Overall Ronlin 9: athing Sheathing' 1 0 1.5 A .Bd Framing 4. 4 2 k- ;':. Area Area 4Nall'. Width Framing 2 ng Int. Finish 609' 26. ' Snow • Other 2nd FI1Rf.::' '21:;:..: ...:.....: . 548. 26 108,5 13.5 6.�G 1st Fl. ;'>'::: 1;:' • e ling :•: ` - Roof: , . ` :.' R:. ' 348 Roof at 2nd.FI ' :82.5. Insulation 0 5 Exterior Wall ,.:... 2nd FURf:`','.:1?-:` ;' ' 2;:' ' R `:: .::' ; . ' ; ... 1 68. 312. TypOH Framing 1.5 Ext Finish 7 PPL to R Gyp. Bd. 2.8 Shear 1.5 R' : ""`R ` ..R 203 1.3 Cher 0.5 Framing 2 :2nd.FilRf.::;;7::`. ':; 2. R' R. R . 574 182: 26' HzProj _ 5.3 Insulation 0.5 1stFls'.' ::::... <::. 9 :; : ':1 : ' :.1` 1 1'< : ' - •T35 k hRe= Floor GYP. Bd. 2.2 2ndFVRf.'.21.5 R. R . R. R R R-.,--. 1838.3: .54.25 73.5 Flooring Sheaitirng 4 2 (ht .Finish per 1773.8 30 hRi= Framing 3.5 13.2 ' 'IQU Roof .:° , " 104.54 Insulation 0.5 R R R 177 313.07 Other 168 9 WlArea 10 Roof:..:'.:: We= 2r:a. Fuif": 2:. R . R 1110 1$ FLOOR HEIGHTS & 1l�IIVD AREA 94. : . 11 .. 8U •t tablish Floor to Floor and Roof Heights Qttr . Roof:'::` °`: R.' . 214.5..:..:.: W= .: ':.. 198 Roof Roof Pitch Heioht Floor Height astFl 640 X112 i rout : �::; : N:' L Flan vi1 bob 7 4.5 T. r. '':' cal Overhand.','::�� va5..: to > 14`018, ri. Y Roof..Rtrof Block Alea. 11 tB:. "Roof Area`. 1160 T 11 3 (lyssa -` :.:; ' ..... : '= 40 Z=: ' '`3`:'`: '. '' f k& ' 29.7 = J. 5.:..' ;`'tiRi::•66VIST ` uRe.':`.,684. ,. ......: ,5 1.: " ....: ; Overall Depth'of Roof. at 2nd. FP :: � ° yRi', 674 grid Ft Dhpih l Roof Block Aria'....:::533.5::,::; 310:a 346 5 ' . 1512 .'::: 378:. ,85.75::' .. ' : , . ` RooYArea .3072 ' FIt6 FI Hei ht 9 10 Floor Block Area:.: 9040".; . Ftoor'A�rea.. (Q40 . Perimeter;U4fall,:':'.'. •.. , .: W! Pe 1st Fl. � S i1 S1ati _ QveraqDepth..:':.•:.,.72'.;•....... ...::... ...........:...>.......... � Z,., ::•:;3.:'�.'... hBe: -1 f3.ti25'z:;':hlti=..'.:604:446: 2 ... 'iiRe;; =144; Aye ' Siif fo � Flt FI r. . 1st oa , - �' � � ' 'VYe- . �`'18 - :.�`� �,� ' 307.5:. -::vRi '?' 1978. Floor Block Area 1040., '... 404::".-: ;:. 2.,:: , , , . ::.:'.':::: 1 34 75.25 ..::...:.. :.. :'Floa'tir`ea' :?3959 ` t.Q�dgi3' �'.. e21.- : FrrnmeterWall: > . 81;, :. ,..:::,-.::'.:; : ?1:.: T>.:.;,...: 2f6- ::. ...:.....:.. ...:.:...: . Wl Penmeter,'' 3 :1 ,'.... Wind e.' dge .: F to 6 ::;:.•. L'to R . O reral Oe th... .....::..:. ....,.ti. A., ........ -;:..., ..:..... . :. >... ......, .. .: 005.:':.:x.: eanRoiif lit:';. ` " `. ...15:5 Runs2 Y•" :'..:; ;Y : . Z=cess oflWof -least honz..dim, or. 40°/0 of.hi :but nat less than:49'a of least hgrix::drm but aE least 3 '.: :. , : < :: ,.: ;; ... ..: ;'; : ; :;;:°z,; .: ' ' - :' ' Jufi':: ':l dihil�[19Jl.V.l7 •I lif L on slim:.. ':.. Syst, sum .:: : Sys1:;'' sum . 11 Sysf SF Lift Z sum 9 Sysk SW Ina: �''::: ..Lin' el . :. men : S nam C.(,�es ag appear to.sfiow posble quadrants (q :Remove ,... }..:, S " ``not used:: Move eqa and`add 12::.to derioie'm i' , uit p1e (m) sag's Iri a quadrant, Ie., N. Variables , l.:: I th.: HL h' hf irom . 1 :; B: Beaiin' Wall? = 8. es E%I: Est: 4.1n ... I? E=Eu1' l=Int. S: Stacked ve'' same row &m 8=ssel 2nd: ':: Seg :W�fVariables;. Seg: WPI,Variables;; ;Seg ...., L,Vanab(es;' Se8...yeaILVaiiables:° Seg....Wa11.:Varfables<:; Wall Variables S Wall Variables eg Wall Variables Level; r1&m Lg Hi:6 FJt &g m L ,tit -B.-1 G L,_ H1 a3 E ,. &m Cg Ht B E/I rn' .L ` ` Ht' B FJI;: 4&m Lg Nt B Eil &m l HI BEA > lg . Ht B E/t S g&m : Ht . B F11: S &m L ; : Ht t3 EA :S 3 6 E .. &m Lg, Ht B IJ{ v&g m La Ht 8 Eli S g8 m Lg Ht B FJI ...:....:........:.......... sum S t.. _YS........ sum ....: : 3...B` E -1.2' mum.:......:. S st.....':.:: Y. -:. •: sum�•...:.:S"st��:'•;•:, .:..Y;...::;.. sum'. .,$. S t Y, sum Sys1 'sum: Syst WaW trans to adj llne:. load trans:to adl Ime >; Ic�adarans to adi line,.,. load,trarrs.to adi;ltne;<: load;trans to add Ime':..: Lines`' ;.._.. load trap s to ad�.ltne ' h t load trans to adt Ime Sheaf: rnent:HelQh fio i� Died fo�?J1 tot:edge bloc#ced t�arieL 'Hllt_g'>.21im�1': ap ..un assemblies. From Front to sum 26 , Sys1. SW: sum ..26 Syst SW summa Syst sum --^ Syst sum ~ Syst. sum ^ Sysl: sum ^ Syst 'Seg 1st,', Seg.,Walvvinabtes �&m" Seg Wall Variables: Wall Variables: Seg Wall Variables Seo Wall Variables. Seg Wall Variables Seg Wall Variables ;° tevei, Lg:` 14 ®:EA. S ': t Ht B:Ell S'q&m. Lg Ht B ElfS q&m lg Ht B:EII.S q&m Lg Ht B Eli S q&m ja Ht B EJI u g&m Ht B Ell a : 3.:.. 9 . B'::: a . 12 9 B E S .._...... .:...:._._::._ .:.b;..-._3:.:;.:9,.D..:E::...::`.b:.:..::..., .,9.. ..... _ .._._ .. :................_........ - .....c... c 3.:.9 :B .Ec . 11 9 B t S: :c- g c., :..' 9..:' 7 9 6 E c 9 c 6 9 6 E 9d: 9 d.., 9 ... d 9 d 9 d 3 9 6 E a9: a 9.:.. e 9 e 9 x,.21 9 BE f. g f 3.5 9'B E:: f-1 4 9 BE — g __ 9. f-2 .. 4 9 6 E ' 3oftwa�e'.; Ht. BEA sum Syst Seg Wall Variables g&m _g_Lt B Ell d 6 9 B E. sum' ..9:; .Syst; SF: sum 44, Syst SW : slim:.. ':.. Syst, sum .:: : Sys1:;'' sum . 11 Sysf SF sum 8 Syst SF sum 9 Sysk SW sum 6 Syst SW SF , load trans to adi line :. I trans to adj 11ne.' Base. Seg: WaII:Variatiles.. Seg:, Mill Variables. 'Se .Wail Variables: 9 , . , ,,. ... S ..WaILVari l ' >:. eg. ab.es....Seg Wall Variables c Seg Wall Variables Seg Wall Variables Seg Wall Variables q&m^L At . FA -S q&rn > lg . Ht B E/t S g&m : Ht . B F11: S &m L ; : Ht t3 EA :S A� : � Ht'' 13 E/I S &m Lg, Ht B IJ{ v&g m La Ht 8 Eli S g8 m Lg Ht B FJI ...:....:........:.......... sum S t.. _YS........ sum ....: , Syst mum.:......:. S st.....':.:: Y. -:. •: sum�•...:.:S"st��:'•;•:, .:..Y;...::;.. sum'. .,$. S t Y, sum Sys1 'sum: Syst sum Syst: trans to adj llne:. load trans:to adl Ime >; Ic�adarans to adi line,.,. load,trarrs.to adi;ltne;<: load;trans to add Ime':..: load trans 6 ad' line: ' I ;.._.. load trap s to ad�.ltne ' h t load trans to adt Ime Sheaf: rnent:HelQh fio i� Died fo�?J1 tot:edge bloc#ced t�arieL 'Hllt_g'>.21im�1': ap ...... aars ii exc�deii: See'Co e:Cfi.l6 for Ht1Lg limits-for:other assemblies. Sheas'.VIia61-.Se lentsD�ta Ltlraes A -M;.::.;.•. ;::.:..,.:'.:>...'':.:..:: Pa` E4 ....:......: 9. :`six +11`dC .: 4,1995: A �� a� f®�it>�i s. is �d :.......:........ All • ts�fts g. s Lateral Load Ana sis &• `.: hl ....,....:...........:.......:.:..... A .. ..:........ ,. P.. >: ;lodi.:;:=Co an-AR14 : : :. 3LtJG::1;...,:,,: : :.:..::::.:::.:....:: : L :'.: <:':: a 1Nainer'A .. ........ Q Constnuc#lon D' i es ro So r ...... ,..:'.:... Erne Ltn$ .........:. L e..Ci.::;, Lln ®.- Line`E' Lin�.F: �: ;..: ' Line G Lint H'.:.' • '�:.. ... ....:...........:............. ,:•.: Sagmeni. (Seg) nemes'I 7;appear to show possrbfe quadrants' q)::ReirioY� Segs ridt.iisetl;'.Move:and .'. add a;t "A denote mu le m ' -s in`a Vanabies•.°:1 .10. ;Ht:'S fi' ht f' '"'� 8'8ean: Wall?:= & s ° : Flit of Irit:.Wall? ='E=>=zt 1=1 t`::S: Stacked Se `abov sa rowt & & L 2ttd.,':': Seg ,WaII.VarZatte§' :Seg`° Wall: Variables:::Seg;;WaII Variables; : WaiPUariables' 9 ,.. S" ;' Wall .Variables.` 69 S NalLVaria eg. 1. .. blas:. Seg Wall Variables Seg Wall Variables art°'L� Nt:B El' 8m Ht B E/l ` 'cl&►n Lg:': tit B EA.. .,. g&m La�Fft B Ell::. ... .. .. ... ...... ' &m"' Hi B. EI1. . 4&m !g_Ht BEA . q&m Lq Ht B Ell g&m L� Ht B EJI 1;a. >::7.:.3•: B E:�` `:::1',:.`. >:�''.3 •:!.:�-''<'..3 �::. ; . .d ,:: 26' .3' B�''E>:; , -b' :7' `3' B : E:;''' wall Lines. .. . .Klin• Frani _ to' :.:.. `swm 'i4`..Sys1-,SW suni::. .Syst : sum:` Syst. sum�26.. Syst $W 'sumSyst sum Syst sumR st SY sum r 5 s y t Ioadtrans 6ad'Iine.:. Ioad.trans.t0:ad'line. Seg Wall Variables c` Seg` . UYatl Variables Seg .Wall Variables Seg Wall Variables' Sege 'Wall Variables S� Wall Variables Seg Wall Variables Seg Wall Variables Level" m .lg Ht B EII. S q&m ' Ht 6 Ell'S c�&m:.LA Ht REIt S in Ht B.Eit _&q tn Lg Ht B Ell S q&m Lg Ht B Eal S &m Lg�HI BEA S &m lg tit B EA S i.=a.' 10 . 9 B E`S ; :1'. ': 9. S 1 9 S 9 9 1=Ii 10 9 B E:.: S .:2. g 2.::' 9 2. 9' 2 9 3 3:5 9 B E 2 3 9 6 E 18.'9.6:.1 3 9.'.: 3 9 4 3.5 98E 3 3 9 B E 4 10.. 9 B �.; '4.:: 9;,: 4 9. 4' 9 5•a 4 9 6 E 5 9. 5.: 5.. '; ... 9: .5 '5 9 . .: :`5 , . 9 5-b 4 9 B E 5 9 5 .9 6 9::: 6 9 5-c 4 9 8 E 7 7 6 4.-9 BE sairrr'`20. Syst:` SW surn 10; Syst SW., slim: -.1.8. .Syst SW. _9. sum Sys1. `;:' _9 sum - Syst, - sum .23 Syst SW _ sum 6 Syst SW sum ^ S st Y Ioad trans to adj line.:. load trans td adj line load trans an to adi line' :..,:., :Wa11 VMabWte ..... _ ..:......::. S . WO Yariables`:' :e9 ::...:.. • '::.Wall , . •... Se9 : WaIl Vadtbles':; e9 b -. S ` Wall Varia fes:= Seg .Wail Variables' . Seg Wall Variables Seg Wall Vadables Seg Wall Variables Level :; q8�n Ht' B ElI S q&m L : Ht. B ElI: S y&m , lO Hl B E/l S '&m: Ht B Elf $ q&mom. Lg . Wt ° B. FA'S &m Lg Nt B Ell S &m Ht B Eli S . &m _ Lq 'Ht B Ell's sa m S Y.... , ... sum:: , �--':'.:S st .......,.. , Y. .:.:... ,. �. sum......,.S t.-....... YS. . „ '. ..:..; :.; � sum......S st . Y �, '. uRl:'r:::.:... s S`st`'="' Y sum `y S:rSt Y. sum-.. 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Vadj line4 or 6 1.91 Vadj line 6 or 7 Vadj line 6 or 8 Vadj line 7 i='..;:: 'V above:° 2.93 r= .: V above 2.93 . r- . ' . V above r..::;' r-- ' : V above :. '.: r'::: V abase r- V above r-- V above r= V above 0.07.. . ist tev. V 2.75 0.07. :.:1.St lev V 4.15. 1st.lev V..2:23 :- 1st tev V 1.73 0.12-'.:-,.-Ut ley V 4.91 0.09 1st tev V 4.99 0.05 1st le'v V 1.22 0.01 1st lev V 0.24 s: $urri•V. 5:68 s :..: `: aumV` 9.14 . s: Sum V.::::':: , :" s :..:: Sum'V.' ` .. s ` :`<'' Siim V 6.82 s Sum V 4.99 s Sum V 1.22 w Sum V 0.24 SAO :` %SNV:'. ;;:13.1,:::12..°1°SlW. ,::19.5 .17.1 .°(°SM :.` 9,9';:$:22, ;9bSM1;.'. '7.54 9.22 :%'SIWw .,'.::21.7. 21;7 %S/W . 22.1 22,1. %SM 5.27 7:14 %SSIWW 0.95 1,.61 Leiiel .° Seg 'W�i:::RM OTM Seg W1ft' RM: 07M .Seg Wit:.RM 'OTM Wfft 'RM. OTNS:Se . W/ft. RM OTM S ,_Wlft RM 07M WIfl 6W OTM S� WJfl RM OTM Wind _ - 5,509.: 2- r max:` V ,1 rRe 1 or 3: :;.:. Vadllrne.2 6r4,..': ie ors ::: i ::;':.Vadj lirie:4: a.6 ;.:' :'.. Vad line or l`. Vad tine 6 or 8 Vad' [iris 1t`abdve' 914 r 'wabove-'%:.. ,r ..:. ;..: V ,V. bo ��. a �: ve :6.82' r� ...�: V�a6o4i;. 4.99 - r�. V above 1.22. - r` Vabave, Q.24 :` • :::.:...:::::. .........:: 13snri:'V..U.66....:..:.:., . t..:. b. ..> :' ::. `'; 8smtaA: 0.51 Bsmt V 0:51::;:.:'1;19.1.22 _ t3sni 9 ' um.V..°:...um : w ..,:; :'SumW:... ....� vu::..::;:::S uiii V ;''` � ` vi`.'�':;.:. Sum:V. w. ;��Sum V;'' . ° w `Silsn V w ` Archform` : L" td. Lateral Load An&' ! r*ls & Gonstructiori Design Software ..a Lime H SUMV= )r V Uadi+Vabv+ -V SMI t RM OTMI Sea WM RM OTM Latera.`:Load:Diaiributiorro°.1.. �oertu><nln4,li1eRt Page 6 o ..: `: a ®.1985; 1VJ pa ke . Vadl the AorC. 2nd level V 2.51 s. .. Sum V:.:. % SM 12.5 22.9 She Wfft RM oTM AlI Rights Reserved Date Jai 3 : Finn:':::. 'AEC.Giriup Vadi line DorF 2nd level V .. Sum Y % SM 24.5 17 Wit RM OTM Job...: °: ///••.(((///���QQQ B '. :: Lar .Vila€rtier'AIA' CS! x.43 e % Se Lateral L�ne'A;.: ` :.. . Lme:, LPne::.:._ . '.. LmeaD °:...:" Lind F 'Line G Force.: Segs °-- Wnd'k ►Nlft- . if'w°; snovr RM if'Vil':67:, s`.85 ..: 0TM= . ff $rk Vnet'fit Vadj= V= 3 166 0.86 10.6 Qistrib: trio fl'AlSurn flA ;.::.;. tri iv1 Sum wlA`'.':;:. Suirr 1ev w`t '13.a<ea'.`' `.Wtlfl'C "212k :: .. Su V'Ht'L :.:; SuinV from ad' In Ln°,6`.V 4 166 0.86 10,6 SIWr.":; 26:3:;26;3 `%SIW ? 41.3::41:3 :% SIW'. ' 23.6. 23.8 % SM -::: 875 ' 8:75 %'S!W : :`' •% SM! %SMITMR 5•a 166 1.13 12.1 .RM OTM :Seg m. RAA. OTM S V` : `RM OTM Seg West RAS OTM Se W!ft R(M OiM S ff,,c a 237':4,94 4.5ti 5•b 166 1.13 12.1 1::105 23.8 8.24 b 237.494 4:56 5•c 166 1.13 12.1 (rmax. 6 166 1.13 12.1 r=V wall .. Vadj line Aor.0 Vad line BorD 8.2 . Vadj tine CorE Vadj line DorF Vadj line EorG 7.01 Vadj line Fares 0.57 't011dv r . above.'3.04 'r V above,.. r--. `... V above r= V above 394 r V above r- V above r- V above r- 11 level :; 0.08: 1st W V' 1'.44 0.10 1st lev.:V;2:71 0,23 1stlev V 3:26 1st lev V 6.85` 1st WV V 5.32 0.12 1st lev V 0.73 0.08 1st lev V 0.83 Frame s ..:. SumV 4.48. s .:. Suni t!. 2:71 , .s Sum V. s Sung Y s Sum Y 7.74 s Sum V 1.4 s SIW..° '%- G:9..14;6 %-sfw ' 12.5.22.9 % SM 14.9 13:2 :.�° SMd:` 31.7 19:8 'Se Archform` : L" td. Lateral Load An&' ! r*ls & Gonstructiori Design Software ..a Lime H SUMV= )r V Uadi+Vabv+ -V SMI t RM OTMI Sea WM RM OTM Vadi line G 2nd level V 3.82 OTM Vadj line G V above 1 lev V 0.7 5 V 2.5 W!ft RM Vad' li " � me G . V above Bsmt V 014 V frame! V level A. 1st Levek:' Vad, Ilne B :1.44 2nd level Vlft 1.6 S . Sum V 3.04.. % SIW ::: 6:64 14.6 Seg. Wif kf- OTM Vadl the AorC. 2nd level V 2.51 s. .. Sum V:.:. % SM 12.5 22.9 She Wfft RM oTM Vadj Iine Borl) 2nd levet V 1.44 s Sum Vs % SM 15 13.2 Seg It RM OTM Vada Ime CorE 2.5.1 2rid level V 0.53 .. Slim V 3.04 % SM 31.5 19.8 Seg' WJft RM OTM Vadi line DorF 2nd level V .. Sum Y % SM 24.5 17 Wit RM OTM Vadj line EorG 2nd level V Sum V % SMt 3.37 3.47 Sea Wfft RM OTM Vadi line ForH 2nd le of V Sum V °!o SM 3.82 5.21 S W/ft RM OTM % Se Seismic '1•a 461` :15.4 .23.9 .S 21,711 't b :461 15.4' 23.9 3 166 0.86 10.6 2 189 0.72 6.28 3 331 45.6 103 4 166 0.86 10,6 3 189 0.72 6.28 4 594 25:2 24.4 5•a 166 1.13 12.1 5•b 166 1.13 12.1 5•c 166 1.13 12.1 (rmax. 6 166 1.13 12.1 .•..' Vadj Gne B .. , Vadj line Aor.0 Vad line BorD 8.2 . Vadj tine CorE Vadj line DorF Vadj line EorG 7.01 Vadj line Fares 0.57 r . above.'3.04 'r V above,.. r--. `... V above r= V above 394 r V above r- V above r- V above r- 0.08: 1st W V' 1'.44 0.10 1st lev.:V;2:71 0,23 1stlev V 3:26 1st lev V 6.85` 1st WV V 5.32 0.12 1st lev V 0.73 0.08 1st lev V 0.83 s ..:. SumV 4.48. s .:. Suni t!. 2:71 ; s ...: Sum V.11:5 .s Sum V. s Sung Y s Sum Y 7.74 s Sum V 1.4 s SIW..° '%- G:9..14;6 %-sfw ' 12.5.22.9 % SM 14.9 13:2 :.�° SMd:` 31.7 19:8 'Se 96 SNV 24.5: 17 °'° SM 3.31 3.47 % SJU1r 3.69 5.21 Level: i. Sfsg°'W!h : RM OTM S Wlf4 RM:.OTM Wfft RM OTlvf A 'RM OTM Wlh. POA.. oTM S WM RM OTM Seg Wfft RM OTM Se .'Wind.: -- - 3� �- .': ; :; �: Vad' line .°: ,:. ..1 .::.:::.. :...: I A .... j .., ...,. , Vadj,line Vadj. line CorE .....'=..' Vetl line OgrF., ::, Vadi lin E I. adj IiV ,;• Yatiove:. A:48 ....: :.r ....:: Y aboye.:.2:71.:: .....:...:..::..:..:. t=::; : V.above: 1i.b ` i=: ':': Valiove:. ...: .:....: . q. r= :::::` V aboue: r= V above:.7:F!l ` r above 1.4 r= 13smt:V .0.84 . ......., ...: ... Bsmt V 0.46: , , ; Bsint Y 0.72: Bsmf V' 0.62 . 13srrml V 0 . :., W" .....Sum'V..:..::.:..:yr.:.....SumV:.:;..:::Vi:,::,::. u V::.':,'::;w:,'::`':SumV'::. w:...::Sprti.11;...:' W Sum V.:':,': .i w. SumY w. Vadi line G 2nd level V 3.82 OTM Vadj line G V above 1 lev V 0.7 5 V 2.5 W!ft RM Vad' li " � me G . V above Bsmt V 014 Archfo'irms-', Late iA*Ladd AnAksi:s-& Contrucildn Desi 'n$ re: Line 7 9 oftwg inn ne HID HID Se U tiff T Seg Uplift. J* Shear(plQ Shear(pIQ Wall Type Wall Toe c 550 A HI: d 887 A Hi I d 50 A NA Shear(plj 136 Shear(plf) 39 Wall Typed 6I Wall Type A 6 A @ Rf I & Ext WI NA * 6 r ear(pit): riAqplfj WWII` N -wall TjOe W A% I YPO.. :9!.§ 4�. d:' ed al.Base Level.. 4 M names A LeVeb139%of actul 0 Is Sh" 0 "Or's W--R666:fi*-. selectedail Mi hi 'mum require .77 j: Sar wn, Ui W" e M uW 463 200Z�� M M. 'AEC,. A s:Ad�oev ght J615 fz Lhi Ine V 1643 neb e ROt t (F;.M .. .. . . 1 . pq " H Id Do" in AQ IF M A&i�� ato see wai, 62'W Frame Size D HD: HO' HID p .,'Typi e g ype T 12 V. • Run:.: front S, 113, hear( h shin fl Shear(pit) I Type A Wall. :r A V, ft'l I 4�ge Wall 'Wall Type IRW Uplift fi�dm'Sldq t Side reslstedl by Left and Rght Ext -Walls LIM ift (PM W 2.0 Ext VVI -38 UP111 lot HO' HC: HID HO' Err& W Lg<$F HID HD ug, lift::.::pSeg: uplift, T,'Y',p*e Uplift TYI)e:!�% a Seg UpliftUplift Seg TypE 4 SF: 4 4198:A..'. SF c c 4.175 SF f f 5wo SF M 4,644 A SF I t, S iii, ai (pl 0 Shear(Olf) 3408 f-2 4,644 A SIF Shear She A 2496 YOU:- CTYpe--&'5W Wall TO* e A IT YP's Wall T yp A: Wall Type A 3W N (PIQ R!..!@EA ,of Uplift IJP.Skie.t6sitted by Left fight EA Walls Uplift w -45 Uplift sfHold�ownfift fun ci"�"1(6,th:Waf iit'_6-bqqbmwus- NM throe id1166 F; a ... ... A Fookiddob If hd Sam size dfor HoI&Down Base:sm! Level':;.?', ::$eg:: NO HD-'; _P a W., .:Seq: HD -lift. Ho Liplift �.i:. Type Ho T Archfo'irms-', Late iA*Ladd AnAksi:s-& Contrucildn Desi 'n$ re: Line 7 9 oftwg inn ne HID HID Se U tiff T Seg Uplift. J* Shear(plQ Shear(pIQ Wall Type Wall Toe c 550 A HI: d 887 A Hi I d 50 A NA Shear(plj 136 Shear(plf) 39 Wall Typed 6I Wall Type A 6 A @ Rf I & Ext WI NA * 6 r ear(pit): riAqplfj WWII` N -wall TjOe W A% I YPO.. :9!.§ 4�. d:' ed al.Base Level.. 4 M names A LeVeb139%of actul 0 Is Sh" 0 "Or's W--R666:fi*-. selectedail Mi hi 'mum require .77 j: C+ R �• ,.. , nor nv nu r1U 11U fiU Level.: Seg:. Uplift T e $e Uplift T Seg Uplift Type Se Uplift Typ®SOV U IIR Te .S Uplift Type S U lift , Type Se U aft Tu 1-a 85S' A We 1'-b 856 d H1a 3 2,783 A H5 2 1,854 A H2 3 3,198 A. HS 4 2,783 A H5 3 104 A H2 4 5•a 2,748 A H2 5-b 2,748 A H2 5-c 2,748 A H2. 6 2,748 A H2: Shear(plf) X24 Sheat{pit} 271 Stiear{Qfj 637 Shear{plf) Shear{ptf)� Shear(plf) 337 Shear(plf) 233 Shear(pit) Wall Type d' 6.. 1Nali.T e A 4 Wall Type y► 2 Wald Type wail T wall T e A 4 wall T A 6 Wall TWO Roof Uplift iron Front to Back resisted by Front and Back Ext,'Wafls Lwift(plf) Rf 1 @ Ext WI' 53 Uplift Detail @ Rf 1 S ``• � Id-Dowris.mum run continuous down ihrou the Wall below to tfie Foundation. If na WaQ below; tie to Beams; sized for Hold lkt*at Point Loads. f3ase, :. HD HD HD . HD WD. HD Level` . seg : Uplift $ Se U Ilft T� S :: U alit'. T S ' lJ�tift.�._ Ty S U lift 7 ' Se U�frft T e Seg U Ilfl Sheaf .� :5'..e;::. , (P fl..s..... hear':;'I Shrgar' �.. Shear I s .ea:. ,h....�(Plf}: Stt$ar{ptf WallT e:.::;'::;::'<'..-.':Wall;T.... ;.:Mail:T WaIIT'e'.::.:.•, WafI:T e': ll.T VlIaIIT. Shear. Liriear'Foot' Shear Sum of Sheer;at.that Lilies Level &n VI Number ofSltear Fraines'at' t ane. & letiel.:139% of actual load used all :.. (...:..:V:..:.. UM , ,...,. . Mfiifmum r utrecl:Shear'wai Construction:or Sfiear Frame fdr,.Wall Type Svmi�f is.setecfed frorn Shear wall Sciiei�ife ori Pede 9: R� �iwl�llU�as qC s!®iAi+Yi�m�, Oj���Ojj,A,p, Shea` f Wall T Sfiear'Wall and Hold Down. k 'Wrem66-.- ax, 01995 ©sss All Might Reserveii ` 1�t'�hfc�x�ms Ltd. Lateral Load Ana sis ly �, Date; Jan 3.22: Firm•'AEG`Gro ' i@i....: JofS:.::: Lo airA©1: Ey-r�Wamer'AIA CSI Co.rr nstiuc�tiorr Q�si n Softwaue Line`A ::.:::. t,�ne 016D. <.. : . Line E :. Line F Line G Dove H lift = Orrert4 ng " Moment`(OTM} -Resisting R9oment (RM) t Segment Length. (Seg Lg)....: `' M Id Dano HD e In' " ted intio $hear FYames A4 At>ienriation Showri.at each r d Frarne "see VNall T for Frrtb Size HD HD.. :'`''H0: ..: HD °,:. HD HD. D Leder Seg. U�dt�.. S�Upiift T : Seg:' Uplift.. Type Se Uplift Typa "Se Uplift: T "e' S Uplift Tyke S Uplift T Seg Uplift T e ., Ones,:,.. Run ... . Side .. to:. Shear{plf) , ' 217 Sheat(plQ Shear{plf) Shear{pll) 117 Shear(plQ Shear(p[Q Shear(plo Shear(pif) Side: Wall Type p 6':: Will T e Wali T Wa11 Type 6 Wall Type Wall Tree lNalle Wall Type Roof Uplift from Front to Back: resisted by Front and Back Ekt: Walls Uplift Rf_2 Ext WI :38 Uplift Detail A Rf 2 & Fart WI NA �• ,.. , nor nv nu r1U 11U fiU Level.: Seg:. Uplift T e $e Uplift T Seg Uplift Type Se Uplift Typ®SOV U IIR Te .S Uplift Type S U lift , Type Se U aft Tu 1-a 85S' A We 1'-b 856 d H1a 3 2,783 A H5 2 1,854 A H2 3 3,198 A. HS 4 2,783 A H5 3 104 A H2 4 5•a 2,748 A H2 5-b 2,748 A H2 5-c 2,748 A H2. 6 2,748 A H2: Shear(plf) X24 Sheat{pit} 271 Stiear{Qfj 637 Shear{plf) Shear{ptf)� Shear(plf) 337 Shear(plf) 233 Shear(pit) Wall Type d' 6.. 1Nali.T e A 4 Wall Type y► 2 Wald Type wail T wall T e A 4 wall T A 6 Wall TWO Roof Uplift iron Front to Back resisted by Front and Back Ext,'Wafls Lwift(plf) Rf 1 @ Ext WI' 53 Uplift Detail @ Rf 1 S ``• � Id-Dowris.mum run continuous down ihrou the Wall below to tfie Foundation. If na WaQ below; tie to Beams; sized for Hold lkt*at Point Loads. f3ase, :. HD HD HD . HD WD. HD Level` . seg : Uplift $ Se U Ilft T� S :: U alit'. T S ' lJ�tift.�._ Ty S U lift 7 ' Se U�frft T e Seg U Ilfl Sheaf .� :5'..e;::. , (P fl..s..... hear':;'I Shrgar' �.. Shear I s .ea:. ,h....�(Plf}: Stt$ar{ptf WallT e:.::;'::;::'<'..-.':Wall;T.... ;.:Mail:T WaIIT'e'.::.:.•, WafI:T e': ll.T VlIaIIT. Shear. Liriear'Foot' Shear Sum of Sheer;at.that Lilies Level &n VI Number ofSltear Fraines'at' t ane. & letiel.:139% of actual load used all :.. (...:..:V:..:.. UM , ,...,. . Mfiifmum r utrecl:Shear'wai Construction:or Sfiear Frame fdr,.Wall Type Svmi�f is.setecfed frorn Shear wall Sciiei�ife ori Pede 9: R� �iwl�llU�as qC s!®iAi+Yi�m�, Oj���Ojj,A,p, Shea` f Wall T 7 „ Sfiear:�IVlali:..... D . P: i:, at�C�.OiI� QWE1 SCh�cluies a 0; :. . .., X1995 u�ke:'...;: �l►rchf�rms All:RI ,. g . Lateral Load Ana6yaW &, .Construction Design Software :.......... Firivr:.'' AE...: • .r.:.. , C;G. ot) :..:.',• �:.;` J L AR 43 LOG.=.1 :.:::>:::;:.:;;: •:::::;:: B .'::' ::.: La ...Warmer AIA RY... , ... r•��m�smnrrr,r DI �� AP RAGl�, N F�TB O 0 Rf1Fl Fram�n NI" ..::.:.:.. :....:.,. . 0::":at, '..:.;:.'Rf1Fi Dl�phragita '.':.::. ; ; Fasteitec� ;:: }: :' AND nIAPHRAGN� SCHEDULE :. ..:. , :'..:: '::::.:.:':. ".: X' DF:ar So Pine` X Alf Unbikicked , Bd Com Only ... ... '::: He, Fir:: Rf lJnBlk; FI Blk X < :: ad 1 Fl::.: ,Q@ Other.:'::. '' ' Block Ai E I dges: 1f?d'Corn`OnIY':::: ". ':., :. >..:>.:::her ..COLL19&ORIT`I,E :Cdlle�ctotlfte Tie, Rod Tie T e; Force. Coi'if.Jolstor $1111,61)Was €4 ga Staple :;' `::::: :. To Ciislomlie; Oveiwrit6$chedule'or SeeApz.:C.:' Other. `. ":: ' .'.:: :. . ' , ; ' ` b`}jmti'ol:: .. ',' hbs): Soligt.Btockfng or Cont Dia. Dia. HD :: .',: ". lessof C&% rto' rain: ' ` 425ist 20ksi 625 Note 1,2,6 Nobe 2,34 Note 4 Note 5 Note 7 We..06116 tor/Tie as 'd symbol or an bel lac p&' Y Y ow `NA 300. , v. STRONG,WALL (SF)`SC1 EDULE lci3o`rJo: ,:: `e cG: 2;231c4 MST27 Prame Model Nurnbers,.anifalrtlt Shear.Cap cfties {lila) ::. Height' 7 ft ' : 8 ff. :.' .. ; < 9 Pt :: 10 4t NACA.. `.e.. .L'lli:::, .`? ... : ; :.'.::::..:, : `':.'.. ... ': 4 C2 3,506.. .: N6 MST31 314' 1.79 2-HD5A G3 4,405 2x8 MST48 718' 2.24 2-HD6A a C4. ` . 5,800 .Wo -MST60 .718' 2.96 •2. HD8A e. 06,440 2x12 2- MST31 718' 3.28 2- HD8A a C 8,310 -2-'?.x10 HSTS 718' 4.23 HD10A A'CT' ti,17o 2- 2X10 HSTS 718` 5.69 2- PHDS a C8 17,691 3.2x10 718' 9.01 2. HD10A ? . .. Q':1.3..:107 3,420.:.. `. ' .. 4,A i..8-- 22x7: '4„820 2:0. : 24x8. 1,610 24x9. 1,5852x1 30. 2,as4 A 2.7. 32k 2,875 32xg: 2,t3o0.' ' 32210 2,460 A. 4.0::.:.. 413x8 4,545 48x9 4,370 48210 4,095 ? : ?•' ? 4 I Mfg: By Sirrpsor . Strong T'ie Co. 800;999-5099 2. Fnllovr Mfg'.*oterafure iiir'aiI HD: anchdr &other. installalto” req`ts 3 Fiovlde rpp.,4z4 post orUPirl'undeffree ends of irames'if not stacked - 4 AII,Stiong=Wail`listed are 3.1/'2' thick; see Mfg. data for 5112'units ..: ,. : , ; 1 Provide Cont. Rim JoistlRafter or Solid Blocking at all Shear Wall Grid Lines 2 A pt*`dy.sized continuous Rafter or Joist can act as both Collector and Tie 3 Between Blocks or breaks in.RafterslJoists provide straps to maintain Tie continuity 4 Run frit-thread Rod thru Rt11Jst; Igth=l.oad7Shear(00, secure ends w/ Washer or HD 5. Provide Washer w/ Dia. (inches) at eAd of blocked Rff/Jst .bays, Mal, iron or 114' St. - 6.Cainact:ContiriuousCollector/fie to`shazir wall as required by Wall Schedule .� , ROOFIEXT'WALL'UPLIFT SCHEDULE :..:,,.. 7' 1164:'kto Shear Wall andlor kNis"t:. Mfg: by Simpson Strong-Tie Cat C-99 .......... ` `' ;Roof:: ; : Sis;qar Dlaphragm . Edge Floor Shear Diaph. W ii`r m Load iMa 'fl l' ap,.�... tea Nail Diaphragm Load Material S''" fx►D:: _ I Note f2,4 : Note 3 S bol I Note 1,2,4 1NatI:;tJpfiR c ' ' ,::::;: StW to Plate ..; >: Plate to Rafter, . Stud to Rafter ` : . :::.,,••..:..:..:........:;.�;..•.,,.'.�,....,:...' e.% at 16 oG.: ..° .:at 24 oc ., . at.16:'; 16: oc::' . 54 ............ :c1 T.`<. .. P Nallirr`or H2'• .:.:. `:H ,; ::,::,::.:,Q...;:.'.':'.:.::. ... . .:.:..z..,:....:,:,:: ;.: • ' .:'': '.. A3S... : ;. , ..: H4 H2 e.Y94:.:. .:'S.P1'i:`.;..;' :..::H10: a.H1;: ° H2': :... Ll'S1U:. ... .....:. ........:. H10.. H Y:.:.1174.:<.;.:::::.:.-:;:::,.:..,:::;::-:.:'::,;.:' •:';=:' ;.:.; ; .... ,. �; :....'..: ,.::, ... ;,..,.,..:.:'..-..::::...:; ::.. . .....:....: F1'A2 ; : • : .. .:: Z ,....2560...,:..:::; > ............ ) ;:.: .........:... :.::. , ..� ..... . ....... . ..... .......... ... .. ..... ........ .. .� .....:,::.;.<.:......:............. Anchors,and Ch as C>M _b Si ti ...:. As . 9,..Y... mpsor) Stro Tie.Co.Cat:G89 :............: :: ...... .. $rf"Nair.' Od i Nal R h ":. a:it6,?`:::: i80.. 112. Ply :. 6 e F6 215 314 Ply e`RAl 1i2"Ply 4" d F4 314" Ply a?113':. /2° P 12 A F'3 C P `:; .'::... �.:.;':`. �r2. .lye; ..:: �:`:;: �::: �. 2 n F2 314P Ply . , tsStiealhing Floor 314.t;t)-AC:PIyIOSEr Roos CD or CC Pi7OSB Unblocked n ��� 3 z'req'.d.�,if i0d 'peju'rrfoe than1;5J6' or nails 's `aced less thm3'oc �. Fastiiriers Bd�:Com.: ;.R10i1'Caii.= �F ,..:..:... @loci•(no sirikers)field::12@Rf,14 Fl 'r4 Conllnuous Rirn:R" atlei/Jo(si`re+oofi�niierided at perimeter of unblocked diaptirag ms kchfor s Ltd. Lateral Loard Analysis. l.n Shear(plf) Cfr Fl it 170 NA ear(p1q 11 Diaph A R6 :....::..: 1:: Lrne` .. :iii `3::, '` :' :: `' ` D'n Line 7 . L 2 °:::;.> �. a Line: t' l ne r 6. i i i i �� o :.;. FI,Di' fti.: `A F6:..':.: Ski C/T Load (back)= ntax::.load.00� the ColtectO.-PO'. ef*en I.hrs and Seg a5 .ve.:: -fr. Type:- criiri :adegUate CiilectbrMi. Seg beg' --Wt Seg begins front of Quad 1~I b h :::.:: . :. front = CfT.load'at from side`of. {tie front mosGS ment :Shear- the aver` Dia' ' n Shear akm the a Vrie;tiIF'.Ga ' agars correct t i CIT disconlinui 2hd CIT LW S69 FI Dt� st <:: Cflf>a Load CIT :.. W-16atl Clf >.:::::. ' CIT Load CfT >. hoof;: sagback :T balk T pe: kk Seg: Haack 79 0.0. tieg S�ack.:T e Seg` back Type _tieg Seg back TWO S back Tie t Floor° f. Sem` tiadc. Type::. Se back Tyke' Seg back Type ` flack Type _ :.. 6e Sed "back Tygfe be S' back Type'bqg§±q 6 750 9C8; : ;.b`,:750`A'C1 Wall c $76 N c,:2 76.:::: NA . Lkfront:;.,.....:.....:n Lines Rqn „> ; Pont •From_ ,.... p.fl.... Shea (::,..,;- rip f(. Shea' KPS) °s::;: Sfi..: ear `I ,.{Ip Q::: Fiont Shear I {p �.:: . Shea ..:....... F i 'to:.: front'::::.. front :::.:: , front front ` frdnf .:. front front f=t..i� D Back_.` - iear(ptf}: Sliear(p1ij:. 73.. Shear(pff) Sf4ea4plfj Sheai(pfi) Sheaa(p1f) _ Shear(pff) ::-73' Rf Di' 'h .: D R6'.. , : Rf Dra h::: .. Rf Dia h Rf Dl h Rf Dia h Rf:,: GTaoad CR:. , S CIT. Load C!T' . S CIT. Load CPf '. S CfT LoW CIT S" CI[ Load CIT S CIT'Load C1T S CR Load CR ; S back T e. Seg 'back Type Seg back Type be S.. back TY S beg ack T}r�e. Seg tack Type be Se back Type I a.1.4fi7 A C1 . c .899. A C1 C. 2043 e. C1 C c d 558 A C1 f 4097.A C3: : If. 2185 A C1 f-1 4030 A C3 f•2 2047 A C1 lit:: 560--A C1 .. front'2611 A. C2_:: • front. :front.. front .699 A C1.. front 256 NA front 795 A. C1 St�ear(plf) ::.142 Stiear(pf1) > :137.: ,: Shear(plf} wiii (plfj . Shear(pIQ . 175. G Sheatlplf) 12f3 Shear(pffj 43 '" Ri Dlaph: A R6:. Rf Dfaph A R6 Rf.Dla'ph:Diaph:. Rt' Diaph e. R6: Rf D18 h A R8:. Rf Diaph A. R6 l.n Shear(plf) Cfr Fl it 170 NA ear(p1q 11 Diaph A R6 IDIa h::': A' F6:� .;'.; FI,Di' fti.: `A F6:..':.: fl lnl h'. >:.': ;:;':::::: ` 1~I b h :::.:: FI:Dia h:` . A F6 FI Dra h A F6 FI Dt� st <:: Cflf>a Load CIT :.. W-16atl Clf >.:::::. ' CIT Load CfT >. CIL Load CtT` :.: S` CR Load CIT. S CfT load CfT:: . Se C1 L Floor° f. Sem` tiadc. Type::. Se back Tyke' Seg back Type ` flack Type _ :.. 6e Sed "back Tygfe be S' back Type'bqg§±q Lkfront:;.,.....:.....:n ...,- .. .... „> ; Pont front; ,.... p.fl.... Shea (::,..,;- rip f(. Shea' KPS) °s::;: Sfi..: ear `I ,.{Ip Q::: Sheer '�I {p. �'. i`:':::'. Shear I {p �.:: . Shea ..:....... F i FI Dfa�...�:.:.:.. F Da h P : FI.DIe'h:::':'^..:'°:'.. P..... F.. IQia'h' f=t..i� D if.RiorFtDia h.refum'bkckT load.valuesarehigh'er.tAan ,,. he 2 tim:ca ty: Cha'riw'f blodceddiaphragmoriasteenetOplion(pg:tb)oi'add.E l.n Shear(plf) Cfr Fl it 170 NA ear(p1q 11 Diaph A R6 010 or re & iia Fera �i� oads ;;.;,,', '.:'. ©.1995;:: li!Iax�ivake A,rcbfors Ltd • ...... `:All Ri' hts�ReseiVed.:::::..' Lateral Load Ana 'sisal 2 Frrrra, AEC Grou Date. Jam.3 200. ..: , .. ,... ,... :.. , 1 1.:.• :..::..:...... ,... ...,....La WanierAlACSi .,:.::.':::::;:;::: Jab.,.. Loc AR3LQG,........:_,-..,:.::., :.., .....:.,,:..... , ..... .. an .9: <:;:;::.;;':,;.Q99:@3WeZ;':`:` Construction.Dei 'ri.Softwaro .Lfrt� A ;.:; :.- Line;: �.irie'.0 °:�- Lire ; fJ ;':':,,<:.,•.::.:'�.: Lne•:E`.:,....:.:::. , nig Li eG. e L' eH m :...... Sect VELoad. pettj,-.max, load.on'Lhe:Gollectot; fi�.beMreen :ih�s and. Seg,to left. Clf Type -loin, :adequate Colfectorme.: S, b fit S :' iris n ht of Quad tine. ,.. e9 e9 -. e9 �9 ... 9 . . ,.. hi' '&load .d htside'of the "fit S' ment. '`:Sheaf= the a er "'e' 'a m Shear atan ` the �ne:11:'Ga ': a `' ` ra correci Line G!f disconiinuit :. 2nd.:,; CIT:L6W CIT:';:.:;:•. :` ClT:LobJd'CIT; :,;;:: GVT,Load"CIT.>;::;':Se" CIT Loaal•CJT:.'' ':''.S:." Cf�.Load CIT;.:.. Se C!T L000 CIT ':.Sed CIT. Load CIT S Cffi Load CIT Seg Roof: I :left:'Type:':' "lett:; Type ':b Sed deft Typ�� Se left''TYPe . ' Se left type Seg left" Type , S left T�rpe b S left Type': D ABG:. 1�b 1521 A`CI Will �tjri'es S, : Rim. Frani Side.. ; ri fit' .. ri ?ii;~. riSht _ ri ht ric ht 8ide`:.. SfW'gr(pEf) ;:'11.7`.`: War(plo. '` S a'gpif) sfi6mplo 117 Shear{ptf).- :: Shear{plfj Shear(plf) Shear(plo , s.'.:. Ri Dia h ' .. Rf Dia' h Rf Dia h ::: `e R& " _ IRf Dia f+ : ...: Ri iiia h . Rt Dla h Rf Dla h 9. Rf ; CIT Load CIT ::, ; S . CIT. Load CIT_..: S, CIT.Load CIT CIT Lbad C(T. .:: CIT' Load CIV. S. CIT Land CIT Set; Cif load CIT S CIT Load CIT Seg S teff T . , left T tett T pe Seg . felt Tygie Se left T Seg left T e Seq_ left Type bN 1.a .4.4-:22412"A.- C2 '.:. 3 1521 d C1 2 3 ':4039 a C3 : :.:. 4 877 a C1 3 639 a C1 4: 1903A C1 5-8 628 a C1 5-b 938 a C7 5-c 2284 a C2 't 6 3078 a C2 ri ` : t• 2759 e :C2. '°......ri hi :73; :. NA"':: a ht. 5458'-A C4 ` r `. '::: ri hi::.. ht 553 a C1 ht 1246 6 C1 ri ht _ ,... Sfi2i r'(pifl; : `:;172° ``;: Stiear(Ptfj . `'' 73;;' `;;. Sheariplfj : '109 'Shear{Rin .. ... ' . Sh'69 j014: ', Shear(pfh '.. .138. Shear(pIQ 30 Shear{P!f) , ;'. Rt Dia 8 R6 : Pf! Rf D'ia h' .d R6 P Rf b(a"h a RS p. Rt DI h ap Rf Dia ai; :, p . Rf Dlaph a R6 Rf Dlaph a R6 Rf Dia h P . : F11.DI ti ... 'd F6:::: i `, FLOra F! Dia" h':'. a F6..:. FI Diaph A F6 FI Dla h 1st:::;: Cf r, toad,C[T:` : ; S Cn' Load Cfr`: ;' ' • CR•Load:CtT ` :.:. S CI tom ClT ;,;: , CIT Load:CIT '.. :' CR Load CR : `'. S CIf Load CIT CST Load C!r Seg 7efV T ` e:: Seg left Type . S`<' :left -;Type .. '• Seg .`'lett ; TXpefefi Type Sep left' Type S leis Type beg ... ...... 3.4 . :..; ,... , ...:. , .>....,..::... -...::' rip'hi ri Y..' til ,•.: . ..::Shr .....,:..... ea (Ptfl:• � •� -'<: ?::: ,,;,:;:::•....-;:':�;�: Shea :. Kpff). ::.-.:.;...: Shea ,_., .... ..:? nplfl... Sh'ear ..,I .{p �}�: S >. hear "! Shea (R n dPhi; 7 I Shea fl'. (p FI IDlaph ....:..:, .3! ;.. F.LDIa h:::'°:._ :.:-::::' F1 Dia h. < .:::.:•.;..- ::. Fr h :::::'. FI:Dia P P.. ?<. ; �. � .)�.. •, ;'- , If Ftf of Fl Diaoh tum:'biock ,�� L.ms •_foad:vafues ar '�.n as ir.��.rs,.���.., `hl•'her than.Ihe diaphragm caaaciiv,: Chahae to lhloc ed deb ream or -fastener � . . Ciion hod 10 Oradd She'a'r -Wall . 3ot4 �� ��or : `. , :.'• ::.: :.:: . :. r II • • r Tlr.m4 r r r 'AEC,Group . @1995 All Righti Reterved . 1 rms Ltd.' Lateral Load Analysis &, �Date: Jan.3 2002'.. �J6b:'. Loqan-AR143LOG-1 BY. 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I.a ss:xw�i•am w.•..-••►s:w:n �♦e • d►�rw-v�� +wr�sw • wt11_��••\W _t��lw�riw e��i �4din llaaw ��\.-wwl#_s dr..•l wYrdw r_wtadw • • 1 wlrr�- '..... - 1 + wllfswlin�_tul ' wr•�e•ra a•r t wr�.esaw 1 ���wraw dw rw wrladw w.7►�.7111 /IN=� _a.1�.a. a'rT2i w Note: 1 wrwa wff>t•�rrii�ds I wwlw wsa_ 1-•� ��_w ! �w. wr.• =w w�'• ii..� .r a • ss a. w111ams_ • I r..��.e e 0•�®l�l__wa 1 : as�•A•sr Oiw riw.�r. <r111•.sr _ww<•T dridosed Buildings,. wasr{:u•i��•Iio r r.uuo...1•.• 1 wrr'i•'.uu•a ,v.•nr �wswei��•ni1 �rwrwa •1.•dw 2. sk6 '•' 1 1 11 111 1 i 1.1 1.1 i 1 11 vr 41 w 41 CZ A 7/ LIP cn a Vfl Pa 0 Ju.I NP if lit IQ ILI 'p Cr Mj '11 iv"."2e lip Ml za PS CL > , Ft� ir c0cm* v a I FOCC .1-" M:,.L% r" Op dt'7 :v 7 -7 — -r 7 C" tr -4u w ;a 1U) 01 B. lay 7 tp -0 7 7. T VI r '?o 0 M 5v p., z:p jz'- C.'j 4= 0- Vs LARRYiIAINTER EHS JUN 17 2002 From: CsHICO ENV. HEALTH • ❑ APPROVED CONDITIONALLY APPROVED ❑ RESOLVE PROBLEMS PRIOR TO APPROVAL PERMIT CLEARANCE Permit a: c>,2- , r 49e17e1-a/Infolmation CKyners N e:::44 _ A reser _ Building Site Address: Provertylnformab%on Permit Tyne: ❑ Agriculture Building ❑ Commercial ❑ Industrial ❑ 2nd Dwelling ❑ Multi -Family >2 units per parcel Date: AP#: Parcel Acreage: A ❑ Mobile Home IPFD P..Sepuc ell ❑ Other Zone District: 8—H Date of Zoning Ordinance: General Plan: A ', ` Development Agreement: Use Permit: Variance: Parcel Is In: Land Conservation Agreement Nitrate Action Plan Violation Area Specific Plan Enterprise Zone Floodplain Watershed Protection Zone ❑ Residential Accessory ® No ❑ Yes, check use Minimum Acreage: ® No ❑ Yes ® No ❑ Yes ® No ❑ Yes ❑ Chico ❑ D2N ❑ Cohasset No ❑ Yes, check use i' ® No ❑ Yes Zone:_ Panel Number:. ® No ❑ Yes I Proposed Use Complies With: 2 General Plan Zoning Proposed Use Reauires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Accessory Building Use Commercial/Industrial/Multi-Family Uses: Parking: ❑ Parking Requirements are OK as Shown ❑ Other Landscaping: ❑ Landscaping Requirements are OK as Shown ❑ Other Road and Drainage Improvements Required: ❑ No ❑ Yes Apolicable Setbacks: Zoning Code Street & Hlahw Subdivision Map Front Side 3C) Side street Rear 2 1J 0 Height Environmental Health Issues: Septic Permit Review: Well Permit Review: Land Development Review: Parcel Created bye ❑ Deeds Date of Creation: Agriculture Affidavit Required Designated Well Site Drainage Plan (Com/Ind/Multi) Deed Reference: Parcel Frontage on Publicly Maintained Road: Complies with County Standards for Deed Creation: Comments: " ❑ No ❑ Yes ❑ No ❑ Yes ❑ No ❑ Yes Legal Access Provided: Legal Access Required: ❑ No ❑ Yes, Road Name: ❑ No ❑ Yes ❑ No ❑ Yes ❑ No ❑ Yes IS Map Date of Recording: `I -� 00 n 9 Lot: Cr Block: Book: 8 2 Page: L Conditions That Must be Met Prior to Issuance of Permit: Q Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Creation Deed ❑ Comply with condition no. of conditions of approval for the ❑ Obtain a Certificate of Compliance (See Planning Division for application). ❑ Construction across property lines is not permitted (See Land Development for a Merger Application/Lot Line Adjustment). ❑ Comply with Old Subdivision Lot Ordinance (Maps Recorded Prior to Book 17 of Maps Page 23). ❑ Construct road to ❑ Other General Comments: to TJ ❑ Meet parcel size required by zone ❑ Meet current EHD requirements. Environmental Health JUN 13 2002 Chico, California 11 PA C, F. LIDGA 0 PCOL — v It 001 To 5cpe �7 NOT -7-D SCMUE) I, �,1 I( 0 (-1;w'? TI q ScAWlb$ lay' (,!A "<301Lff,xUC10x-M P.O. Boa 156 O: -laced, 4CMj1r40Y-3x1m, 9a9g3 <a30� 899 -8988 -Office 0530)0 624-7284- Cen Licc�sC-1:833994 APPROVED Butte County Environ 3 Hep ate l gn�tur PLANNING DMSION - 6UILDINISPLAN APPROVAL Use: PPe4ng• wrrr `�t^�tmom V4IGf: ��-�+ rr r�rrrr..ww.w Sl n=tur* [twl N D Oc Poo I Peace r i v� 'V!f r L� r 04 a JILDING DIVISIO;' 0 10 20 30 40 50 GRAPHIC SCALE ORIGINAL SCALE: 1"= 30' Assessor's Parcel Number: 00 ®►0 - © 0 0 - ®-�ffM Size (Acres) Owner Name /Address / Phone No. DP- J—r r,n Lc -A,i 4 22-5 -�� �t o� o .P ,4 D (s E Site Location 4,-2-2-S Zoning Contact: Name 7 �,, 1 GL Qj,,,-,� General Plan Phone — 7 zR:�:j �rnr Sa�D�Fi ELLIS ME SUPPLIES 1—, r— —ar I ons APPROVED Butte County Signature /1 - 6J; r i b �t)tRAM 'of �hC H Co1CN��. bVE914Fh0 VIEW bf RA}SEb AEAM WALL _ ' w ,`' '+ w,► s, LAN ri A 0 LA, was t< �CL 13kGK F', 6 - w beat ti Dcc.ic Wkre� Fkoor t'� lW Mrta- -FgE►L'N f f; �2+cic. W&kE JD �D(U P— ( )AI]_ E66C Io , UNLESS OTHERWISE SPECIFIED: x NAME . DR ^,,a oma_ POOL IS SHALLOW TO T DEEP M ` ADDRESS a {- Cn, A A bJl 0 �- � >"� �� �r � r~ _ 1 HAVE RECEIVED A COPY OF THIS PLAN AND HERESY" Y APPROVE POOL AND EQUIPMENT LOCATION h= CROSS STREETS Llrnr- M 1 ` t1 ;� � la1, 1 •... J 'of �hC H Co1CN��. bVE914Fh0 VIEW bf RA}SEb AEAM WALL _ ' w ,`' '+ w,► s, LAN ri A 0 LA, was t< �CL 13kGK F', 6 - w beat ti Dcc.ic Wkre� Fkoor t'� lW Mrta- -FgE►L'N f f; �2+cic. W&kE JD �D(U P— ( )AI]_ E66C Io , UNLESS OTHERWISE SPECIFIED: x NAME . DR ^,,a oma_ POOL IS SHALLOW TO T DEEP M ` ADDRESS a {- Cn, A A bJl 0 �- � >"� �� �r � r~ _ 1 HAVE RECEIVED A COPY OF THIS PLAN AND HERESY" Y APPROVE POOL AND EQUIPMENT LOCATION h= CROSS STREETS Llrnr- W PENTZ RO-A APPROVED Butte County 1 E�1Vl#�pN��NT� �4LTH NOV 2 6 6",C9, CALI,, e � A GROUF ARCM ITECTU RE ENG INEEKING CON5ULTING 530-892-8008 555 FLYING V, STE. 3 CHIICO, CA 95928 FKX 530-892-0392 E-MAIL AkECGROUP@AOL.COM LARRY J WARNER AIA CSI C19689 The Ideas, Drawings and designs depicted herein are the exclusive property of AEC Group and U. Warner, Architect and shall not be copied, reproduced or used for any other purpose, project or site other than the intended project w0hout expressed written permision of AEC Group and IU, Warner Archflact. ovrieht by A C .pro ro ✓E t Warn r Archke& CONSULTANTS PROJECT LOGAN RESIDENCE JOB SITE PENTZ ROAD PARADISE, CA CLIENT DR. JIM & LYNDIA LOGAN 224 SKY (OAKS PARADIS E, CA 95969 10000000 OWNER DR. JIM & LYNDIA LOGAN 224 SKY (OAKS PARADISE, CA 95969 REVISIONS No. I Date I Description 1 10/25/01 PLR PLAN CHANGES 2 10/30/01 ELEVATIONS 3 11/6/01 PLR t ELEV CHANGsE5 4 11/21/01 PLR RE -DESIG=N 5 12/26/01 ELEV SC -H2 6 1/3/02 OWNER CHANGES 7 1/1(./02. 6ti> 86T DRAWING TITLE ,4RCHITECTURAL 51TE PLAN Plan No. Proj. No. Drawn By: CJE Dwg. Filo CJP/MY DOCS/PROJ/RES/LOGsAN/DUJCs Printed Date 10/24/01 M �1U M OH WALL FRAMING SCHEDULE ••...•.........,: 2x4 D.F. STUDS w 16" D.G. W/ (2) 2x4 TOP PLATE 2x BTTM PLATE (P.T. w CONCRETE) W/ 1/2" MIN. GYP. IBRD BOTW SIDES U.N.O. HOLDOWN SCHEDULE ALL WOLDOWNS ARE SIMPSON STRONG -TIE U.N.O. HO PHD2-SDS3► IN 6 MIN STEM WALL W/S$7820 W/ 10-$DSI/4x3 ON (2) 2x (GAP 3610 ) SHEAR Q WALL SCHEDULE 3/8" CDX OR OSB ONE SIDE NAILED W/ 6d + 1" O.G. EDGES 12" O,G. FIELD 1/2" A.B. + 48" O.G. MAX. SILL NAIL W/ 16d + 6" O.G. MAX A35F CLIP + BLOCK/JOIST t0 TOP PLATEIV 30" O,G, (165 PLF) � 2x4 D.F. STUDS w 16" O.C. W/ (2) 2x4 TDP PLATE 2x BTTM PLATE (P.T. + CONCRETE) W/ 1/2 MIN. Aa 3/8" CDX OR OSB ONE SIDE NAILED W/ 8d + 4" O,G, EDGES, 12" O,G. FIELD 1/2" A.B. + 48" O.C. MAX. SILL NAIL W/ 16d + 3" O.C, MAX GYP. IBRD BOTµ SIDES W/ 3 1/2" SOUND BATTSPEGAIL NOTES: �I IN CAVITY U.N.O. A35F CLIP + BLOCK/JOIST TO TOP PLATE' 18" O.C. (250 PLF) I. AT HOLDOWNS 1N4J WHEN USED BETWEEN FLOOR$ USE 5/8" DIA A301 ROD, 2x6 D.F. STUDS • 16" O.C. W/ (2) 2x6 TOP PLATE 1/2" CDX OR 055 ONE SIDE NAILED W/ IOd + 4" O,C. EDGES, 12" O.G. FIELD 2x BTTM PLATE (P.T. + CONCRETE) W/ 1/2" MIN. 2, AT HLODOWNS K,L,M<N WHEN USED BETWEEN FLOORS USE 3/4" DIA A301 ROD. II 5/8" A.B. + 42" O.G. MAX. SILL NAIL W/ 20d + 3" O.G. MAX GYP, BIRD BOTH SIDES WIN=. W/ R-19 INSULATION A35F CLIP + BLOCK/JOIST TO TOP PL.ATE +, 16" O.C. (325 PLF) 3, AT HOLDOWN OtP WHEN USED BETWEEN FLOORS USE 1 1/4 DIA A301 ROD, 11 2x6 D.F. STUDS of 16" o.c. W/ (2) 2x6 top PLATE 3/8 CDX OR OSB BOTH SIDES NAILED W/ £3d + 3 O.G. EDGES, 12„ O.G. FIELD n 2x BTTM PLATE (P.T. w CONCRETE) W/ R -IS INSUL IN CAVITY t 1/2" MIN, GYP. BRD BOTµ SIMS U.N.O. HEADER S.CHE.DUL.E Aj ON 3x FRAMING. 3/4” A,B, '+ 24" O.C. MAX. 51LL NAIL W/ (2) Itiod + 3" O.G. MAX A35F CLIP +BLOCK/JOIST TO TOP PLATE * 8" O.C, (650 PLF) r 2x6 D.F. STUDS w 16" O.C. W/ (2) 2x6 TOP PLATE ALL HEADERS SHALL. BE 6X10 D.F. No.1 OR BETTER U.N.O Awl SIMPSON STRONG WALL 32>(15 2x STTM PLATE (P.T. • CONCRETE) W/ R-21 INSUL D NOTE: USE SIMPSON TEMPLATE FOR A.B. HOLDOWN PLACEMENT IN CAVITY t 1/2 MIN. GYP. BRD BOTµ 61DES U.N.O. A3 -I SIMPSON STRONG WALL 481X9 8'-2 1/16" ALL GIRDER TRU317E3 AND BEAMS SHALL µAYE FULL BEARING W/ 2X6 CONST, SW2 „ GRADE D.F. AT MULTI -PLY 3TZOS F.N. w/ I&d + 6,"O.C. STAGGERED TYP. U.N.O. USE SIMPSON TEMPLATE FOR A.B. HOEDOWN PLACEMENT 6X12 D.F. 01 BEAM I 8 9 10 A - .................. .'.-........... .............. ............ ...... ..... ..... ....... ............ ........................... ............ I FOR FRAMING DETAILS AND TOP LAP DETAILS SEE 55-2 65-2 55-2 A3-1 41-411 `11 3036 CASE m s 6'-0 1/4" 18'-6 5116" 8'-9 1/16" Q ( 5,-21/8 -4X6 D.F. e2 3068 I A 10'-0" I 6X6 D.F. elHALF 1 6X6 D.F. 01 6X6 D.F. el (2�Mu CASE I I PRIVACY s /ION LT 6X12 D.F. 1 BEAM 5 1/4X16 2.Ofs PARAU.AM _..• _......._....................................................._........_............................................................................................................................... ... ...._........................................... 101/4" . I .............-.............. .. .......-......................-..........................................................................'-...............................--.................................-..................................-...... 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ULI I 1=11 H H H 3" I to Environmental Health V 1 14'-5 /8" Layr=m=6 PORCH14-5 3/8 4'-5 3/4" 5'-1 1/4" 1 x JUN t32N2 hyo" 11'-5 1/16" 1'-6"L, 6'-11 /1611 _ _ _ _ _ _ Chico, California ----- ---- ------ ---- --- 6X10 D.F. N2 BEAM i .6X10.0.1°. 02 BEAM. ............... ........... ............. _..........................._ ..........-......................._ .. _..... _.............. . - _. .............. _.._................... ............................. _...................... .........................................._................ 1 ........................... ......... ............................ _....-...................................-............................ . . G I _ A3-1 6X6 D.F. e2 A3 -16X6 D.F. 02 r 6X6 0.F, e2 O 6X6 D.F, e2 a PeROVED County 1-0II 6'-5 I /16" 2'-O" v1r°r>rr1ental Hee 2 b c. il'-11" 8'-il 1/Z" 11'-2 9/16" 35'110" 12'-6 1/2"lie2r 7r 2r 7r 83'-11 9/16" 1 at re A A3-1 AC GROUP ARCIIITFICTU RE ENGINEERING CONSULTING 530-892-8008 555 FLYING V, STE. 3 CHICO, CA 95928 FAX 530-892-0392 E-MAIL AECGROUP@AOL.COM LARRY JW;ARNE1 IRX� W C 19689 The Ideas, Drawings and designs depicted herein are the exclusive property of AEC Group and U. Warner, Architect and shall not be copied, reproduced or uxd for any other purpose, project or site other than the intended project without expressed written permcion of AEC Group and LJ. Warner Archited Goovrinht by AFC Groun i LJ. Warner Arch[ect CONSULTANTS 1,70.777 LOGAN RESIDENCE JOB SITE PENTZ ROAD PARADISE, CA CLIENT DR. JIM & LYNDIA LOGAN 224 SKY OAKS PARADISE, CA 95969 MIND OWNER DR. JIM & LYNDIA LOGAN 224 SKY OAKS PARADISE, CA 95969 REVISIONS No. I Data I Description 1 10/25/01 PLR PLAN CHANGES 2 10/30/01 ELEVATIONS 3 11/6/01 FLR 4 ELEV CHANGES 4 11/21/01 FLR RE -DESIGN 5 12/26/01 ELEV SCH2 6 1/3/02 OWNER CHANGES 1 1/16/02 BID SET 0 5/13/02 OWNER CHANGES DRAWING TITLE WALL FRAMING PLAN 1=1',R5T FLOOR Plan No. Proj. No. Drawn By: CJP Dwg. File CJP/MYDOGS/PROJ/RES/LOGAN/DIiJC= Printed Date 10/24/01 Scale 1/4" = 1'-0" U.N.O, A � c GR4U P SHEET S1 IIIA