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058-270-014
DATE: PERMIT #: ASSESSOR PARCF OWNER'S NAME' FEES (Amount and Purpose): ADDITIONAL FEES: $ REVISED PLAN CHECK: $ SHERIFF FEE (commercial only): SRA: $ COPY FEES (SI or more) $ DRAINAGE BASIN BC RESIDENTIAL IMPACT County Wide Chico Urban El Medio North Chico Specific $ WATER TENDER FEES S BATTALION # FEMA $ SNAP $ OTHER $ BALANCE OF FEES SHEET. RECEIPT NUMBER(S) tntwa1.: 6pol -Ia`7�D BALANCE OF FEES SHEET DATE: PERMIT #: P> P 01 Aj ASSESSOR PARCEL #:-2M-nig OWNER'S NAME: FEES (Amount and Purpose): . BALANCE OF FEES: $ ADDITIONAL FEES: $ REVISED PLAN CHECK: $ SHERIFF FEE (commercial only): $ SRA: $ COPY FEES ($1 or more) $ DRAINAGE $ BASIN BC RESIDENTIAL IMPACT County Wide Chico Urban El Medio North Chico Specific_ $ WATER TENDER FEES $ BATTALION # FEMA $ SMIP $ OTHER e e Q Q $ RECEIPT NUMBER(S) 9,-6 4 1� q BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAX#: (530)538-2140 WEBSITE: www.buttecounty.net\dds PERMIT NO. BP041970 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of - Issued Date- 08/16/2004 APN--058-270-014-000 the Business and Professions Code, and my license is in full force and effect. License Class: License Number: Site Address: 4046 KAKINI RD CON Date: Contractor: Map Index: Description: NSF(1410)COV(140) p OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior Owner: STIGALL LORNA to its issuance, also requires the applicant for such permit to file a 4046 KAKINI RD signed statement that he or she is licensed pursuant to the provisions of OROVILLE CA the Contractor's State License Law (Chapter 9 commencing with Section , 7000) of Division 3 of the Business and Professions Code) or that he or 95965-9715 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 aapppllii�ant to a civil penalty of not more than five hundred dollars ($500).): M 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: STIGALL LORNA Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does 4046 KAKINI RD such work himself or herself or through his or her own employees, OROVILLE, CA provided that such improvements are not intended or offered for 95965-9715 sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does Contractor:• 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.). ❑ I am Exempt under Article 3 of the Business and Professions Code Date: Owner License #: WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit Architect: SCHLEIGER, DAVE is issued. Engineer: ❑ I have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: Total Square Ft: 1550 S.F. Policy#: Valuation: $93,890.00 Census Code: certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date; A �I Applicant: WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject aemployer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of ( compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the This permit is hereb ' sued under the applicable provisions of the Bntte County Cod anrUor Resolutions to do i i ted above for which'fees'.ti"ave teen paid. performance of the work for which this permit is issued (Sec 3097 Civ.) J 6 Name: BY //`` Date: // V Address: PERMIT EXPIRES ON: Date ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. 1 agree to comply with all county and state laws relating to building construction. 1 acknowledge it is unlawful.to alter the substance of any official form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purposes. � /J Print Name: 0�-fJ r{2P/ V��,i ,a _ f 6, Signature: QX�� Date: Owner ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor to 1 J�A 1• 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 Lait O�Name c gst Name� /l.Cj I / Addresselk— City/Yv �`•iZCp _ Stat_ Zpq Phone 6-3 q 63ct S-3 Fax E-mail 11z wLel ARCHITE , T/ENGINEER CONTRACTOR Name Citye�o Address Zip? 5o2g City Fax State Zip Phone Map Book Fax E-mail Planner Lic. # Class ARCHITE , T/ENGINEER Name- rL L 1;;;�: '—;5 16 Address! C) S— 4�&u � Citye�o State _ Zip? 5o2g Phone �_ �j liL� C, O Fax E-mail State License Number APPLICANT NAME Name rn,�,Z Address,q,� City c, � U State— I r'p'S�10-L Phone J�3 _/ q 5 Fax E-mail APPLICANT SIGNATURE X ` For office use only: Zoning Property Address k� Flood Zone Cross Street c ons ' SRA I Yes I No Occ. Type Const Subdivision Name Map Book Page Tot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS K:IFORMSWILDING FORMS1BId A IS KR is d PERMIT &4197D BP BIN LOCATION AP# �g �a 70 --- (� z% --(D Property Address k� City r� Cross Street c ons ' WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certiricate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address to pp u qm . oc Page 1 of z Description or Scope of Work: . i Sq. Footage /�'l D S ❑ StructureBuilt without Permits `fes ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees -for work plan checked and other department costs are not refundable. Received byqw Amount: a Bldg ` O(P6( 150 SRA Receipt M q`V7 3(-, Sheriff % SMIP Date: / Other I Total REV 6-16-04 f SUBMITTAL 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 WINK Residential, New, Remodels, Additions, and Accessory Structures: ❑ 1. 3 Site Plans, signed by the preparer. NO GRAPHPAPERI ❑ 2. 3 Complete sets of plans, signed by the preparer. NO GRAPHPAPERI OR 3 Sets Engineered plans (if required) with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. 2 Engineered truss details and layouts (if required) (NO FAXES!). ❑ 4. Letter from Engineer or Architect for truss design review. ❑ 5. 2 Energy compliance design and supporting documentation. (Note: Not required for additions to mobile or modular homes.) ❑ 6. 2 Flood Elevation Certificate, wet -stamped and signed (if required). ❑ 7. Detached Accessory Building Form, filled out by the property owner (if required). ❑ 8. Sanitation and site plan approval from the Environmental Health Department. ❑ 9. Metal Buildings: (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. Mobile, Manufactured, or Modular Homes: ❑ 1. 3 Site Plans, signed by the preparer. NO GRAPHPAPERI ❑ 2. 2 Data sheets and installation instruction manual. ❑ 3. 2 Marriage line information. ❑ 4. 2 Floor plans. ❑ 5. 2 Engineered Tie Downs or Foundation plans. ❑ 6. Sanitation and site plan approval from the Environmental Health Department. ❑ 7. 2 Flood Elevation Certificate, wet -stamped and signed (if required). Commercial, New, Additions and Remodels: ❑ 1. 4 Site Plans, signed by the preparer. NO GRAPHPAPERl ❑ 2. 4 Engineered plans with wet signature on plans AND 2 sets of stamped and signed calculations, with code analysis. ❑ 3. 2 Engineered truss details and layouts (if required) (NO FAXES!). ❑ 4. Letter from Engineer or Architect for truss design review. ❑ 5. 2 Energy compliance design and supporting documentation (if required). ❑ 6. 2 Flood Elevation Certificate, wet -stamped and signed (if required). ❑ 7. Statement of Intent for Non -heated and A/C (if required). ❑ 8. Metal Buildings: (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. ❑ 9. Letter of intent. ❑ 10. Hazardous Material Form. ❑ 11. Sanitation and site plan approval from -the Environmental Health Department. If you have questions or would like additional information regarding this process, contact a Permit Application Assistant at (530) 538-7541. OVER FOR BUILDING PERMIT APPLICATION KAFORMSSUILDING F0RMS1BIdgApp1SubRgmts.doc Page 2 of 2 REV 6-16-04 OqI970 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: STi GA" t- -L- ASSESSOR PARCEL NUMBER 45 Proposed Building. Use: � ( S -F- Counter Technician: J% '- Date: tams required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to hipply. 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxes! 5. Letter from Engineer or Architect for truss design review. 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. O 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. rA tit r.IC ❑ 16. Other Remaining items needed to issue the permit. (May require additional plan review upon 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 ................................................. 'i try plan approval aid. Sent by: .7f �p.. SF 23. California Department of Fore :�7 t +• 04 24. Planning approval (A) Use: (B)Parking: (C) Parcel Check: o ❑ 25. Contact Land Development about _ Improvements, _ Drainage ......................... 26. NPDES Form.............................................................................................4T .. 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) ..................... O 32. Letter of Signature authorization ...................................... :........................... .. 33. Recorded copy of Agricultural Acknowledgment Statement .............:................... 34. Manufactured home utility clearance............................................................... O '35. Existing violations and/or expired permits......................................................... ❑ 36. Deed Restriction.........................................................'. ....... ........................ ❑ 37. O Grant Deed, O M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ O 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. �7 Applicant: 4 Cf Date: / 1. Index Index permit application for the above item numbered:,AM4 Plan Check Letter 2. Additional items required Contractor, designer, owner, was advised of the above data by ❑ phone,, O counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: Date: Plans approved by: e Date Structural reviewed y: Dat tructural approved by Date: Note transfer by: Date Yellow: Building Division TO: FROM: SUBJECT: Building Department Environmental Health Sanitation Clearance I,,, �4r- E.H. USE ONLY Piot Plan Anachod Fiona Plan Attachad'*!t.. Sant to ®.D. S-- Tirn�m Owner Location AP# Plan Approved for: -Sewage Disposals Water Suppl P lic Privat Well Clearance for dwelling. Other �� IAJt I �� Qm, Hold final for: Final clearance O.K. for: NOTE: Environmental Health Specialist 8/96 f - - � Z 0 Date COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 TELEPHONE (530)538-7541 SCHEDULE OF RECEIPT OF FEES ,,--��yy OWNER546 A. P. # O5W PROPROSED BUILDING USE _� V {'— DATE L o 1. BUILDING PERMIT FEES --- Balance Due ..................... --- Additional Fees Due......... iaso.�-3 --- Revised Plan Checking Fee.... $ HOOL DISTRICT FEES ()MtJj [ ( r) (paid at School District Office) (form available after lan Che 3. SHERIFF FEES (paid at Building Division) Residential............ X $360.00 =$ E600 Units RECEIPT # qy4 3 DATE REC. Commercial (sq. ftg.)..... X $0.03 = $ _ Sq.Ftg. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit)..... X = $ _ # Units Amt. Commercial (Sq. Ftg.).... X = $ Sq. Fig. Amt. 5. RECREATION DISTRICT FEES (paid at Recreation District Office) (form available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK FEE (paid at Building Division) 8. WATER TENDER FEES BATTALION #. $200.00 (paid at Building Division) 9. NORTH CHICO SPECIFIC PLAN (paid at Building Division) Residential Zone X = $ Zone # Units Amt. Commercial (sq. ftg.) ......... X-=$ Sq. Ftg. Amt. t > 10. OTHER -SM , l /!/ At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during the plan checking process. APPLICANT DATE Pursuant to Government Code Section 66020, you are hereby notified that items, 2, 3, 4, 5, 6, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Division Yellow -Applicant Pink -Owner (rev. 2/2003) School District A.P. Number Property Owner " BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM — "T (� —7 0 (One form per Building) < 1�o-ems �'- Building Department No. V�]�•nt KJ• (���'" Jurisd n Q City [ County Property Location/A Subdivision Residential Development Commercial/industrial Building Lot No. Sq. Footage .v (Group R) Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) O Q Sq. Footage New Addition (Including Exterior Roofed as) live Date District Identification No. y 050035 �-OY (" ►`tet l School District certifies that ( I. M �..f )i�h� J(/lkMA, (Applicant) �Fo `f c9 K l� ko 5�4 — q (Street Address) (Phone Number) has complied with the requirements of Resolution No. representing L4 square feet. School District Representative Paid by Check # Remarks: (State) (Zip Code) '�-- 7 U by payment of $ I S O E 2926 iLL MITIGA N--- $ Ic�►— Date ' I ' Notloe: You may protest the Imposition of the fees identified above by submitting a written protest to the District, in con lana wlfh Government Code Section 66020(a), within 90 days from Bre date fees are paid. Failure to submit a timely written protest will'prohiblt . you from challenging the Imposition of the fees In sny court action. N. subsequent to the School District Representative signing this Butte County Schools Impact Fes Certification Form, the School Distrkt is rrotlR- by the applicable Local Planning Agency that this project Is being reviewed under the CalBomla Environmental Quality Act (CEQAh the project may be sub)edx to additional school hes to fully mltlpst I. Its Impact on the school d isbtd's schools. White (applicant), Yellow (building department), Pink (school district) feeform.x(s 00/03)dmm AND WHEN RECORDED MAI'. TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 COPY of Document Recorded 05 -Aug -2004 2004-0047691 Has not been compared with original BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Date - S- - C7 L1 PROPERTY OWNERS: State of Califnia County of 9Ln4 4 �,'ZOO�-( before me, personally appearedT-C A/ -,5yK.4 k pers"a4y tmow*4&ine (or proved to me on the bass of satisfactory evidence) to be the person(@) whose name(s) is/ewe subscribed to the within instrument and acknowledged to me that he/@ite/they executed the same in hisA"r/their authorized capacity(ies), and that by hisfl Wtheir signature(o) on the instrument, the person(gy.or the entity upon behalf of which the person(f4 acted, executed the instrument. WITNESS my h d and offic' 1 seal Signatur ,1� Seal: JAMES LAMAR KINSER COMM. #1377185 -' NOTARY PUBLIC - CALIFORNIA BUTTE COUNTY A. P. J � `7 o lq MY Comm. Expires Sept. 28, 2006 N l.vunly of Statc of California, described as: A'portion of Section 11, Township 22 North, Range 4 East, M.D.B. & M., more par- ticularly described as follows: Commencing at the Southwest corner of said Section 11; thence along the South line of said Section 11, North 89°57113" East, 1530.62 feet to the point of beginning for the parcel herein described; thence South 89°57'13" West, along the South line of said Section 11., a distance of 1018.12 feet; thence North 25°08'32" East, 47.32 feet to a point in the centerline of a 60 foot right of way for road purposes; thence along the centerline of said road, North 53°05'16" East, 121.31 feet; thence North 79002'02" Fast, 209.11 feet; thence North 53°12'16" East, 114.08 feet; thence North 74°07'27" East, 104.53 feet; thence North 51055'39" East 160.60 feet; thence 11.13 Feer_; tlie;,C2 C.uCCL 'c'i-4 J'3j c, t,l 1GZ.14 LCCL; lIIC IICC _.- North 81 44'45" East, 151.25 feet; thence. North 35°37'22" East, 79.35 feet to a point that bears North 0°02'47" West from the point of beginning; thence leaving the centerline of said road, South 0°02'47" East, a distance of 470.68 feet to the point of beginning. TOGETHER WITH and RESERVING THEREFROM a right of way for road purposes and public utilty purposes over a strip of land 60.0 feet in width, the centerline of which is described as follows: Commencing at the Southwest M.D.B.M.; thence North 89057113" corner of Section 11, Township 22 North, Range 4 East, North a distance .& of 3612.39 114.08 feet; thence East along North 15030'28" the South line of said Section 11, feet; of.beginning of said centerline; thence South 33048139" Nest, 1435.51 feet West, 27.92 to the point North South South 58°01'17" 41°07'43" West, 410.08 feet; thence South 76008'25" feet; West, 400.08 thence feet; cv South 33017'30" West, [lest, 104.53 162.18 feet; feet; thence South 51°38'41" West, 138.26 thence feet; thence _` iV North 78°17'58" [,lest, 119.32 feet; thence South thence South 81056'56" 64058'07" West, 292.79 feet; thence T1 South 44°46'33" West, 106.80 feet; thence South 69°06'46" West, 90.12 West, feet; thence 0 South 85°10'06" West, 322.42 feet; thence South 71°40'52" 177.06 feet; thence North North 79°35'48" West, 391.01 feet; thence North 53°57'53" West, 107.77 feet; thence y 8.5"52'18" West,,158.20 feet; thence south 69'47'34" West, 145.46 feet; thence M South 77°12'12" West, 164.33 feet; thence South 84°17'47" West, 122.98 Ecct; Chence N North 68°19'42" West, 1_21.77 feet; thence North 51°37'16" West, 433.60 feet; thence 0 North 37°42'30" [lest, 121.58 feet; thence Ncrth 59°06'26" West, 280.60 feet; thence point in the centerline of Concow Road and the end of West, 263.91 feet to a said centerline. ALSO a strip non-exclusive of land 60.0 easement feet in for road purposes and public utility purposes over a scribgd line: width, lying 30.0 feet on each side of the following de- Commencing at a point in the West line of said Section 11, which point 0059'15" East, 30.0 feet from the Southwest corner of said Section 11; 89°57'13" East, a distance of 515.0 feet • th ances: North*•53005'16" East, North 53012'16" East, North 51055'39" East, North 47043'35" East, x,vrLii 33^3i'22" Last, North 70026''13" East, easement. , ence the following courses 142.68 feet; thence North 79002'02" 114.08 feet; thence'North 74007'27" 160.60 feet; thence South 71043'34" 102.14 feet; thence North 8104411.,5' 126.19 feet; thence North 53007'21" 163.92 feet to the centerline of an bears North thence North and dist- East, 209.11 feet; thence East, 104.53 feet; thence East, 111.45 feet; thence 2a.^.t, 151.n iCCL; (.IIcttLe East, 258.77 feet; thence existing 60.0 foot road RESERVING THEREFROM a right of way fox road and public utility purposes over a strip Of land 20.0 feet in width, the centerline of which is more particularly described as follows: Commencing at the Southwest corner of Section 11, Township 22 North, Range 4 East, M.D.B. & M.; thence North 89057113" East along the South line of said Section 11, a distance of 599.50 feet to the point of beginning for said centerline; thence North a distance of 80.0 feet, more or less, to a point in the centerline of the 60.0 foot road easement described in the Easement Agreement recorded in Book 1502 of Butte County Official Records, at page 557. Tile right of way reserved herein is for the benefit of and appurtenant to the land described in that certain Deed recorded in Book 1657 of Butte County Official Re- cords, at page 75, and shall inure to the benefit of and any be used by all persons who may hereafter become the owners of said appurtenant property or any parts or portions thereof. 0 ti Butte County Department ofDevelopment Services YVONNE CHRISTOPHER, DIRECTOR County Center Drive roville, CA 95965 30) 538-7601 Telephone 30) 538-7785 Facsimile TO: FROM: 1 SUBJECT: M DATE: LP2A Scott Rutherford (530) 538-7160 srutherford Wbuttecounty.net Plans Transmittal For Review Per Contract 07/0.6/2004 Applicant: Sti all mith;;Lorna Permit 04-1970 Project Type: N:SF/Deck APN: 058-270-014 100% 70% Plan Check Fees $ 1,,000.34 $ 700.24 $ 1,000.34 $ 700.24 LP2A Fee $ 700.24 Copies Attached:', Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other July 26, 2004 Mr. Michael Vieira County of Butte 7 County Center Drive Oroville, CA 95965-3397 Phone: (530) 538-7541 Fax: (530) 538-2140 Re: Plan Review: Address: Dear: Mr. Vieira: Stigall- Smith SFD 4046 Kakini Road County of Butte- FINAL REVIEW Jurisdiction Application No.: 04-1970 LP2A Job No. 2040015-092 0'b.1-1CP Linhart Petersen Powers Associates (LP2A) has completed a final review of the following documents: Plans: Two (2) copies Plan Sheets 1 through 14 Title/Cover Sheet dated May 27, 2004 by Dave Schleiger, AIA. 2. Structural Calculations: Two (2) copies dated June 04, 2004 by Paul Krohn, EIT. 3. Title 24 Energy Compliance Documentation: Two (2) copies dated June 02, 2004 by Donna Wallace. 4. Prefabricated Roof Truss Calculations: Two (2) copies dated May 28, 2004 by Longfellow Lumber Co, Inc. The 2001 California Building, Mechanical, Electrical, Plumbing and Energy Codes were used as the basis of our review. Please note there are no further comments. Therefore, we are recommending approval of the above noted items with the added redlines. Enclosed for your use are the above referenced documents bearing the LP2A plan review stamps along with the applicant's response letter. Please let us know if you have any questions. Thank you. Sincerely, LINHAP E POWERS ASSOCIATES R er Pe erson E. Mik es Structural Engin er Plans Examiner PK/MB:ag Enclosures: Bin 23 f:\butte county 015\butte county 2004\2040015-092-pcf.doc isLINHART PETERSEN POWERS ASSOCIATES 7610 Auburn Boulevard • Citrus Heights, CA 95610 (916) 725-4200 • FAX (916) 725-8242 • Toll Free (877) 235-0653 ` * RECORDING REQUESTED BY Order # AND WHEN RECORDED MAIL TO ktrfc(-. `izSu�-L 2G?) 'Z'3—'Z1 'Z143485 Recorded Official Records County Of BU f !•E CANDACL J. GRUBBS Recorder ROSHOIRY DICKSON Assistant 12:ISIPM X21 -jut -2003 REC FEE ' 10.00 PENALTY 6.00 Kathy Page 1 of 2 SPACE ABOVE THIS LINE FOR RECORDER'S USE AP# Grant Deed THIS FORM FURNISHED -`BY BIDWELL TITLE & ESCROW COMPANY The undersigned grantor(s) declare(s): Q C' j'ZL►'l-f(1r'l c.f G[)C �E?�' C�i� T�`�-��a-� Documentary transfer tax is $ Q ( ) computed on full value of property conveyed, or ( ) computed on full value of liens and encumbrances remaining at time of sale. ( ) Unincorporated area: ( ) and FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, COEWTTIy rusk AUG 0 5 2004 DEVELOPMENT hereby GRANT(S) to SERVICES the following described real property in the un l (lc0 t P OY6-' �L Garr e� County of J3 - State of California: 1 See. ctOttcke(L S5F 5 so't's. e11 L-3 h,ornLorna- u,5 State of Califorr3ia t County of � �'77�L f SS. Ong ?4 a � before me, the undersigned, a Notary Public in and for said State personally . • ���J%li'��='�i��l�-tied' personallyy-known-to-me (or proved to me on the basis of satisfactory evidence) to be the person(s{}whose name(s)is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by h'is/her/ their- signature(s) on the instrument the persons) or the entity upon behalf of which the person(s) acted execut he instrument. WITNESS my hanyl �ni3 official sell/� " y Signature 4-t' " MAIL TAX STATEMENTS TO `SC�Yn 2 a-5 Gl oue' BTE-DED-05 (2500 11/96) (This arca for official notarial seal) � BLAIP L. HERMAN - -, Statc of Californiii, described as: portion or Section 11, '1'ownslri. 22 ticularly described as follows; P North, R<lrige 4 East, M.D.B. & M., more par - Commencing at the Southwest corner of said Sectio Of said Section .11, North 89057113" n 11; thence along the South line for the parcel herein described; East, 1530.62 feet to the of said Section ll-, a distance of 1018.12 feet point of beginning thence South 89°57'13" West, along feet to a point in the centerline of thence North 25°088 the South line thence along the centerline of said road, North 5ght o 6 32 East, 47.32 a 60 foot right of way for road Norththence 7along th East purposes; North 790 . 209.11 feet; thence North 53°12'16„ East, 121.31 feet; 07 27 East, 104.53 feet East � thence sv:cr; i^� •� „� , thence North 51°55 114.08 feet; thence North 81°44'45" reeir ti,en*cz'c.0�,;-c4 3."._Fast, 160.60 feet; East, 151.25 feet; thence North 35°37'22" "SC , thence Point that bears North 0°02'47" 1�`•iy LCCL; c_........ the centerline of said road West the East, 79.35 feet to a South p 02 47 Point of beginning; thence leaving Point of beginning. East, a distance of 470.68 feet to the .TOGETHER WITH and P.ESERVING THEREFROM a right of wa utilty purposes over a strip of land 60.0 feet is described as follows: in width, the Y for road purposes and public centerline of which Commencing at tlle Southwest corner of Section 11, M.D.P. & ti. ; thence North 89'57'13" East along Township a distance of hence 9 feet;P 22 North, Range 4 East, the West, line of said Section 11, of beginning of said centerline; thence North 15°30`28" [des South 58°0.1'17" [Jest ! thence South 33°48' t' 1435.51 feet to the point South 41°07'43" West, X10.08 feet; thence South 76°08'25�e4lest27�,00.08efeet; thence ].04.53 feet thence ca South 33°17'30" West thence South 51038'41" West, ence o North 7$°17'58" 162.18 feet; thence South 81056' 56" 138.26 feet; 7N ldest, 119.32 feet; thence South 64°58 07 West, 292.79 feet; thence Wes t South 44046'33" (Jest, thence 106.80 feet; thence South 69°06'46" West 90.12 feet; South 85010'06" [Jest, ' '� , thence d 322.42 feet; thence South 71°40' " 177.06 feet; O North 79°35'48" [Jest, 39.1,01. feet; , thence North 8.5^52' 8" thence Nortlr 53057'53" West, 107.77 feet; thence 1. iJest, ,158.20 feet; Lhence South h9^ `2,33„ West, South 77012'12" West, 164.33 feet; thence South 84°17'47" 145.46 feet; thence m North 68°19'42" [Jest, west, 122.98 Feet 1-21.77 feet West ! thence N North 37°42'36" [.lest, 121� thence North 51°37' '33.60 feet; thence •58 feet; thence �!59006'26" ° 16" West, 280.60 feet; thence � Point in the centerline of. Concow Road and orth end 0 Wes said 263.91 the 63.,j feet to ALSO a non-exclusive easement for road purposes and public utility rune. scrip of land 60.0 deet in width, lying 30.0 feet on each side of _ scribed line: ilitY Purposes over a the following de - Commencing at a point in the West line of 0059'15„ East, 30.0 feet from the said Section 11 which 89057'13" Southwest corner of Point bears North East, a distance of 515.0 feet; said Section 11; ances: thence the foliowin thence North - g courses and dist- North'-53°05'16" East .. ._ ._..•.. .. _..__...... North 53°12'16" Gast 142.68 feet; thence North 79002'02" -•'-' --•-- North 51°55'39" 114.08 feet; thence North 74007 27 East' 209.11 feet; East, 160.60 feet; thence South 71° �� East thence North 47°43 35 43'34" 104.53 feet; thence ' "Last, 102.14 feet; thence North 81°!,G'!,5„ Past, 111.45 feet; ""L" 3�^'� «' East, 126.19 feet- thence North 70°2g' thence North 53007'21" .a 151.` CceL� Cl,cuce 13 East, 163.92 feet to the centerline of an existing860?Offoot easement. thence road RESERVING THEREFROM a right of way Of land 20.0 feet in width, the centerlroadoand Public utility as follows: Purposes over a strip more particularly described Commencing at the Southwest corner of Section 11' M_D.B. & hl.; thence North 89°57'13" East along the South line o Township 22 North, Range 4 East, a distance of 599.50 feet to the North a distance of 80.0 feet., mop6inte or of beginning or iaidhcenterline; then 11, 60.0 foot road easement described in the Easement a A thence of Butte Count e centerline of the County Official Records at greement recorded in Book 1502 Page 557. The right of way reserved herein is for the benefit of. and a described in that certain Deed recorded in Book 1657 of Butte cords, at page 75, and shall inure to the benefit of and an PPurtenant to the land who may hereafter become the Owners of said County Official persons Portions thereof. Y be used by all persons appurtenant property or�,any parts or 4BU1 E COUNTY AUG 0 5 2004 DEVELOPMENT SERVICES .:�, AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 '-ry 7V IIII'II IH � III' I'll"I it I'�I'I'I'I 2004—�0�47691 Recorded Official Records I REC FEE 10.00 I CONFORM County OfBUTTE 1.00 I CANDACE J. GRUBBS j Recorder ROSEMARY DICKSON j Assistant 02:36PN 05 -Aug -2004 I Alyce I Page 1 of 2 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section'26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Date - S- ` Q Ll PROPERTY OWNERS: State of Calif q� nia County of 9CA4 +c - On before me, b -I--► c�M.a I', u�- personally appeared _-fM0I, Al p 4y tw&w 4@ -Rte (or proved to me on the bass of satisfactory evidence) to be the person(s) whose name(q) is/aft subscribed to the within instrument and acknowledged to me that he/she/Omy executed the same in hisAmr/their authorized capacity(, and that by hisAtWtheir signatures) on the instrument, the person(syor the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my h d and offic' 1 seal. Signature Seal: JAMES LAMAR KINSER COMM. #1377185 NOTARY PUBLIC - CALIFORNIAN`. BUTTE COUNTY P. # $►� 2 :O My Comm. Expires Sept.'28, 2006 -.utility old ISu rt , State of California, described as: A.portion of Section 11, !�'nship 22 North, Range 4 East, M.D.B. & M., more par- ticularly described as follows: Commencing at the Southwest corner of said Section 11; thence along the South line of said Section 11, North 89°57'13" East, 1530.62 feet to the point of beginning for the parcel herein described; thence South 89°57'13" West, along the South line of said Section ll,.a distance of 1018.12 feet; thence North 25°08'32" East, 47.12 feet to a point in the centerline of a 60 foot right of way for road purposes; thence along the centerline of said'road, North 53°05'16" East, 121.31 feet; thence North 79°02'02" East, 209.11 feet; thence North 53°12'16" East, 114.08 feet; thence North 74°07'27" East, 104:.53 feet; thence North 51°55'39" East, 160.60 feet; thence Suucl: --; I'"4:'�." Gao C'; f.l'i17"Iee�•" _, Clic ;fie 'i:UrCn ri'i -4 �'3� ca5t, 1GZ.:i4 Leet; North 81°44'45" East, 151.25 feet; thence North 35'37'22" East, 79.35 feet to a point that bears North 0'02'47" West from the point of beginning; thence leaving the centerline of said road, South 0'02'47" East, a distance of 470.68 feet to the point of beginning. TOGETHER WITH and RESERVING THEREFROM a right of way for road purposes and public utilty purposes over a strip of land 60.0 feet in width, the centerline of which is described as follows: Commencing at the Southwest corner of Section 11, Township 22 North, Range 4 East, M.D.B..& It.; thence North 89'57'13" East along the South line of said Section 11, a distance of 3612.39 feet; thence North 15'30'28" West, 1435.51 feet to the point oE.beginning of said centerline; thence South 33'48139" West, 27.92 feet; thence South 58'01'17" [Jest, 410.08 feet; cn thence South 76'08'25" West, 400.08 feet; thence South 41'07'43" West, 104.53 feet; thence South 51'38'41" (Jest, c 138.26 feet; thence South 33'17'30" West, 162.18 feet; thence South 81'56'56" West, 292.79 feet; thence North 78'17'58" West, ND (= 119.32 feet; thence South 64'58'07" West, 90.12 feet; thence South 44'46'33" West, 106.80 feet; thence South 69'06'46" West, U1 =) 177.06 feet; thence South 85'10'06" West, 322.42 feet; thence South 71'40'52" West, 107.77 North feet; thence 79'35'48" West, 391.01 feet; thence North 53'57'53" West, 145.46 feet; thence Nurth 85"52'18" West, feet; y m .158-20 Lhence 4outlt 69`47'34'• West, 122.98 Peet; thence South 77'12'12" West, 164.33 feet; thence South 84'17'47" -Jest, 433.60 feet; thence North 68'19'42" West, 121.77 feet; thence North 51'37'16" (Jest, 280.60 feet; thence North 37'42'36" West, 121.58 feet; thence Ncrth 59'06'26" West, 263.91 feet to a point in the centerline of.Concow Road and the end of said centerline. ALSO a non-exclusive easement for road purposes and public utility purposes over a strip of land 60.0 feet in width, lying 30.0 feet on each side of the following de- scribgd line: Commencing at a point in the [Jest line of said Section 11, which point bears North 0'59'15" East, 30.0 feet from the Southwest corner of said Section 11; thence North 89'57'13" East, a distance of 515.0 feet; thence the following courses and dist- _. antes:. North'•53'05116" East, 142.68 feet; thence North 79'02'02" East, 209.11 feet; thence North 53'12.'16" East, 114.08 feet; y thence North 74'07'27" East, 104.53 feet; thence North 51'55'39" East, 160.60 feet; thence South 71'43'34" East, 111.45 feet; thence North 47'43'35" East, 102.14 feet; thence North 81'44'65" East 151.25 Z'ceL; L11Cuce ::u rf. ii 33"37`22" Last, 126.19 feet; thence North 53'07'21" East, 258.77 feet; thence North 70'26'13" East, 163.92 feet to the centerline of an existing 60.0 foot road ensument. RESERVING THEREFROM a right of way for road and public utility purposes over a strip of land 20.0 feet in width, the centerline of which is more particularly described as follows: Commencing A the Southwest corner of Section 11, Township 22 North, Range 4 East, M.D.B. & M.; thence North 89'57113" East along the South line of said Section 11, a distance of 599.50 feet to the point of beginning for said centerline; thence North a distance of 80.0 feet, more or less, to a point in cen�e of the 60.0 foot road easement described in ttte Easement Agreementtrecorded rinnBook 1502 of Butte County Official Records, at page 557. The right of way reserved herein is for the benefit of andappurtenant to the land described in that certain Deed recorded in Book 1657 of Butte County Official Re- cords, at page 75, and shall inure to the benefit of and any be used by all persons who may hereafter become the owners of said appurtenant property or any parts or portions thereof. SITE PLAN REVIEW APPLICATION Date: --*," AP# S -a 4 — Permit Number (if applicable)W i , r APPLICANT INFORMATION Parcel Size: S 9 P v j S Owners Name: �1 >M Y"A Owners Address: 7 y 4 N I Telephone No.: Situs Address: 7� /'t p k IN 1 Proposed Use: Residential ❑ New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other Septic Agricultural Exempt Building ❑ Other: ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well BUTTE COUNTY JUN 2 9 2004 DEVELOPiv!kAT SERVICES DO NOT WRITE BELOW THIS LINE DEVELOPMENT SER VICES INFORMATION (For Staff Use) Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval °, Site Plan Stamped Approved — / f� /0 lie. xjvy' Lt.! By 2Date 0 Page 1 of 5 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: de b 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) JZ4AI Expansive Soils (Test for expansive soils and if verified proper foundation design required) SRA - (CDF to determine specific requirements) 100 -Year Flood Plain: (See attached) • Flood Zone: Xp • Flood Panel No.: 10 & 00 WO tljfC, Index Date: t0 /?/'I 0 ❑ Sacramento River Reclamation District (Approval must be obtained from the Ca ifornia 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: Applicable Building Setbacks: ❑ Setbacks drawn on site Plan, ❑ CDF approval needed for encroachments into SRA setbacks. , r - Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front 1 Side I O1 t Side Street Rear l Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan, ❑ CDF approval needed for encroachments into SRA setbacks. , r - Page 2 of 5 Pa Applicable Development Fees: Standard Fees ❑ 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) Amount Formula * 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 n Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel '❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 Y IN Subdivision Map/Parcel Map: " Map Date of Recording: x ��- Lot: ❑ Use Permit/Minor Use Permit Book: 00 Page: q9 Permit Number: Date of Approval: Parcel Map/Subdivision Map/Use Permit Conditions ❑ Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. , Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for roa ❑■ Page 4 of 5 0 x 0 Summary of Specific Requirements: This information provided in this summary is based on the application information and on the best available data at the time of review. C:ULarrys\Building Permit Site Plan Reviewl.doc Page 5 of 5 ,?WTM" T 7- 0 o \ / 0 o � o ` COrin►�J rtment I f wunry �_enrer unve Oroville. CA 95965 (530) 538-7266 (FAX) 538-7171 National Pollutant Discharge Elimination System (NPDES) Phase If Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement [LESS THAN 1 ACRE1 c51 Project Description: ® EK-- , --,: 2- 7O Project Location and/or Parcel Number:(: i 4 By signing below, I, the project owner/owner's agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I, therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. Signed: Title: Date: % �Z® Less than 1 Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program Revised 5/24/04 2 June 2004 Subject: Roof Truss Calcs. 305 WALL STREET CHICO , CA 95928 (530) 891-8440 FAX 891-4826 RE: Smith / Stigall Residence 4046 Kakini Road, Concow Oroville, CA 95965 To Whom This May Concern: I, the undersigned, have reviewed the attached subject calculations for the steel plate and wood member trusses for the proposed new private residence. These calcs were prepared by' Longfellow Lumber Co. and its professional engineer whose stamp / signature is in place on the calcs. Si . Rchleiger, A.I.A. attached DAVE SCHLEIGER, A.C.A. ARCHITECT ARCHITECTURAL PLANNING / PROJECT PROGRAMMING r. STRUCTURAL "."IFIVED CALCULATIONS JUL °"`°°' New.Re.sidence Kakini Road Butte County, California FOR Tim Smith & Lorna Stigall PREPARED BY Paul Krohn, EIT 305 Wall Street Chico, CA 95928 Gravity loads 1 Wind loads & seismic coef. 2 Misc roofs & connections 3 Design diaphragms 4-5 Design shearwalls 6-9 Shearwal . schedule 10 Beam design 11-23 Column design 24-34 Footing design 35-38 Retaining wall design 39-42 Check transfer beam at line 3 43-49 PLAN REVIEW APPROVAL JUL 2 6 2004 UNHARTPETE.EN POOMA$ROCIATB Revision 0 4 6/4/04 GRAVITY LOADS ROOF DEAD LOAD (psfl PITCH (:12) 24 ga metal roofing 15/32" OSB TRUSS FRAMING @ 24" OC INSULATION 5/8" SHEETROCK MISCELANEOUS TOTAL (ON PITCH) HORIZONTAL 5 2.0 1.6 4.0 1.0 2.8 1.0 12.4 12.7 NET ROOF DEAD LOAD (psfl (includes uplift) 5.9 ROOF LIVE LOAD (PSF) CONSTRUCTION 16.0 FLOOR -DEAD LOAD (PSF 11-7/8" TRUSS JOISTS @ 24" OC 1.5 3/4" PLYWOOD 2,3 INSULATION 1.0 CARPET AND PAD 1.0 MISCELANEOUS 1.0 6.8 FLOOR LIVE LOAD (PSF) 40.0 EXTERIOR WALLS (PSF 3/8" OSB 1.3 2x4 framing 16" OC 1.3 insulation 0.5 1/2" sheetrock 2.5 stucco 10.0 misc. 1.0 , ' TOTAL 16.6 INTERIOR WALLS (PSF) 2x4 FRAMING 16" OC 1.3 (2) 1/2" SHEETROCK 5.0 MISCELANEOUS 1.0 TOTAL 7.3 6/4/2004 1 ----------- CALCULATE ----_ CALCULATE WIND LOADS & SEISMIC COEFICIENT wall height 8.0 ft (residential) roof height 18.0 ft (ridge) Sd 14.0 ft (mean height) exposure B 0.36 (vicinity is hilly and heavily forrested) wind speed 75 mph qs 14.50 psf building cq 1.30 (structure under 40' height) I 1.00 (residence) height, ft 0-15 15-20 Ce 1 0.62 1 0.67 P 1 11.69 1 12.63 =1 w= 11'* 11.69 psf + 3'* 12.63 psf pif UNIFORM LONGITUDINAL WIND LOAD TO ROOF (hme = 14') w = 10' * 11.69 psf 117 plf UNIFORM LONGITUDINAL WIND LOAD TO FRONT SHED ROOF (ham = 10') w = 6'* 11.69 psf 1 70 . pif WIND LOAD TO ROOFS (uplift) p = 0.7 * 14.50 psf * 0.67 6.8 Ipsf UNIFORM TRANSVERSE WIND LOAD TO FRONT ROOF w= 4'* 11.69 psf 47 • DIf CALCULATE SEISMIC COEFICIENT C. (static force method) V = (Cv*I)/(R"T) * W = 0.56 (eqn 304) V = (2.5*Ca*I*W)/R * W = 0.16 (eqn 30-5) V = 0.11 * Ca*I*W = 0.04 (eqn 30-6) eqn 30-5 governs: V=0.16*W=Cs*W Cs = 0.16 where: Z I' hn R soil profile Ct T Ca Cv Nv Na W 4/15/2004 0.30 (zone 3) 1.00 (residential) 18.00 ft 5.50 (table 16-N 1.1.a) Sd 0.02 (all other buildings) 0.17 (method A) 0.36 0.54 1.00 1.00 weight of building MISCELANEOUS ROOFS & CONNECTIONS SHED ROOF AT REAR LONGITUDINAL (wind governs by inspection): L 9 ft b 48 ft R 316 Ib (1/2 of total rxn- I assume that line 1 can handle this) OK by inspection ROOF AT FRONT TRANSVERSE (wind governs by inspection): L 16 ft b 14 ft R 748 Ib (total rxn) OK by inspection DESIGN ROTATION CONNECTIONS FOR FRONT ROOF This roof is unbraced at front and the rxn is provided by tension connections between its eaves lines and the main building. T=748lb"8'/14' 427 Ib @ line A: Connect eaves beam to top plate with LSTA9 with (8) 10d Tail = 645 Ib @ inside line: Connect eaves beam to interior wall lines with CS22-R with 12" over bm and 24' over top plates with (12) 10d total Tail = 845 Ib I assume that the interior wall lines and sheetrock ceiling can provide 427 Ib rxn 3 DESIGN ROOF DIAPHRAGM transverse (dwa riaht/left) load case 1 weight/foot L 30.0 ft ws b 48.0 ft ws / 1.4 Rwind 2497 Ib Rseismic VvAnd 52 plf R.ismic / 1.4 Rwind� 2812 Ib Vseismic RWnd2 3245 Ib 1. Total for line 2- includes wind load from shed roof 2. Total for line 3- includes wind load from front roof wind governs v 52 plf Use 15/.32" OSB unblocked nailing: 8d commons 6" at edges, 12" in field Van 240 plf SHEAR TRANSFER AT LINE 2: 742 plf 119 plf 85 plf 1782 Ib 1273 Ib 27 plf V 2812 Ib 14 ft V 201 plf Sheath gable end above shearwalls with 3/8" OSB w/ 8d com (ca 6 & 12"- v,..;= 260 plf w/ edge nailing on top chord & middle of bottom chord. Edge nailing for shearwall sheathing on bottom chord. DRAG CONNECTION AT RIDGE LINE: T = 1/2 ' 2812 Ib 1406 Ib Connect top opposing top chords with MSTA30 with (22) 10d- T,,, =1835 Ib SHEAR TRANSFER AT LINE 3: V 3245 Ib 24 ft V 135 plf Sheath gable end above shearwalls with 3/8" OSB w/ 8d com 0 6 & 12"-ya„ = 260 plf w/ edge nailing on top chord & middle of bottom chord. Edge nailing for shearwall sheathing on bottom chord. DRAG CONNECTION AT RIDGE LINE: T = 1/2 * 3245 Ib 1622 Ib Connect top opposing top chords with MSTA30 with (22) 10d- T,,, = 1835 Ib DESIGN CHORDS Chord force: T,. _ (w*L^2)/(8*b) OK by inspection longitudinal (dwa tw/bottom 390 Ib load case 3 weight/foot 514 pif L 48.0 ft WS 82 plf b 30.0 ft ws / 1.4 59 pif Rseismic Rseismic / 1.4 1973 1409 Ib Ib Rwind 2805 Ib v 93 plf vseismic 47 plf wind governs v 93 pif Use 15132" OSB unblocked nailin : 8d 6" at edges, 12" in field vo 180 plf DRAG CONNECTION AT SCREENED ROOM T = 12'* 93 pif 1122 Ib Connect beam to top plate with LSTA18 with (14)10d total- Ta„ = 1130 Ib SHEAR TRANSFER AT EAVES LINES toenail each.truss bottom chord to top plate w/ (2)16d sinkers v,q = (2 * 0.8 * 0.83 * 1.6 * 141 Ib) / 2' 150 plf (OK per CBC 2318.3.1 1) DESIGN CHORDS Chord force: T,;,. = (w*L^2)/(8*b) 274 Ib OK by inspection 0 DESIGN SHEARWALLS- LINE 3 MARK # 4 wall h 8.0' ft number of shearwalls 2 total length of shearwalls 10.00 ft DESIGN SHEARWALL SHEATHING WIND GOVERNS Rwind 3245 Ib v = R,And / total length of shearwalls 324 plf Sheathinq 3/8" OSB .nailin-q 8d commons 4" at edges and 12" in field vap 380 pif HOLDDOWNS mark # width height weight„ (net)' weight„ 0.67 * Wtw M,esw 1 1 (see roof sheet) M.t Thd hd tt ft Ib Ib. Ib ft*Ib ft*Ib . Ib 4.00 8.0 0 531 1 356 712 1 10383 1 2418 1 note 2 6.00 8.0 0 797 1 534 1602 1 15574 1 2329. 1 note 2 notes: 1. Includes uplift 2. Connect each shearwall strut to bm below with (2) ST2215 w/ (20) 16d total DESIGN SHEAR FRAMING all panel edges to be backed with 2" nom blocking or framing end members to be 4x nom or (2) 2x nailed 16d OP 12" OC, staggered 2x nom mud sill DESIGN SHEAR ANCHORAGE Nail shearply to beam with 8d A 4" OC. Nail floor sheathing to bm with 10d A 4" OC. Nail floor sheathing to blockinq betw. ioists with 10d () 4" OC. .Connect blockinq to mud sill with (6) LTP4. evenlv spaced -.T,.. = 6 * 670 Ib Provide (2) 5/8" AB per shearwalll. 0 4020 Ib DESIGN SHEARWALLS- LINE B -"� MARK # 1 wall h 8.0 ft number of shearwalls 2 total length of shearwalls 8.08 ft DESIGN SHEARWALL SHEATHING WIND GOVERNS R,M.d 2805Ib (see roof sheet) V = F;tmld / total length of shearwalls 347 plf Sheathinq 3/8" OSB nailin-q 8d commons 4" at edges and 12" in field van 380 plf HOLDDOWNS mark # width height weight,,d (net)' weighta„ 0.67 * Wt w Msj�.t Mt Thd ft ft Ib Ib Ib ft*Ib ft*Ib Ib hd 4.00 8.0 1 610 1 531 1 764 1 1529 1 11108 2395 1 note 2 4.08 8.0 1 622 1 542 1 780 1 1590 1 11331 2387 1 note 2 notes: 1. Includes uplift 2. STHD10RJ- Tai, = 2610 Ib DESIGN SHEAR FRAMING all panel edges to be backed with 2" nom blocking or framing end members to be 4x nom or (2) 2x nailed 16d 0 12" OC, staaaered 2x nom mud sill DESIGN SHEAR ANCHORAGE dia 5/8" fc 1 2000 psi min embedment 7" min IV.,, = 1.33 * 830 Ib 1104 Ib (NDS table 8.2E) mark # width V bolts req'd ft Ib ea 1 4.00 1389 2 1 4.08 1416 2 ' note: washers are to be 2"x2"x3/16" Place one bolt between 3-1/2 and 12" from each end and remainder spaced evenly per shearwall . DESIGN SHEARWALLS- LINE 2 ✓ MARK # 3 wall h 8.0 ft number of shearwalls 2 total length of shearwalls 7.33 ft DESIGN SHEARWALL SHEATHING WIND GOVERNS R.i„d 2812 Ib v = R„ri11d / total length of shearwalls 384 1 plf (see roof sheet) Sheathinq 3/8" OSB nailinq 8d commons 4" at edges and 12" in field Vag 380 plf HOLDDOWNS mark # width height weight„a (net)' weight,,, 0.67 * Wt,,w M,,�,w Ma ft ft Ih Ih Ih ft*lh ft*Ih 3 3 notes: 1. Includes uplift 2. STHD14RJ- Tall = 3800 Ib a Thd hd Ih 4.00 8.0 0 531 356 712 12277 2891 note 2 3.33 8.0 0 442 296 493 10221 2921 note 2 DESIGN SHEAR FRAMING all panel edges to be backed with 2" nom blockina or framin end members to* be 4x nom or (2) 2x nailed 16d A 12" OC, staaaered framing members recievinq edae nailina from abutting panels to be 3x nom min 2x nom mud sill (AB are derated 50% DESIGN SHEAR ANCHORAGE' Jia 5/8" fc 2000 psi min embedment 7" min Vag = 1/2 * 1.33 * 830 Ib 552 Ib (NDS table 8.2E) mark # width V bolts req'd ft Ib ea 3 4.00 1535 3 3 3.33 1278 3 note: washers are to be 2"x2"x3/16" Place one bolt between 3-1/2 and 12" from each end and remainder spaced evenly per shearwall 0 DESIGN SHEARWALLS- LINE A v' MARK # 2 wall h 8.0 ft number of shearwalls 2 total length of shearwalls 11.00 ft DESIGN SHEARWALL SHEATHING WIND GOVERNS Rw d 2805 Ib v = Rd,d / total length of shearwalls 255 plf Sheathing 3/8" OSB nailing 8d commons 6" at edges and 12" in field vs„ 260 plf HOLDDOWNS mark # width ft 2 2 notes: 1. Includes uplift 2. LSTHD8RJ- Tall = 1825 Ib (see roof sheet) height weightrw (net)' weight w, 0.67 * Wt w M,,ist Mot ft Ib Ib Ib ft*Ib ft*Ib Thd WIb 5.00 8.0 762 664 955 2389 10200 1562 note 2 6.00 8.0 914 797 1147 3440 12239 1467 note 2 DESIGN SHEAR FRAMING all panel edges to be backed with 2" nom blocking or framing- end raming end members to be U nom or (2) 2x nailed 16d Cad 12" OC, staggered 2x nom mud sill DESIGN SHEAR ANCHORAGE dia 5/8" Pc 2000 psi min embedment T' min , = 1.33 * 830 Ib 1104 Ib (NDS table 8.2E) mark # width V bolts req'd ft Ib ea 2 5.00' 1275 2 2 6.00 1530 2 note: washers are to be 2"x2"x3/16" Place one bolt between 3-1/2 and 12" from each end and remainder spaced evenly per shearwall . SHEARWALL SCHEDULE number sheathing nail and spacing (in)' I tension tie I shear I notes thickness anchorage 1 3/8" 8d @ 4,12 STHD10RJ 5/8" AB as noted 2,3,4 2 3/8" 8d @ 6,12 LSTHDBRJ 5/8" AB as noted 2,3,4 3 3/8" 8d @ 4,12 STHD14RJ 5/8" AB as noted 2,3,4,5 4 3/8" 8d @ 4,12 note 6 note 7 NOTES 1 Commons or galv box. Galvanized nails to be hot- dipped or tumbled. 2 All edges to have 2" nominal backing 3 Anchor bolt washers to be 2" x 2" x 3/16" 4 Studs at ends of shearwalls to be 4" nominal or (2) 2x nailed 12" OC w/ 16d, staggered 5 Framing members recieving nailing from abutting panels to be 3" nominal thickness 6 Connect shearwall end struts to bm below with (2) ST2215 straps each w/ (20) 16d. 7 Nail shearply to beam with 8d @ 4" OC. Nail floor sheathing to bm with 10d @ 4" OC. Nail floor sheathing to blocking betw. joists with 10d @ 4" OC. Connect blocking to mud sill with (6) LTP4, evenly spaced. Provide (2) 5/8" AB per shearwalll. )0 Beam # 1 192 in ft psf psf total FbE RDL + RLL I„ / d 17.07 ft L 16.00 ' ft C, L 192 in Cd b 5.50 in Cm - d 11.25 in Ct A 61.88 in^2 CT S 116.02 in^3 CF I 653 in^4 Ch E' 1.60E+06 psi pli E 1.60E+06 psi Fc(perp) 625 psi values for 28.0 F„ 85 psi DF #1 B & S Fb 1350 psi CALCULATE ALLOWABLE BENDING STRESS F'b = 1652 psi 1.00 1.25 (roof live load) 1.00 1.00 1.00 1.00 1.00 CALCULATE C, (KbE = 0.439) I„ 192 in ft psf psf total FbE 5447 I„ / d 17.07 ft F*bx 1688 le 347 in psf FbE / F*bx 3.23 CL 0.98. psf Rb 11.36 total 0.0 pli CALCULATE ACTUAL BENDING STRESS roof loads: tributary width RLL RDL 8.0 16.0 26.0 ft psf psf total 10.7 17.3 28.0 pli pli pli floor loads: tributary width 0.00 ft FILL 40.0 psf 0.0 pli FDL 10.0 psf 0.0 pli total 0.0 pli watt toads: tributary height 0.0 ft WDL 7.7 psf 0.0 pli total 0.0 pli total uniform live load, pli 10.7 pli total uniform live load plus dead load, pli 28.0 pli fb = (w " L^2/8)/S 1112 psi OK CHECK HORIZONTAL SHEAR PV 2688 lb F'v 106 psi f„ 65 psi OK CHECK BEARING CHECK DEFLECTION L 1.50 in A 8.25 in12 1-1360 L l 240 A P 2688 Ib LL 0.53 0.18 OK Fc 326 psi OK DL + LL 0.80 0.47 OK Beam # 2 ft psf psf total FbE RDL + RLL I„ / d 15.57 ft L 12.00 ft C, L 144 in Cd - b 3.50 in- CIV d 9.25 in Ct A 32.38 in^2 C, S 49.91 in^3 CF 1 231 in^4 Cr E' 1.60E+06 psi total E 1.60E+06 psi pli Fc(perp) 625 psi values for F„ 85 psi DF #18 & S Fb 1350 psi CALCULATE ALLOWABLE BENDING STRESS F'b = 1619 psi CALCULATE ACTUAL BENDING STRESS roof loads: tributary width RLL RDL floor loads: tributary width FLL FDL wall loads: tributary height WDL total uniform live load, pli total uniform live load plus dead load, pli fb=(w*L"2/8)/S 1108 psi OK CHECK HORIZONTAL SHEAR PV 1536 Ib F„ 106 psi If, 71 psi OK 1.00 1.25 (roof live load) 1.00 1.00 1.00 1.00 1.00 CALCULATE C, (KbE = 0.439) 1„ 144 in ft psf psf total FbE 3544 I„ / d 15.57 ft F*bx 1688 le 262 in psf FbE / F*bx 2.10 CL 0.96 psf Rb 14.08 4..0 16.0 14.0 ft psf psf total 5.3 4.7, 10.0 pli pli pll 0.00 ft 40.0 psf 0.0 pli 10.0 psf 0.0 pli total 0.0 pli 8.0 ft 17.0. psf 11.3 pli total 11:3 pli 5.3 pli 21.3 pli CHECK BEARING CHECK DEFLECTION L 1.50 in A 5.25 in^2 L 1 360 L 1240 0 P 1536 Ib LL 0.40 0.08 OK fc 293 psi OK DL + LL 0.60 0.32 OK 1�2- Beam # 3 156 in ft psf psf total RDL + RLL 3298 I„ / d L 13.00 ft C, - L 156 in Cd b 3.50 in CN . d 9.25 in Ct A 32.38 in^2 CT S 49.91 in^3 CF 1 231 in^4 Cr E' 1.60E+06 psi E 1.60E+06 psi 33.0 Fc(perp) 625 psi values for F„ 85 psi DF #18 & S pli Fb 1350 psi 6.7 pli CALCULATE ALLOWABLE BENDING STRESS F'b = 1611 psi 17.5 1.00 1.25 (roof live load) 1.00 1.00 1.00 1.00 1.00 CALCULATE C, (KbE = 0.439) 1„ 156 in ft psf psf total FbE 3298 I„ / d 16.86 ft F" bX 1688 le 282 in psf FbE / F - b, 1.95 CL 0.95 psf Rb 14.59 CALCULATE ACTUAL BENDING STRESS roof loads: tributary width RLL RDL 5.0 16.0 26.0 ft psf psf total 6.7 10.8 17.5 pli pti pli floor loads: tributary width 0.00 ft FLL 40.0 psf 0.0 pli FDL 10.0 psf 0.0 pli total 0.0 pli wall loads: tributary height 0.0 ft WDL 33.0 psf 0.0 pli total 0.0 pli total uniform live load, pli 6.7 pli total uniform live load plus dead load, pli 17.5 pli fb = (w * L^2/8)/S 1067 psi OK CHECK HORIZONTAL SHEAR PV 1365 Ib F„ 106 psi f„ 63 psi OK CHECK BEARING CHECK DEFLECTION L 1.50 in A 5.25 in" -2 L 1360 L 1240 A P 1365 Ib LL 0.43 0.14 OK fC 260 psi OK DL + LL 0.65 0.37 OK 13 CONTIUOUS RIDGE BEAMy TJ -sears M) 6.10 Serial Number. 7 694 5 1/8" x 10 1/2" Classic GlulamTm (24F - V4 DF) User. 2 6/3/2004 5:06:34 PM Pagel Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: OM2 Roof Slope0M2 Overall Dimension: 32' 10 0" L -f 3w mi ;q q� b 6.6.. s 13-6" a 12' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 24' - Primary Load Group - Roof (psf): 16.0 Live at 125 % duration, 12.7 Dead SUPPORTS: DESIGN CONTROLS: Maximum Design Input Bearing Vertical Reactions (lbs) Detail Other Passed (41%) Width Length Live/DeadlUplift/Total Passed (65%) Live Load Defl (in) 1 Wood column 3.50" 3.50" 4858 / 3923 10 18781 By Others None 2 Wood column 3.50" 3.50" 5694 / 4404 /0 /10098 By Others None 3 Wood column 3.50" 3.50° 2420 /1845 /0 /4265 By Others None -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): By Others DESIGN CONTROLS: Maximum Design Control Control Shear(Ibs) 5132 4415 10763 Passed (41%) Moment (Ft -Lbs) -11855 -11855 18148 Passed (65%) Live Load Defl (in) 0.277 0.376 Passed (2U489) Total Load Defl (in) 0.378 0.565 Passed (2L/358) Location Lt. end Span 2 under Roof ADJACENT span loading Bearing 2 under Roof ADJACENT span loading Left OH under Roof ALTERNATE span loading Left OH under Roof ALTERNATE span loading -Deflection Criteria: Specif`ied(LL.L/360,TL:L/240). Additional checks follow. -Left Overhang:(LL:U180, TL:U120). -Right Overhang:(LL:0.2W', TL:0.20(")- -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate and adjacent member pattern loading. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. -The analysis presented is appropriate for Classic GlulamTm beams by Weyerhaeuser - PROJECT INFORMATION: Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJ -Beam® is a registered trademark of Trus Joist. Classic Glulam- is a trademark of Weyerhaeuser. 1� OPERATOR INFORMATION: Paul Krohn Paul Krohn 305 Wall Street Chico, CA 95928 Phone: (530) 8941165 Fax :(530) 891-0826 pkrohn@chico.com PROJECT INFORMATION: Copyright O 2003 by Trus Joist, a Weyerhaeuser Business TJ -Beam® is a registered trademark of Trus Joist. Classic Glulam" is a trademark of Weyerhaeuser. OPERATOR INFORMATION: Paul Krohn Paul Krohn 305 Wall Street Chico, CA 95928 Phone: (530) 8941165 Fax :(530)891-4826 pkrohn@chico.com C:\Documents and Settings\Paul\My Documents\structural jobs\Smith-Stigal l\beams\ridge beam.sms a c 141" t CONTIUOUS RIDGE BEAM ""�'�`''/ "`151 5.1/8" x 101/2" Classic GlulamT"" (24F - V4 DF) TJ-Beam(TM) 6.10 Serial Num r. 7003004694 PM P get EngginneOUser 2 Versioiorc 1. 0.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 5' 7.75" ^ 13' 4.25" ^ 11' 10.25" l' 1.75" Max. Vertical Reaction Total (lbs) 8781 10098 4265 Max. Vertical Reaction Live (lbs) 4858 5694 2420 Required Bearing Length in 2.64(5) 3.03(S) 1.50(S) Max. Unbraced Length (in) 256 32 32 32 32 32 256 Loading on all spans, LDF = 0.90 1.0 Dead Design Shear (lbs) -1470 1804 -1792 1963 -1156 40 Max Shear (lbs) -1795 2128 -2117 2287 -1481 364 Member Reaction (lbs) 3923 4404 1845 Support Reaction (lbs) 3923 4404 1845 Moment (Ft -Lbs) 0 -5066 2059 -4989 3241 -209 0 Loading on all spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor + 1.0.Roof Design Shear (lbs) -3246 3983 -3957 4334 -2553 88 ' Max Shear (lbs) -3963 4699 -4674 5050 -3270 804 Member Reaction (lbs) 8662 9724 4074 Support Reaction (lbs) 8662 9724 4074 Moment (Ft -Lbs) 0 -11186 4546 -11015 7156 -461 0 Live Deflection (in) 0.123 0.046 0.087 -0.030 Total Deflection (in) 0.224 0.084 0.159 -0.056 ALTERNATE span loading on odd # spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor + 1.0 Roof Design Shear (lbs) -3246 3064 -2704 4156 -2731 64 Max Shear (lbs) -3963 3585 -3224 4872 -3448 584 Member Reaction (lbs) 7548 8096 4032 Support Reaction (lbs) 7548 8096 4032 Moment (Ft -Lbs) 0 -11186 1416 -8777 8134 -335 0 Live Deflection (in) 0.277 -0.062 0.126 -0.041 Total Deflection (in) 0.378 -0.039 0.197 -0.067 ALTERNATE span loading on even # spans, LDF = 1.25 1.0 Dead + 1.0 Floor + 1.0 Roof Design Shear (lbs) -2358 3812 -4128 3327 -1677 86 Max Shear (lbs) -2879 4528 -4845 3847 -2197 804 Member Reaction (lbs) 7407 8692 3001 Support Reaction (lbs) 7407 8692 3001 Moment (Ft -Lbs) 0 -8126 6481 -10239 4273 -461 0 Live Deflection (in) -0.093 0.129 0.009 -0.004 Total Deflection (in) -0.017 0.167 0.078 -0.029 PROJECT INFORMATION: Copyright O 2003 by Trus Joist, a Weyerhaeuser Business TJ -Beam® is a registered trademark of Trus Joist. Classic Glulam" is a trademark of Weyerhaeuser. OPERATOR INFORMATION: Paul Krohn Paul Krohn 305 Wall Street Chico, CA 95928 Phone: (530) 8941165 Fax :(530)891-4826 pkrohn@chico.com C:\Documents and Settings\Paul\My Documents\structural jobs\Smith-Stigal l\beams\ridge beam.sms CONTIUOUS RIDGE BEAM ""`�151"� 5 1/8" x 10 1/2" Classic Glulam"m (24F - V4 DF) TJ-Beam(TM) 6.10 Serial Num 7003004694 Page3 EngineVers�ion 110.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support # 1, LDF = 1.25, 1.0 Dead + 1.0 Floor + 1.0 Roof Design Shear (lbs) -3246 4102 -3838 3258 -174.5 88 Max Shear (lbs) -3963 4818 -4555 3779 -2266 804 Member Reaction (lbs) 8781 8334 3070 Support Reaction (lbs) 8781 8334 3070 Moment (Ft -Lbs) 0 -11186 5351 -9429 4573 -461 0 Live Deflection (in) 0.084 0.080 0.019 -0.008 Total Deflection (in) 0.186 0.118 0.090 =0.033 ADJACENT span loading over support # 2, LDF = 1.25, 1.0 Dead + 1.0 Floor + 1.0 Roof Design Shear (lbs) -2358 3691 -4249 4415 -2472 64 Max Shear (lbs) -2879 4407 -4966 5132 -3188 584 Member Reaction (lbs) 7286 10098 3773 Support Reaction (lbs) 7286 10098 3773 Moment (Ft -Lbs) 0 -8126 5711 -11855 6907 -335 0 Live Deflection (in) -0.054 0.095 0.076 -0.028 Total Deflection (in) 0.048 0.133 0.147 -0.053 ADJACENT span loading over support # 3, LDF = 1.25, 1.0 Dead + 1.0 Floor + 1.0 Roof Design Shear (lbs) -3246 3067 -2701 4143 -2745 88 Max Shear (lbs) -3963 3587 -3222 4859 -3461 804 Member Reaction (lbs) 7550 8081 4265 Support Reaction (lbs) 7550 8081 4265 Moment (Ft -Lbs) 0 -11186 1432 -8747 8073 -461 0 Live Deflection (in) 0.276 -0.062 0.124 -0.090 Total Deflection (in) 0.378 -0.039 0.195 -0.066 PROJECT INFORMATION: OPERATOR INFORMATION: Paul Krohn Paul Krohn 305 Wall Street Chico, CA 95928 Phone: (530) 8941165 Fax :(530)891-4826 pkrohn@chico.com Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJ-Beamq) is a registered trademark of Trus Joist. Classic Glulam" is a trademark of Weyerhaeuser. )( ejw� FLOOR JOISTS -:�1�t"Z�"erh'�:xwer Business r TJ-BeamoM) 5.10 serial Number. 70MM4694 9 112n TJI0110 @ 2An o1C User. 2 4/162004 5:14:10 PM Pagel Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 37' — – r b 12'4" b 12' 4 d 12' 4 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing DESIGN CONTROLS: Maximum Shear (lbs) 775 Vertical Reaction (lbs) 1495 Moment (Ft -Lbs) -1749 Live Load Defi (in) Total Load Defl (in) - TJPro Vertical Reactions (Ibs) Live0ead/U plitt/Total 4541121101575 1172 /32310 / 1495 11721323 /0 /1495 454/121 /0/575 Detail Other End, Rim Width Length 1 Stud wall 3.50" 2.25' 2 Stud wall 3.50" 3.50" 3 Stud wall 3.50" 3.50" 4 Stud wall 3.50" 2.25" DESIGN CONTROLS: Maximum Shear (lbs) 775 Vertical Reaction (lbs) 1495 Moment (Ft -Lbs) -1749 Live Load Defi (in) Total Load Defl (in) - TJPro Vertical Reactions (Ibs) Live0ead/U plitt/Total 4541121101575 1172 /32310 / 1495 11721323 /0 /1495 454/121 /0/575 Detail Other End, Rim 1 Ply 1 1 /4" x 9 A 1Z 0.8E TJ -Strand Rim Board® Intermediate None Intermediate None End, Rim 1 Ply 1 1/4" x 912" 0.8E TJ -Strand Rim Board® Design Control Control 709 1342 Passed (53%) 1495 1935 Passed (77%) -1749 2380 Passed (73%) 0.180 0.404 Passed (L/808) 0.218 0.606 Passed (L/669) 43 40 Passed Location Lt. end Span 3 under Floor ADJACENT span loading Bearing 3 under Floor ADJACENT span loading Bearing 3 under Floor ADJACENT span loading MID Span 1 udder Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading Span 2 -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED 8 NAILED wood decking.. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate and adjacent member pattern loading. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED 8 NAILED 23W Panels (24" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - 12" Direct Applied Gypsum Ceiling. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.08 PROJECT INFORMATION: Copyright O 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beams are registered trademarks of Trus Joist. e -I Joist -,Pros' and TJ -Prom are trademarks of Trus Joist. OPERATOR INFORMATION: Paul Krohn Paul Krohn 305 Wall Street Chico, CA 95928 Phone: (530) 8941165 Fax :(530) 891-4826 pkrohn@chico.com i u� �J��[//�j)/,�$ FLOOR JOISTS TJ-Beam(TM) 6.10 Serial Nu`m6e,. 7 03 , 91/2 TJ I®110 @ 24" o/c User. 2 4116P1004 5:14:11 PM Page3 Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group -Loading on all ^ 12' 1.50" ^ 12' 4.00" A 12' 1.50" ^ Max. Vertical Reaction Total (lbs) 575 1495 1495 575 Max. Vertical Reaction Live (lbs) 454 1172 1172 454 Selected Bearing Length (in) 2.25(W) 3.50(W) 3.50(W) 2.25(W) Max. Unbraced Length (in) 32 32 32 32 32 424 • -1553 1214 Loading on all spans, LDF = 0.90 , 1.0 Dead `Dotal Deflection (in) Design Shear (lbs) 114 -160 135 -135 160 -114 Max Shear (lbs) 116 -175 148 -148 175 -116 Member Reaction (lbs) 116 323 323 116 Support Reaction (lbs) 121 323 323 121 Moment (Ft -Lbs) 280 -358 98 -358 280 -Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) 494 -694 584 -584 694 -494 Max Shear (lbs) 502 -759 641 -641 759 -502 Member Reaction (lbs) 502 1400 1400 502 Support Reaction (lbs) 524 1400 1400 524 Moment (Ft -Lbs) 1214 -1553 424 • -1553 1214 Live Deflection (in) 0.125 0.020 0.125 `Dotal Deflection (in) 0.163 0.026 0.163 ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) 544 -647 135 -135 647 -544 Max Shear (lbs) 553 -708 148 -148 708 -553 Member Reaction (lbs) 553 856 856 553 Support Reaction (lbs) 575 856 856 575 Moment (Ft -Lbs) 14'70 -940 -484 -940 1410 Live Deflection (in) 0.180 -0.112 0.180 Total Deflection (in) 0.218 -0.106 0.218 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) 63 -207 584 -584 207 -63 Max Shear (lbs) 65 -226 641 -641 226 -65 Member Reaction (lbs) 65 867 867 65 Support Reaction (lbs) 70 867 867 70 Moment (Ft -Lbs) 89 -971 1006 -971 89 Live Deflection (in) -0.059 0.132 -0.059 Total Deflection (in) -0.035 0.137 -0.035 PROJECT INFORMATION: Copyright O 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist -,Pro" and TJ -Pro" are trademarks of Trus Joist. OPERATOR INFORMATION: Paul Krohn Paul Krohn 305 Wall Street Chico, CA 95928 Phone: (530) 8941165 Fax : (530) 891-4826 pkrohn@chico.com C:\Documents and Settings\Paul\My Documents\Smith-Stigall\beams\FLOOR. JOIST.sms on FLOOR JOISTS TJ-BeamjM)6.10Serial mbe 7o0.�'�04�4 9 1/2" TJI®110 @ 24" o/c User. 2 4/16J2004 5:14:11 PM Page4 Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support # 2, LDF = 1.00, 1.0 Dead + 1.0 Floor Design Shear (lbs) 478 -709 658 -511 192 -80 Max Shear (lbs) 486 -775 720 -562 209 -82 Member Reaction (lbs) 486 1495 772 82 Support Reaction (lbs) 508 1495 772 87 Moment (Ft -Lbs) 1137 -1749 745 -775 139 Live Deflection (in) 0.109 0.078 -0.040 Total Deflection (in) 0.146 0.084 -0.020 ADJACENT span loading over support # 3, LDF = 1.00, 1.0 Dead + 1.0 Floor Design Shear (lbs) 80 -192 511 -658 709 -478 Max Shear (lbs) 82 -209 562 -720 775 -486 Member Reaction (lbs) 82 772 1495 486 Support Reaction (lbs) 87 772 1495. 508 Moment (Ft -Lbs) 139 -775 '145 -1749 1137 Live Deflection (in) -0.040 0.078 0.109 Total Deflection (in) -0.020 0.084 0.146 PROJECT INFORMATION: Copyright O 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist-,Prc;- and TJ -Pro's are trademarks of Trus Joist. l9 OPERATOR INFORMATION: Paul Krohn Paul Krohn 305 Wall Street Chico, CA 95928 Phone: (530) 8941165 Fax :(530) 891-4826 pkrohn@chico.com Floor girders 0.0 16.0 26.0 FbE DL_ + LL I„ / d 3.31 floor loads: tributary width L 6.00 ft C, L 72 An Cd b 5.50 in CM d 7.25 in ct A 39.88 in^2 CT S 48.18 in^3 CF 1 175 in^4 Ch E' 1.30E+06 psi E 1.30E+06. psi 33.0 Farem> 625 psi values for F„ 85 psi DF #2 8&S pli Fb 875 psi 41.0 pli CALCULATE ALLOWABLE BENDING STRESS F'b = 874 psi 53.3 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CALCULATE C, (KbE = 0.439) 1„ 24 in 0.0 16.0 26.0 FbE 39119 I„ / d 3.31 floor loads: tributary width F'b. 875 le 61 in FbE / F -b., 44.71 CL 0.999 41.0 Rb 3.82 CALCULATE ACTUAL BENDING STRESS roof loads: tributary width RLL ' RDL 0.0 16.0 26.0 ft psf psf total 0.0 0.0 0.0 pli pli pli floor loads: tributary width 12.30 ft FLL 40.0 psf 41.0 pli FDL 12.0 psf 12.3 pli total 53.3 pli wall loads: tributary height 0.0 ft WDL 33.0 psf 0.0 pli total 0.0 pli total uniform live load, pli 41.0 pli total uniform live load plus dead load, pli 53.3 pli fb=(w*L^2/8)/S 717 psi OK CHECK HORIZONTAL SHEAR Pv 1532 Ib F'v 85 psi fv 58 . psi OK CHECK BEARING CHECK DEFLECTION L 1.50 in A 8.25 in^2 L / 360 L / 240 0 P 1919.Ib LL 0.20 0.06 OK fc 233 psi OK DL + LL 0.30 0.08 OK 20 4' maximum span sawn header beam RDL + RLL 16513 I„ / d 8.73 ft L 4.00 ft Cr L 48 in Cd b 3.50 in Cm Cl 5.50 in Ct A 19.25 in^2 CT S 17.65 in13 CF 1 49 in^4 Ch E' 1.60E+06 psi E 1.60E+06 psi Fc(perp) 625 psi values for F„ 95 psi DF #2 Fb 900 psi CALCULATE ALLOWABLE BENDING STRESS F'b = 1121 1 psi CALCULATE ACTUAL BENDING STRESS roof loads: tributary width RLL RDL floor loads: tributary width FLL FDL wall loads: tributary height WDL total uniform live load, pli total uniform live load plus dead load, pli fb = (w * L^2/18)/S 468N si OK CHECK HORIZONTAL SHEAR PV 689 Ib F„ 119 psi fv 54 psi OK 1.00 1.25 (roof live load) 1.00 1.00 1.00 1.00 1.00 CALCULATE C, (KbE = 0.439) I„ 48 in psf psf total FbE 16513 I„ / d 8.73 ft F*bx 1.125 le 95 in psf FbE / F*b), 14.68 CL 1.00 psf Rb 6.52 ipxll it 16.0 12.7 psf psf total 16.0 12.7 28.7 pli pli pli 0.00 ft 40.0 psf 0.0 pli 10.0 psf 0.0 pli total 0.0 pli 0.0 ft 7.7 psf 0.0 pli total 0.0 pli 16.0 pli 28.7 pli CHECK BEARING CHECK DEFLECTION L 1.50 in A 5.25 in^2 L 1360 L 1240 0 P 689 Ib LL 0.13 0.01 OK fc 131 psi OK DL + LL 0.20 0.03 OK t CHECK 6 HEADER WITH POINT LOAD TJ-9eam(nJl)6.10 serialNurnbbeer7"r0MO 3 1l2" x 5 112" 1.6E Solid Sawn Douglas Fir #2 User. 2 6/42004 8:48:02 AM Pagel Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: OM2 Roof Slope0M2 1 4 1 Ell 20 b li All dimensions are horizontal. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 4' Primary Load Group - Roof (psf): 16.0 Live at 125 % duration, 15.0 Dead Vertical Loads: Product Diagram is Conceptual. Type Class Live Dead Location Application Comment Point(lbs) Roof(1.25) 500 500 3' - PT FROM RIDGE SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Other Width Length Live/Dead/Upliftrrotal 1 Trimmers 3.50" 3.50" 442 /444/0/886 By Others None 2 Trimmers 3.50" 3.50" 442 / 444/0/886 By Others None -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): By Others DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) .864 -789 1524 Passed (52%) Rt. end Span 1 under Roof loading Moment (Ft -Lbs) 1933 1933 2090 Passed (92%) MID Span 1 under Roof loading Live Load Defl (in) 0.061 0.189 Passed (L/999+) MID Span 1 under Roof loading Total Load Defl (in) 0.123 0.283 Passed (L/554) MID Span 1 under Roof loading &41 -Deflection Criteria: Specified(LL:L/360,TL:L240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of increase. -Analysis based on vertical loads only and assumes structural supports as noted in the input. Axial loads are not considered in this analysis. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn lumber materials. -Allowable Stress Design methodology was used for Building Code UBC analyzing the solid sawn lumber material listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Paul Krohn Paul Krohn 305 Wall Street Chico, CA 95928 Phone: (530) 894-1165 Fax :(530) 891-4826 pkrohn@chico.com Copyright O 2003 by Trus Joist, a Weyerhaeuser Business C:\Documents and Settings\Paul\My Documents\Smith-Stiga11\beams\6' HEADER.sms z 4n A CHECK 6' HEADER WITH POINT LOAD TJ-Beam(rK6.10Serial Nu%m rr7', D 4 31/2" x 5 1/2" 1.6E Solid Sawn Douglas Fir #2 User. 2 6/4/2004 8:48:02 AM Page Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 5' 8.00" ^ Max. Vertical Reaction Total (lbs) 886 886 Max. Vertical Reaction Live (lbs) 442 442 Required Bearing Length in 1.50(W) 1.50(W) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 0.90 , 1.0 Dead Design Shear (lbs) 395 -395 Max Shear (lbs) 433 -433 Member Reaction (lbs) 433 433 Support Reaction (lbs) 444 444 Moment (Ft -Lbs) 968 Loading on all spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor + 1.0 Roof Design Shear (lbs) 789 -789 Max Shear (lbs) 864 -864 Member Reaction (lbs) 864 864 Support Reaction (lbs) 886 886 Moment (Ft -Lbs) 1933 Live Deflection (in) 0.061 Total Deflection (in) 0.123 PROJECT INFORMATION: OPERATOR INFORMATION: Paul Krohn Paul Krohn 305 Wall Street Chico, CA 95928 Phone: (530) 8941165 Fax :(530)891-4826 pkrohn@chico.com Copyright O 2003 by Trus Joist, a Weyerhaeuser Business C:\Documents and Settings\Paul\My Documents\Smith-Stigall\beams\6' HEADER.sms -2-3 COLUMN # 1 D + 0.75 * (LR + W) Ke 1 (= 1 for pinned ends) Values for DF # 2 KbE 0.438 (_ .438 for visually graded lumber) Fb 900 psi c 0.8 (_ .8 for sawn lumber) . Fc 1350 psi KBE 0.3 (_ .3 for visually graded lumber) E 1.60E+06 psi Cr 1.00 CF 1.00 (for Fb) P 3800 lbs CF 1.00 (for F j L 8 ft Cd 1.6 (wind) L 96 in Cm 1 (dry condition) b- 5.5 in Ct 1 (normal temperature) d 3.5 in CT 1 (default value) Ci 1 (compression face continuously supported) CALC UNIFORM LOADING (WIND) Wtributary 7 ft P 8.77 psf w 61.37 plf w 5:11 pli Mmax le .S A= fc= FSE= F* C= E'= FbE/F*b= FcE/F*c= CP= Ci= fb= Rb= FbE= * b — _ 5,892 96 11.23 19.25 197.40 638 2160 1.60E+06 43.81 0.295 0.275 1.00 524.68 3.33 63092.86 1440.00 in*lbs in in^3 in"2 CHECK COLUMN- BEAM INTERACTION psi 2 Psi F' + 1 * Pbb � 1? _ c 1 — �c . FcE CALCULATE RESULTS 0.64 1 OK F'b= 1440 psi OK fc 197 psi F1 C= 593 psi OK �Ct COLUMN # 1 D+ LR Values for DF # 2 Fb 900 psi 'Fc 1350 psi E 1.60E+06 psi P 4400 lbs L 8 ft L 96 in b 5.5 in d 3.5 in Ke KbE c KcE C, CF CF Cid Cm Ct CT C, CALC UNIFORM LOADING (WIND) Wtributary 0 ft P 19.98 psf w 0.00 plf w - 0.00 pli Mmax le S A= fc= FcE= F*C= E'= FbE/F*b= FcE/F*c= CP= C,= fb= Rb= FbE= * b — _ 0 96 11.23 19.25 228.57 ,638 1687.5 1.60E+06 56.08 0.378 0.342 1.00 0.00 3.33 63092.86 1125.00 in*Ibs in in"3 in^2 psi psi 1 (= 1 for pinned ends) 0.438 (_ .438 for visually graded lumber) 0.8 (_ .8 for sawn lumber) 0.3 (_ .3 for visually graded lumber) 1.00 1.00 (for Fb) 1.00 (for Fc) 1.25 (live roof) 1 (dry condition) 1 (normal temperature) 1 (default value) 1 (compression face continuously supported) CHECK COLUMN- BEAM INTERACTION (_L_)2 F' + 1{' *Fb <1? _ c 1_ ✓c b -). FcE CALCULATE RESULTS na F'b= 1125 psi OK fc 229 psi F'C= 578 psi OK COLUMN # 1 D + 0.75 * (LR + W) Ke 1 (= 1 for pinned ends) Values for DF # 2 KbE 0.438 (_ .438 for visually graded lumber) Fb 900 psi c 0.8 (_ .8 for sawn lumber) Fc 1350 psi KcE 0.3 (_ .3 for visually graded lumber) E 1.60E+06 psi C, 1.00 CF 1-00 (for Fb) P 3800 lbs CF 1:00` (for F,) L 8 ft Cd 1.6 (wind) L 96 in Cm 1 (dry condition) b 5.5 in Ct 1 (normal temperature) d 3.5 in CT 1 (default value) Ci 1 (compression face continuously supported) CALC UNIFORM LOADING (WIND) Wtnbutary 7 ft P 8.77 psf w 61.37 plf w .5.11 pli Mmax le S A= fc= FcE= F* = Ec FbE/F*b= FcE/F*c= CP= Ci= fb= Rb= FbE= F* b- 5,892 96 11.23 19.25 197.40 638 2160 1.60E+06 43.81 0.295 0.275 1.00 524.68 3.33 63092.86 1440.00 n*Ibs In in^3 in^2 CHECK COLUMN- BEAM INTERACTION psi 2 psi F► + 1 * Pb <1? _ c 1 _ �c b- FcE CALCULATE RESULTS F'b= 1440 psi OK fc 197 psi F1 C= 593 psi OK CALCULATE EFFECTIVE DIAMETER "d" OF TAPERED ROUND COLUMN # 2 "T used only for calculation of CP Reference 1997 NDS 3.7.2 & 3.7.3 dmin 11 in dmax 14 in a 0.5 (both ends simply supported, tapered towards one end) d 12.4 in ROUND TAPERED COLUMN # 2 Ke 1 ( for pinned ends) VALUES FOR DF UTILITY KbE 0.438 ( for visually graded lumber) Fb 275 psi c 0.85 (for round timbers) Fc 900 psi KBE 0.3 (for visually graded lumber) . E 1.30E+06 psi C, 1.00 CF 1.00 (for Fb) dm;n 11 in CF 1.00 (for F j P 8900 lbs Cd -1.25 (roof live load) L 16 ft Cm 1 (dry condition) L 192 in Ct 1 (normal temperature) CALC UNIFORM LOADING (WIND) Wtributary 0 ft P 8.77 psf w 0.00 plf w 0.00 pli Mmax le r S A fc FcE F*c E' FbE/F*b FcE/F*c CP C, fb Rb FbE F* b 0 192.00 3.10 187.34 95 93.65 102 1125 1.30E+06 0.43 0.090 0.089 1.00 0.00 61.92 148.52 343.75 n*Ibs n n n^3 CHECK COLUMN- BEAM INTERACTION n^2 psi 2 c 1_ Jc b na psi FcE CALCULATE RESULTS F'b= 344 psi OK fc 94 psi F1 C= 100 psi OK Note: S and r are based on deffective while A is based on dm;n. CALCULATE EFFECTIVE DIAMETER "d" OF TAPERED ROUND COLUMN.# "T used only for calculation of CP Reference 1997 NDS 3.7.2 & 3.7.3 dmin 11 in dmax 15 in a 0.5 (both ends simply supported, tapered towards one end) d 12.8 in 0 �L-'7 CALC UNIFORM LOADING (WIND) Wtnbutary 0" ft P 8.77 psf w 0.00 plf W. 0.00 pli Mmac le r S A fc FcE F* E' FbE/F*b FcE/F*c CP C, fb Rb FbE F* b 0 192.00 3.21 207.82 95 106.28 109 1125 1.30E+06 0.46 0.097 0.095 1.00 0.00 59.81 159.16 343.75 n*lbs In in in13 CHECK COLUMN- BEAM INTERACTION in^2 Psi i F'c 1 _ ('fc F'b - psi FSE CALCULATE RESULTS F'b= 344 psi fc 106 psi F1 C= 107 psi Note: S and r are based on deffective while A is based on dm;n. 30 na OK OK ROUND TAPERED COLUMN # 3 Ke 1 ( for pinned ends) VALUES FOR DF UTILITY KbE 0.438 ( for visually graded lumber) Fb 275 psi c 0.85 (for round timbers) Fc 900 psi KcE 0.3 (for visually graded lumber) E 1.30E+06 psi Cr 1.00 CF 1.0.0 (for Fb) dmi„ 11 in CF 1.00 (for Fc) P 10100 lbs Cd 1.25 (roof live load) L 16 ft Cm 1 (dry condition) L 192 in Ct 1 (normal temperature) CALC UNIFORM LOADING (WIND) Wtnbutary 0" ft P 8.77 psf w 0.00 plf W. 0.00 pli Mmac le r S A fc FcE F* E' FbE/F*b FcE/F*c CP C, fb Rb FbE F* b 0 192.00 3.21 207.82 95 106.28 109 1125 1.30E+06 0.46 0.097 0.095 1.00 0.00 59.81 159.16 343.75 n*lbs In in in13 CHECK COLUMN- BEAM INTERACTION in^2 Psi i F'c 1 _ ('fc F'b - psi FSE CALCULATE RESULTS F'b= 344 psi fc 106 psi F1 C= 107 psi Note: S and r are based on deffective while A is based on dm;n. 30 na OK OK CALCULATE EFFECTIVE DIAMETER "d" OF TAPERED ROUND COLUMN # 4 "T used only for calculation of CP Reference 1997 NDS 3.7.2 & 3.7.3 dmin 5 in dmax 6 in a 0.5 (both ends simply supported, tapered towards one end) d 5.5 in 3r CALC UNIFORM LOADING (WIND) Wtn'butary 0 ft P 8.77 psf w 0.00 plf w 0.00 pli Mmax le r S A fc FcE F* E' FbE/F*b FcEIF*c CP C, fb Rb FbE F*b 0 96.00 1.37 16.11 20 73.85 79 1125 1.30E+06 0.34 0.070 0.070 1.00 0.00 70.14 115.75 343.75 in*lbs in in in"3 CHECK COLUMN- BEAM INTERACTION in"2 psi 2 Fl_ + 1 * fb <1? _ na psi 1 _ �c b cE CALCULATE RESULTS F I b = 344 psi fc 74 psi Ff C= psi Note: S and r are based on deffective while A is based on dm;n. �z OK OK ROUND TAPERED COLUMN # 4 • Ke 1 ( for pinned ends) VALUES FOR DF UTILITY KbE 0.438 ( for visually graded lumber) Fb 275 psi c 0.85 (for round timbers) Fc 900 psi KBE 0.3 (for visually graded lumber) E 1.30E+06 psi Cr 1.00 CF 1.00 (for Fb) dm;n 5 in CF 1.00 (for Fc) P 1450 lbs Cd 1.25 (roof live load) L 8 ft Cm 1 (dry condition) L 96 in Ct 1 (normal temperature) CALC UNIFORM LOADING (WIND) Wtn'butary 0 ft P 8.77 psf w 0.00 plf w 0.00 pli Mmax le r S A fc FcE F* E' FbE/F*b FcEIF*c CP C, fb Rb FbE F*b 0 96.00 1.37 16.11 20 73.85 79 1125 1.30E+06 0.34 0.070 0.070 1.00 0.00 70.14 115.75 343.75 in*lbs in in in"3 CHECK COLUMN- BEAM INTERACTION in"2 psi 2 Fl_ + 1 * fb <1? _ na psi 1 _ �c b cE CALCULATE RESULTS F I b = 344 psi fc 74 psi Ff C= psi Note: S and r are based on deffective while A is based on dm;n. �z OK OK CALCULATE EFFECTIVE DIAMETER "d" OF TAPERED ROUND COLUMN # 5 "T used only for calculation of CP Reference 1997 NDS 3.7.2 & 3.7.3 dmin ' 7.5 in dmax 10 in a 0.5 (both ends simply supported, tapered towards one end) d 8.7 in 33 ROUND TAPERED COLUMN # 5 Ke 1 ( for pinned ends) VALUES FOR DF UTILITY KbE 0.438 ( for visually graded lumber) Fb 275 psi dm;n c 0.85 (for round timbers) Fc 900 psi P KcE 0.3 (for visually graded lumber) E 1.30E+06 psi L Cr 1.00 1 CALC UNIFORM LOADING (WIND) Wtributary 0 ft P 8.77 psf w 0.00 plf w 0.00 pli Mmax le r S A fc FcE F* E' FbE/F*b FcE/F*c Cp C, fb Rb FbE F* b 0 168.00 2.16 63.68 44 63.02 65 1125 1.30E+06 0.27 0.058 0.057 1.00 0.00 77.63 94.48 343.75 in*lbs in in in^3 CHECK COLUMN- BEAM INTERACTION in"2 psi 2 1 + * fb 1 Fc 1 _ fc Fib = psi FSE CALCULATE RESULTS na F'b= 344 psi OK .fc 63 psi F1 C= 64 psi OK Note: S and r are based on dettecctive while A is based on dm;r,. 3C7, CF 1.00 (for Fb) dm;n 7.5 in CF 1.00 (for Fc) P 2784 lbs Cd 1.25 (roof live load) L 14 ft Cm 1 (dry condition) L 168 in Ct 1 (normal temperature) CALC UNIFORM LOADING (WIND) Wtributary 0 ft P 8.77 psf w 0.00 plf w 0.00 pli Mmax le r S A fc FcE F* E' FbE/F*b FcE/F*c Cp C, fb Rb FbE F* b 0 168.00 2.16 63.68 44 63.02 65 1125 1.30E+06 0.27 0.058 0.057 1.00 0.00 77.63 94.48 343.75 in*lbs in in in^3 CHECK COLUMN- BEAM INTERACTION in"2 psi 2 1 + * fb 1 Fc 1 _ fc Fib = psi FSE CALCULATE RESULTS na F'b= 344 psi OK .fc 63 psi F1 C= 64 psi OK Note: S and r are based on dettecctive while A is based on dm;r,. 3C7, Foot2000 ver. 1.0, Copyright © 1999-2000 Spyder Software 4/16/2004 11:59:09 AM I Project Info [Project: Smith- Stigall [Location: street I , (Client: [Job No.. [Footing Id: F1 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi Concrete Type ...................................................... HardRock ConcreteCover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi ColumnSize ........................................................ 6.00 in. by 6.00 in. Gravity Only Soil Bearing Strength ................................. 1.0 ksf FootingWidth ...................................................... 2.33 ft. FootingLength ..................................................... 2.33 ft. Footing Depth ...................................................... 12.00 in. Punching Shear Stress .............................................. 12.09 psi BeamShear Stress .................................................. 2.58 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength 00 int Longitudinal Bottom Temperature and Shrinkage Steel ................ .48 int (3-#4) Transverse Bottom Reinforcement Required for Strength .............. .00 int Transverse Bottom Temperature and Shrinkage Steel .................. .48 int (3-#4) Gravity Only Soil Bearing .......................................... 1.0 ksf LOADING PARAMETERS - ACI LOAD CASES CONSIDERED: 1.4D + 1.7L UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.00 0.00 0.00 Live Load 2.40 0.00 0.00 d= 12.00" X W = Z.JJ Cover = 3.00" Foot2000 ver. 1.0, Copyright © 1999-2000 Spyder Software 4/16/2004 12:00:34 PM r I Project Info (Project: Smith- Stigall (Location: street i (Client: (Job No.: (Footing Id: F2 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Gravity Only Soil Bearing Strength ................................. 1.0 ksf Footing Width ...................................................... 3.33 ft. Footing Length............ ...................................... 3.33 ft. Footing Depth ...................................................... 12.00 in. Punching Shear Stress ................................................ 28.83 psi BeamShear Stress ................................................... 8.71 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .16 int (1-#4) Longitudinal Bottom Temperature and Shrinkage Steel ................ .68 in' (4-#4) Transverse Bottom Reinforcement Required for Strength .............. .17 int (1-#4) Transverse Bottom Temperature and Shrinkage Steel .................. .68 in' (4-#4) Gravity Only Soil Bearing .......................................... 1.0 ksf LOADING PARAMETERS - ACI LOAD CASES CONSIDERED: 1.4D + 1.7L UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 4.00 0.00 0.00 Live Load 4.90 0.00 0.00 W = 3.33' As = 1-#4 Bars 36 L = 3.33' As = 1-#4 Bars ::� Cover = 3.00" Foot2000 ver. 1.0, Copyright © 1999-2000 Spyder Software 4/16/2004 12:01:48 PM I Project Info (Project: Smith- Stigall ILocation: street I (Client: (Job No.. IFooting Id: F3 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, £'c ......................... ConcreteType ...................................................... ConcreteCover ...................................................... Steel Ultimate Strength, Fy........................................ Column Size ...................... Gravity Only Soil Bearing Strength ................................. FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ....................................................... Punching Shear Stress .............................................. BeamShear Stress .................................................. ReinforcingStandards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... 2.50 ksi HardRock 3.0 in. 40.0 ksi - 6.00 in. by 6.00 in. 1.0 ksf 3.50 ft. 3.50 ft. 12.00 in. 33.04 psi 10.02 psi ASTM -A615 .20 in' (1-#4) .71 in' (4-#4) .21 in' (2-#4) .71 in' (4-#4) 1.0 ksf LOADING PARAMETERS - ACI LOAD CASES CONSIDERED: 1.4D + 1.7L UNFACTORED LOADS: Load Case FY, (kips) MX,.(ft-kips) MZ, (ft -kips) Dead Load 4.50 0.00 0.00 Live Load 5.60 0.00 0.00 W = 3.50' As = 1-#4 Bars L = 3.50' As = 2-#4 Bars :� Cover = 3.00" Foot2000 ver. 1.0, Copyright © 1999-2000 Spyder Software IProject: ILocation: (Client: (Job No.: (Footing Id: 4/18/2004 9:19:00 AM Project Info Smith- Stigall F4 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ................................................ I....... ConcreteCover ...................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Gravity Only Soil Bearing Strength ................................. FootingWidth ...................................................... FootingLength ...................................................... FootingDepth ...................................................... Punching Shear Stress ---------------------------------------------- BeamShear Stress .................................................. ReinforcingStandards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity only Soil Bearing .......................................... 2.50 ksi HardRock 3.0 in. 40.0 ksi 10.00 in. by 10.00 in. 1.0 ksf 2.17 ft. 2.17 ft. 12.00 in. 5.88 psi n/a psi ASTM -A615 .00 in' .44 in' (3-#4) .00 in' .44 in' (3-#4) 1.0 ksf LOADING PARAMETERS - ACI LOAD CASES CONSIDERED: 1.41) + 1.7L UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 0.80 0.00 0.00 Live Load 3.00 0.00 0.00 d= 12.00" X W = 2.17' Cover-:::__�= 3.00" i `t 35 Cantilevered Retaining Wall Design RetainPro Professional 5.0.7, 8 -Jul -99, (c)1989-99 i Criteria Soil Data Footing Strengths & Dimensions Retained Height = 4.00 ft Allow Soil Bearing = •1,200.0 psf rc = 4,000 psi Fy = 40,000 psi Wall height above soil= 0.75 ft Equivalent Fluid Pressure Method Mn. As % = 0.0018 Heel Active Pressure. - 30.0 psf/ft Toe Width = 0.67 It Slope Behind Wall = 2.00: 1 Toe Active Pressure = 30.0 psf/ft Heel Width= 1.33 Height of Soil over Toe= 4.00 in Passive Pressure. = 250.0 psf/ft Total Footing Width = X2.00 Soil Density 110.00 xf Water height over heel OAR Footing Thickness �d0 in,-� FootingllSoil Friction = 0.300 Key Width = 68.00 in Wind on Stem = 0.0 pst Soil height to ignoreKey Depth = 8.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.67 ft Cover @ Top = 2.00 in @ Btm.= 3.00 in Design Summa Stem Construction Top Stem' 2nd Stem OK' Stem OK Total Bearing Load = 1,216 lbs Design height It = 4.00 0.00 ...resultant ecc. = 2.88 in Wall Material Above "Hr = Masonry Masonry Thickness 8.00 8.00 Soil Pressure @ Toe = 1,045 psf OK Rebar Sp # 5 # 5 Soil Pressure @ Heel = 171 psf OK - Rebar Spacing - 32.00 32.00 Allowable = 1,200 psf Rebar Placed at = Edge Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,222 psf fb/FB + fa/Fa = 0.000 0.389 ACI Factored @ Heel = 200 psf Total Force @ Section lbs = 0.0 238.3 Footing Shear @ Toe = 7.1 psi OK, Moment.... Actual ft-# = 0.0 319.8 Footing Shear @ Heel = 9.8 psi OK Moment..... Allowable ft-# = 822.7 822.7 Allowable = 107.5 psi Shear..... Actual psi = 0.0 4.1 Wall Stability Ratios Overtuming = 236 OK Shear..... Allowable psi = 19.4 19.4 Sliding = 1.81 OK Bar Develop ABOVE Flt. in = 25.00 25.00 Sliding Calcs (Vertical Component NOT Used) Bar Lap/Hook BELOW Ht. in = 25.00 6.00 Lateral Sliding Force = 379.7 lbs Wall Weight psf = 78.0 78.0 less 100% Passive Force= - 420.1 lbs Rebar Depth 'd' in= 5.25 5.25 less 100% Friction Force = - 304.7 lbs Masonry Data Added Force Req'd = 0.0 lbs OK _ fm psi Fs psi = 1500 1500 20,000 20,000 ....for 1.5 : 1 Stability = 0.0 lbs OK Solid Grouting = Yes Yes FOOtin sign Results Special Inspection = No No Modular Ration' = 25.78 25.78 Toe Heel Short Term Factor = 1.000 1.000 Factored Pressure = 1,222 200 psf Equiv. Solid Thick. in = 7.60 7.60 Mu': Upward = 378 0 ft-# Masonry Block Type = Medium Weight Mu': Downward = 79 505 ft-# Concrete Data Mu: Design = 299 505 ft-# Fc psi = Actual 1 -Way Shear = 7.08 9.80 psi Fy psi = Allow 1 -Way Shear = 107.52 107.52 psi Other Acceptable Sizes 8 Spacings Toe Reinforcing = None Speed Toe: Not req'd, Mu < S' Fr Heel Reinforcing = None Speed Heel: Not req'd, Mu < S' Fr Key Reinforcing = None Speed Key: Not req'd, Mu < S' Fr 35 L( Cantilevered Retaining Wall Design RetainPro Professional 5.0.7, 8 -Jul -99, (c) 1989-99 Tsummary of Overturni ng & Resisting Forces & Moments . .....OVERTURNING..... Force Distance Moment RESISTING..... Force Distance Moment ftem lbs ft ft-# lbs ft ft-# Heel Active Pressure = 400.2 .1.72 688.9 Soil Over Heel = 291.9 1.67 486.9 21.5 Toe Active Pressure = -20.4 0.39 -7.9 Sloped Soil Over Heel = 12.1 1.78 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 24.6 0.34 8.2 Surcharge Over Toe . _ Stem Weight(s) = 370.5 1.00 371.7 Total = 379.7 O.T.M. = 681.0 Earth @ Stem Transitions = ResistingfOverturning Ratio = 2.36 Footing Weight = 250.0 1.00 250.0 Key Weight = 66.7 1.00 66.9Vert. Vertical Loads used for Soil Pressure = 1,215.7 lbs Component = 200.0 2.00 400.0 Vertical component of active pressure used for soil pressure Total = 1,215.7 lbs R.M = 1,605.3 ItV 8.in Mas w/ 19 Solif 2. #0@0.in @Toe Designer select #0@0.in all horiz. reinf. Heel See Appendix A 8" 8" 8" 2. Pp= 420.14# 0.73psf 1045.psf I v Tk t Fu fc-5cs rAf e- v � +� � wI�-e�-e �'"k � �"�vu i` f 5 �.�;- � +"�'�-�'� fid% �-�' � •� k -e s L,l �-.s o 1 �� .-,.5 t� be ��, w i� 4 att�� lUGr•C. s r is kv- 0 ; .� 5 -�k--e z x 3 �Z Z � CJ �• I a4 �'�s (1� �: � •�j %L t� � OV �'/.S ��'�^� 3 � � �I,..�dt �.wi�" '�"'� � ��� (sfa GO�1..S-E'J' t/'�..�'" (✓ e �-S �..-d3 � h Pc..�� (�� a � � e �UU� � !Jt '� D�`.' S � � •-.rig. c�- Ll�3 X UJ . rte ,.• r N iS -.271 -2415.581b Ric r elll� -23291b 54-eA,-L.e,U) I-yp L.�- _.e N/ Loads: LC 2, Dead + wind ccw Results for LC 2, Dead + wind ccw 2415.581b - I - VI 131ylD L y►- %/ Company Paul Krohn June 4, 2004 Designer Paul Krohn 12:49 PM Job Number: Header joist beam at line 3 Checked By: Member Primary Data Label I Joint J Joint K Joint Rotated Section/Shape Design List Type Material Design Rules 1 I M2 I N1 N2 RE9.5X3.5 I None I Beam 12-OEpara.-I Default General Material Properties Label E fkQ G ks1 Nu Therm 1 E5 F Dens bW3 1 2.0 E parallam' 2000 .125 .3 _65 50 Basic Load Cases BLC Descri on Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area M ... Surface .. 1 dead- DL 1 2 .: wind.: clockwise.. _ _. 3 wind counter cloc... WL • 4 Load Combinations BLC Factor BLC Factor BLC Member Point Loads BLC 2: wind 'clockwise) Memher I ahel nirpi-bnn Mannihideflh Ih-ftl I ncatinnfft °6,1 1 M2 2415.58 4 22- =............. --_-'_: .....::::...... . ... :...._.........._ ...-- _--...._......... .... -_- ........._..__..._.. -_-- .....................- - 1.5 . __ __;.-__:_:: _ -:_:--::___:: . -::.___...8_ ___:-::::___:__ _-_ i _ ... . 3 M2 2326.67 15 ___.;: :: -_= - _ _---_2329:._.: ___- 21_-::_:'.__i'`:_=:: Member Point Loads BLC 3: wind counter clockwise) - Member l ahel rNmr-lion Maonitudeflb_lb-ftl LocationfftW 1 M2 -2415.58 4 2 - .... _............_._ M2:=_:_.._:= ' =: =.:_ -._= `_```' _............._.. -.. ...... :..:;;_; 2415 5`8 ---..... _.. :..........__...._.._......... 8 _ _ _.r 3 M2 -2329 15 ___.;: _ M2=-==.= .::.::_ ,;. _: -_= - _ _---_2329:._.: ___- 21_-::_:'.__i'`:_=:: Member Distributed Loads BLC 1 : dead Member Label Direction Start Ma nitude k/ft ... End Ma nitude kfft d... Start Location °r6 End Location[k%] 1 M2 Y -.271 -.271 0 - 24 Joint Reactions Combination LC Joint Label X nbl Y flbl Z nbl MX fib-ftl MY rib-ftl MZ Hb-ftl 1 2 N1 NC 6 NC NC NC 0 NG .:.:NC ............. : NC . i... 3 2 N13 0 -T43-441 NC NC NC 0 110.121 NC:' 5 2 N11 1 0 547.808 NC NC NC 0 RISA -313 Version 5.Oc [CA ... \Paul\Mv Documents\Smith-Stioall\beams\Header ioist at line 3.r3d1 Paqe 3 lt,5,- Company Paul Krohn June 4, 2004 Designer Paul Krohn 12:49 PM Job Number: Header joist beam at line 3 Checked By: Joint Reactions By Combination) (Continued) LC Member Label Sec LC Joint Label X PbI Y Fib] Z nbI MX nb-ftl MY D"I Man: M Z = Rb -ft] . ...... .... 2 U 0 IMM 0 . . . ......... .... . . .......... ... ..... .... . . . ... .... . ... ... .... ......... . . .... . ..... . .. . . . ............... ..... . .... . .. ..... - 0 .. 7 2 N9 0 953.669 NC NC NC -0 N3 M. 1-1 -.086 0 0 0 -3.746e-4 r.4+::...+ 9 2 N7 0 390.985 NC NC NC 0 2 N5 0N6:.:.......... ....0......: . ... . ...... . . .... ....... ............... . . . ... ............ 257 3 .. . ..... NC._..:. .... . .... ....... - N . . . . . ...... 11 2 N5 0 561.871 NC NC NC 0._._._......----..... . ...... .. . 2,111 . M ISM: . .. .... .. iz-;= --;;= - - -- -- -- * , " - - - 011***—� T".100' ......... ------ . ......... .... .. ...... -------- 13 2 N3 0 857.325 NC...... . ...... ... .............. 0 1. - 4 0 ... 0 0 ................I.I...N..-..0..m .... . . ..- .. .- . IH . z . = . .. ...... .. ...= ... . =... .......... .... ........................ .. .... . ...... 15 2 COG (ft): X I . . . ......... . . ...... .... . .......... . . . --------- . . . . . ................. ---------- . .... .. .. . . ....... . . ....... ..... . .. I ...... I .... . . . ........ . .... 1 LC Member Label Sec LC Joint Label X [inj Yin Z Finl X Rotation frad] Y Rotation fradl Z Rotation frad] 1 2 NI 0 -.069 0 0 .0 -6.699e-4 . ... . ... .. . 3 "Off .... . . ......... ........... ..... . ............ . ..... 0 2-2-511-11. . ............ ....... .......... .. . .. ........ .. , i -i . - . . ....... . . . .. ... . ........ . . . . . ......... . .. ... .... . .... . ...... . . ...... ...... . I. - .. . . ..... 3 2 N3 0 -.086 0 0 0 -3.746e-4 r.4+::...+ ... ......... .. . .. ..... ......... . . I . ........ . I ==::-!::_-:_:+-.+:::�:4.-.�.Eq;;::�==: .......... .... .... .. . .... ....... ...... ....... . .. -1. ......... . .... ... ... ...... .. ...... - 5 2 N5 0 -.056 0 0 0 1.217e-3 3 . ....... . .. . b ............. .. ... 45* .... 7 2 N7 0 -.039 0 0 e-4 -8.19e-4 I ...... . ........ . .... . . An. ...I0 9 2 N9 0 -.095 0 0 0 -5.255e-4 IN, .. .. ..... ...... . . . ......... . . ...... .... . .......... . . . --------- . . . . . ................. ---------- . .... .. .. . . ....... . . ....... ..... . .. I ...... I .... . . . ........ . .... 1 2 N11 0 -.055 0 0 0 1.611 a-3 .. . . ...... ... .. ........... ... ......... ............... N.4 .... .. ............ .13 2 N13 0 .014 0 0 0 6.321 e-4 LC Member Label Sec A)dalnbl v Shearnbl z Shea Ib Tor queflb-ftl -V Momentfib ... z -z Moment 2 M2 1 0 693.532 0 0 0 - - - -- - . . . . ....... . ..... .......... --- ............................. ............ .. . .. . . ... . . ......... . . ......................... . ...... .. . ... . . . ........................ . ...... . .. ............ ...... . ............................... ............. ................................ ........ . . 2-111 ... I I ... .... ............. ........ ... ....... . ...... EM19W 321.1.7 . ... . ... .. . 3 0 1091.296 0 0 0 -93.811 . ....... ... ... ........ . .. . ..... ..... . .................. -- ----- - --- . . . ........ ........... ... . .. . ..... . .. .... ... 15-0 1,09 T . . ...... I -M! . . . ....... ........... . ........ P . ......... . 11-111-M......1 ... .. ... 421.:1. 5 0 .1 1 222.39 1 0 ....... 1 0 1 0 0 Member Section Stresses Coe Avialfksl v Shwarikslz SheaLlkso X too Bendin ... M , bat Bendin ... z top Bendin ... z 1:),(A Ber'din... (m,,y < tcsl' F#.- pwc, 'IaA RISA -'ID Version S Or. rF\ \P;iiii\mvnnr.ijmpnt4;\,I;mith-Stinall\hpqm.q\Hpqriprini.qtqtline Ir.*I(i1 Pana 4.. Lt -& -.271 -2415.581b -2326.671b 2415.581b ZOZO.b / ID Loads: LC 1, Dead + wind cw Results for LC 1, Dead + wind cw Company Paul Krohn June 4, 2004 Designer Paul Krohn 12:46 PM Job Number: Header joist beam at line 3, Checked By: Member Primary Data Label I Joint J Joint K Joint Rotated eq n Rules ) Section/Shape Desi List Type Material Desig 1 M2 N1 N2 I RE9.5X3.5 -T None I Beam 12.OEpara..[ Default General Material Properties Label E fksil G fksil Nu Therm (\1 E5 F) Density[IbIftA31 F-1 --- E- 2.0E paranam 2000 -125 .3 .65 1 50 Bask Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area (M ... Surface.. 1 dead DL ........... . .................. ... . .......... ....... ... ....... . ............ ............. ... . ............... . ................... . ..... �*.i!.V.V.L..'.*...'.-.'ii.ii..-...,..,-.,.,."-!.---�'-'��-iii..-.'�....i=:i:::. . ............... - ........ . .... . -11-M 3 wind counter cloc ... WL 4 Load Combinations Factor BLC ,"Member Point Loads (BLC 2: wind clockwise) --.kl -Member Point Loads (BLC 3: wind counter clockwise) Member Distributed Loads (BLC 1 : dea Member Label Direction Start Magnitude"_. End Maqnitudefktft,d... Start Location ft,% End Location [ft,%] M2 y -.271 1 -.271 0 24 Joint Reactions (By Combination) 'If I r . Inint I qhPI X r1hi . Y rIbI 7 rIbI MX [Ib-ffl MY fib-ftl MZ Ilb-ft] RISA -31) Version 5.Oc [CA ... \Pau[\Mv Documents\Smith-Sti.qall\beams\Header ioist at line 3.r3dl Page 1 9? 1 N1 NC. 7.832 NC NC NC 0 . ... . i: 2- .1 ........ NO" .... . ........ .. . . .... .. 3 1 N13 0 1043.349 NC NC NC 0 . . .... ..... . N ..... ..... . .... . 0' 5 1 N11 0 541.267 NC NC NC 0 RISA -31) Version 5.Oc [CA ... \Pau[\Mv Documents\Smith-Sti.qall\beams\Header ioist at line 3.r3dl Page 1 9? Company : Paul Krohn June 4, 2004 Designer Paul Krohn 12:46 PM Job Number: Header joist beam at line 3 Checked By: Joint Reactions (By Combination) (ContinuecO LC Joint Label X Ib Y Ib Z b MX lb -ft MY. Ib -ft MZ Ib -ft 1 __:..::::::::::::._.._::_ _:::... :.:: : ,:.0 ==::-:.1:97.2&8 - _ ° :.`: .NC... N. ..... C 0 7 1 N9 0 163.272 NC NC NC 0 8: 1 _.; . _ N8... _ .0 433 33 NC....: NC,_:... NC..._.. _.. 0,_.._ .................. 9 1 N7 0 725.639 NC NC NC 0 7:4..: _1......_ ....... N6. .. 0..............- 854 549 NC. ..... NC := ......_...:_... NG...._. ....._'._ .....0 11 1 N5 0 527.213 NC NC NC 0 2:-.:.....;.E...... :.: :.::. ..........[�I......:::-:.::::._...:.:::-::_:::: .............._....._ _ 4..-------...._............._........_......._..............Q.............__......-- _:.__:::_::::--;: ;.:..:.. ._ - -127.845_ _.. .....- ...... N _ ;:.. . _ ...._ 13 1 N3 0 43.171 NC NC NC 0 14; 1 -_-=--=-;<< 0':_�::_`_====-____--=�.''`__0-=_=-_:_'__-_-;;-__:= 8_. _:__.... _ -: 15 1 COG (ft): X: 15.632 _..._.1..1.03e.:3....; 9 1 Joint Deflections Member Section Forces 1 r Momhor I ohol -q r Avininhl v Rhoarnhl 7 Shwarflhl Tnmuaflh-ftl v -v Mnmentflh 7a Mnmentnh 1 1 LC Joint Label X In Yin Z in X Rotation fradl Y Rotation [radl Z Rotation fradl 1 1 .... _ _.2.-- ..........0.- N1 0 0 0 0 0 -1.973e-4 ,I 2. :..::. N2.. _: 0 ,Q 2._; - :.: 0 _... 268.473 4 :::.:..:.:...:::.::.: .....::..:.. 5 3_ 1 1,074 -923.191 1 N3 0 -.004 0. 0 0 -2.968e-4 4. -. 1 N4 0 - _. 5. 1 N5 0 -.053 0 0 0 -1.402e-3 6. 1......... ..:.:::..:::::::.::....:.::::.:........._::::::::::..::::.:.:..::.:...__..._.........:.......,............. ::..::::::::. :... N6 ...:::...::.:..:.:.. :.::::.::: :. ::::.::..:.::.......::.._ _ ;:.. . _ ...._ 7 1 N7 0 -.073 0 0 0 8.058e-4 8_. _:__.... _ -: _ ....__............................................................_................_........._...._._...._...._..............................._......_............_......_.................................................................................... : 0.- -_ .....0 _..._.1..1.03e.:3....; 9 1 N9 0 -.016 0 0 0 5.38e-4 1U_ 1 : _.........NSD__ ::= _- - a._..._.. -_= : 02._: - 0 - = _. 0_ :_. __; - = U ..: Imam. .... 11 1 N11 0 -.054 0 0 0 -1.425e-3 12 1...... N#2 - D ...:........_..._. 092:_ . _.:..... © ...:: 0 ............... .... d. :_ 1 [i93e.3..:. 13 1 N13 0 -.104 0 0 0 3.96e-5 Member Section Forces 1 r Momhor I ohol -q r Avininhl v Rhoarnhl 7 Shwarflhl Tnmuaflh-ftl v -v Mnmentflh 7a Mnmentnh 1 1 M2 1 0 7.832 0 0 0 0 .... _ _.2.-- ..........0.- 1495 641 :,:..... D :... .... ....._ D... _. 0 _" ...::.428.527 33 0 -965.751 0 0 0 268.473 4 :::.:..:.:...:::.::.: .....::..:.. 5 _;; :.:::_;::.:.:. 4. '.; '::0 5 . 0 1,074 -923.191 1 0,.::.:::: :::_ 0 1 (3 :; 0 .::;.:: 0 313 3311.':: 1 0 1 0 Member Section Stresses I r- Mcmhor I hal Snr Avinlr4cil v Cho rrlml 7 Shonrrkcl v Mn RPnrtin v hnt Ranriin 7 Mn RPnrlin 7 hnt Rendin Cih a K < Z. C1 k /act re - 0 r, e- 0r, RISA -3n Vpminn s nr fF\ \Paimmv nnrllmPnts\Smith-Stinali\hPamc\HPariar inist nt line 3 KIM Pane 2 I I I I II I �rI kaM,re GENERAL NOTES 1'. ALL WINDOWS BETWEEN INSIDE CONDITIONED SPACE & OUTSIDE SHALL BE STANDARD LOW -E DUAL -PANE, WEATHER-STRIPPED,COMPLYING W/ CURRENT ENERGY CODE. 2. MIN OF,l 'WINDOW IN EA. SLEEPING ROOM SHALL COMPLY WITH EGRESS DIMENSIONS. 3. ALL WINDOW CALLOUTS INCL. SLID. GL. DOORS ON THIS SHEET - UNLESS LABELLED 11 SPECIAL WINDOW" -ARE FOR SIERRA PACIFIC ALUM. CLAD DOUG 'FIR WINDCIWS, FUNCTIONS AS INDICATED. 4. ALL EXTERIOR SWINUING DOORS SHALL BE MET. CLAD FOAM CORE IN 5/4 P.G. WD FRAMES, 3 - 4" BUTT HINGES, MET. THRESHOLDS. ALL ENTRY DRS SHALL HAVE ENTRY -DOOR LOCKS & DEADBOLTS, W/ FRONT OR W/ LOCKE-INTERCONNECT. ALL ENTRY DRS SHALLHAVE FULL`' WEATHER -STRIPPING. FL=FULL LIGHT. HL=HALF LIGHT. S. ALL IN DOORS SHALL BE 1 3/8" TH. S. G. WD -VENEER -SOLID CORE IF DESIGNATED 'tSC" - IN 4/4 5.G. WD FRAMES, =3 - 3 1/2" BUTT HINGES ON "SC" DOORS & LOCKSETS PER OWNER, ALL ROOM DOORS TO BE 1 " UNDEFICUT. LINEN` CLO. DRS: FACE -FRAME -CAB. TYPE.` INTERfEiR FINISHES FLOORING' `"HARDWOOD: OVER PLYWD SUBFLRNG: ALL ROOMS EXCEPT AS FOLLOWS. LINOLEUM: -OVER APPROPRIATE UNDERLAYMENT TO FLUSH -OUT TILE TO ADJ.' FLRNG. ENTRY, E30TH BATHROOMS, MUDROOM. OTHER FLRNG: IN CLOSETS SAME AS ROOM; ACCESS DECK: EXPOSED 3/4" PLYWO SHEATHING. 2. SHEATHING: WALLS: ALL SURFACES 1/2" GYP BD (BEHIND k' TILE PROVIDE GREEN BD OR TILE BACKING BOARD, BEHIND ALL PLUMS. FIXTURES PROVIDE GREENSOARD). CEILINGS: ALL SURFACES 5/8" GYP BD, OR I 1/2 11'1STIFF-BOARD'a GYP.' BD. LE13EN E kT E R I O R WALL 2 x 4 STUDS @ 1 6" C/C FROM FLR. LEVEL TO +E3' -Cl" 2 x 4 STUDS ;@ 24" c/C AB0VE -i- 8'-O" ALL EXTERIbR WALLS WITH HIGH DENSITY R- 1 5 BATT. F/G CAVITYliNSULATION, 3/4" "BLUE BOARD" RIGID INSUL. ON OUTSIDE'F,�CE OF STUDS AS PART OF E.I.F.S.'AT'ALL WALLS, SU-Jb.N. ALL FLR JOIST CAVITIES WITH R-1 9 BATT. I N SU L WALL 2 x 4 STUr)s @ 24" c/C BEDROOM, GUEST, AND BATHROOM WALLS WITH 3'ACOUSTIC F/ CAVITY INSULATION. EQUIPMENT LP FUEL EQUIPMENT CRAWL -SPACE FORCED AIR UNIT FURNACE CARRIER WEATHERMAKER 5000 TF, AFUE 0.80; FEE 1 1 (NO COOLING)'. 80000 BTU/HR OUT ON-DEMANC'. WATER -HEATER (SEE BELOW) EF 0.62,' 40000 BTU/HR IN RANGE W/ OVEN BY OWNER BURNERS W/ SO OVEN 70000 BTU/HR TOTAL CLOTHES DRYER BY.OWNER '22000 BTU/HR OUT ELECTRICAL EQUIPMENT - BY OWNER REFRIGERATOR 1 20V, 1 SA; FREEZER 1 20V, 1 SA; C.WASHER 1 1 5V, _ 1 OA, C. DRYER 1 20V, 6A. DISPOSAL 1 20V 6A.,` RANGE HOOD 1 20V., 3A WHOLE HOUSE FAN W/ INSUL. SELF -CLOS LOUVERS, COMPETITIVE. 1 600 CFM, 1 1 OV, SA. FURNACE BLOWER (PER ABOVE) 1 200 CFM (VERIFY), 1 1 ❑v, 4A`. MISC.` ELEC MOTORS 1 1 SV, 2A. X 5 n RINNAI CONTINUUM u MFGDEMAND HWH)R CDN E PROVIDE NECESSARY PLUMBING FOR SOLAR CONNECT TO FUTURE SOLARAIDE HE -T 80 GAL'HT-XCH TANK W/'GRUNDPOS PUMP R -FACTOR R-1 7.3 & FUTURE FIREBALL 11 BRAND GLYCOL -EXCHANGE SOLAR COLLECTORS (# OF PANELS TBD) ''I r I 1 : I REVISIONS BY