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069-240-013
NOTES ' - RESIDENTIAL PERMIT NO. �> `669-240-6I.J 1 I BALLENGER, PAT C 6 I KANAKA, OROVILLE &1166- f 6- C cQ !� CI�Q � � Conc-BETTER BUILD.ER CONST F NSF/GARAGE/DECK , F �r OFFICE COPY , - Llit�G Address '6073 1!�MY(A i L �Y/ GAS r . G � � Meter By Date . ' EL-ECTRIC `Meter, By «Date 3 r a r , �SPECIAL CONDITIONS' ¢ ` J "Z —�– � _ -L sL CHECKED BY $ t ' SRA =''" t :FLOOD CERTIFICATE REQ: 1 ;FIRE SPRINKLERS REQ. � SPECIAL INSPECTION ITEMS i .j r S IF VERIFY r �� - .. TV\ \j, C, Ta `f'r� �.y� �� �n USE.PERMIT CONDITIONS .' SUB-STANDARD HOUSING LETTER ��� 66L`fin Cd✓.� v/ Wil ' t, ,.JOB FINALED (Date) li�' Signature J=OK 0= Not OK - = Not Rbie -MOBILE HOMES . =Not Readyeady Date MOBILE HOME UTILITIES (Plans) OK except fi's 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer, location -Test -Fall -C/O -Concrete 4. Water, Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Gmd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or/ P' L "ft1 P LPG 7. Well Clearance & Disconnect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except N's 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water, MH Test-Regulator-Connectot 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs-Connectors Shthg- Frg- Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors T. Electric 8. Frmg.-, Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except Ifs 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting;.15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date + Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1' Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing --Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water, MH Test ` 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card. B-1 Date "Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs-Connectors Shthg- Frg- Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors T. Electric 8. Frmg.-, Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except Ifs 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting;.15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date + Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J =0K D = NotOK • =Not Applicable Ap m = Not Ready RESIDENTIAL (S Date UNDERFLOOR (Plans) OK except #'s - -pS . Z g -Setbacks -Easements -Flood -Slope Ft ., Main; Soils-Elec. Gmd.-/1/" Ftg. Depth tg. arage; Soils-Steel-Elec. Grnd.-//Z/' Ftg. Depth 4. jrptf,Porches & Decks; Soils -Steel-/ /" Ftg. Depth -157 St walls, Main; Steel-Blockouts-Wrapped walls, Garage; Steel- Blockouts-Wra ed . Hol owns and Special Anchors Date 7. ab, Ste I -Wrapped Date 8. Pi ire lace Ftg.-Steel W.V.; Fall -Fitting -Test -2 Way C/0 -Sewer Test 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground l C R 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation Date -04 Card B-1 ODate Card B-1 Dated Card B-1 Date Card B-1 Ingle & Duplex) Date PLUMBING (Permit) OK except #'s }plater Htr.; Vent -Access -Combustion Air Baffle I 1 . ater Pipe; Test & Anchor -Nail Protection T D.W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access Gas Pipe; Sixe & Anchors 23. Fire Sprinkler, Test Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) .OK except #'s 24._Fixture & Transformer Clearance -Ins. Protection Wr Pec. Receptacles Spacing -Lights & Switches at Doors e Boxes & No. of Conductors Stapled Romex Installed Close to Edge of Studs & C.J. 8 Pquip. Ground made up w/Mech Fastener - o' Ga Water Appliance Circuits in Kitchen & Conductor Size GFI feed Wire Size/ /ga. Cu or AI -AC. Wire Size/ /ga Cu or AI 34/'Range Circle/ /ga Cu or AI -Oven Circ_ / /ga Cu or AI Insulated Neutral 0 Yes O No 32. Service -Riser Conductors & Ground Main Disconnect 33. gquip. Clearances Panels-Motors-Mech. Equip. lothes Closet Light -Shower Light -Spa Light Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ME ANICAL (Permit) OK except #'s A.C. Ducts Insulation & Support nt Fan, Exhaust above insulation ondensate Drain & Overflow, Size & Grade F mace -Vent Access -Comb. Aft -Return Air Vent 115 Outlet Attic Access & Platform K Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s IIs Proper Materials & Anchors 420"Valls Studs -Nailing Spacing & Braces -Plates -Sound Bearing Walls over Girders & Floor Nailing . Draft Stop in Walls (rat proof) 4 ire Stops, Furred Ceilings -Stairs -Chasers -Tubs 416. Headers & Beams -Size & Bearing Date F MING (Continued) an ers-Post Caps -Anchors -Connectors 48. C ing. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rtng. F eplace Ties or Type AFlue-Fireplace Throat Clearance A is Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51^drm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Ppperty Line Firewall & Openings Doors -One 3' -Check Garage 3rd Story, 2 Exits airs; Width -Headroom -Rise -Run -Landing -Fire Protection Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. S ucco Mesh -Drip Screed -Fd. Vents-Underflr. Access ng Area -Glass Protection -Skylights -Plastic I 1 0(4 Shear Walls; Nailing -Botts Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. Infiftration-Walls-Windows Date Card B- Date Card B-1 - Date C2�g±-1-1,j7f Date Card B-1 Date FIN (PI s) OK except #'s K. Steps -Door & idelight Protection -Landings S etecto 61L., urn Ve -cle ance-Comb, A'v-Connector- I ar e; Ab oor-Ducts-Mech. P otection m g 6 . G. . Fixtures ubess- 6 I im & Sub el a ties & Is St RAli Is 7 replace or Stove, lean H 7 lets at Wo aril, Int. & Ext. 7 .- Fixt. & Appli ; Ground- ' - Coo ' Clearance 74 ets & Reqpptdcl t Kit. Co er jjt>da:a Swing-Landin losur 76,4T,ebuct in Garage -Damper tr Vents -Clearance -Comb. Air Conyt r-POWV i age; Above Floor-Mech. Protection Plb iec. & Mech. Equip. ListeVor Location 7 . Receptacles in Gara .F.I.I-Romex Protection 81.iGuar ails & DeeWCons ion-PostoCaps 82oordn. VBents & CrawW<ole Door DrainageAWO&7Earth Clearance Looked unde loor 83. Fon-simAg InsUdJDrive Doles O No/Walks 2fes O No/Planters O Yes _ae. p .-J• > -(g, r8koogtucco Brown -Finish 85. A.C. Unit Disconne�edrical-Plumbing 86. Vents Above Ro , Plbg-Appliance-Fire I e -Clearance to Openings 87. Water Well, Disconnect, E cal, Plumbing 88. Extedq;X4ec. Trim, G... Receptacle -Underground 89. Vpttlation Throughout House 9 ss Protection Corrections from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric 93. Water & Sewer Connected- to Grade -HD Approval jf�EneW Compliance Certificate -Other Certificates ddress Posted a'�pAnkl^ Date Card B-1.Vb Date Card B-1 Dato 0 Card B- Date Card B-1 Date Card B 1 Date Card B-1 Comments at Final: VVI LLDAN t Serving Public Agencies APPLICABLE CODES , -Unless noted otherwise, all comments are based on requirements of the. 2001 California Building Standards Code found -in the California Code of Regulations, Title 24: , • Part 2, known as the California Building Code (CBC). • Part 6, known as the California Energy Code, and Energy Commission Standards (CECS). CODE ANALYSIS Our plan review revealed the following. information regarding the • occupancy designation; type : of construction, and other pertinent features. This information is not consistent with that.shown-on the Permit Application*.' Specific Type of Type of Stories Lower , Main. Upper. Total Sq Use Occupancy Construction ; W Floor ft2 Floor ft22 Ft y#yf {Floor �. Q , �.a. �x . '�- . IN ::'•ic�F1jRy ffilo Dwelling R-3 V -N . 3 '1709 1709 1037 4455 Garage- U-1 V -N 1 0 611 0 611 Covered Porche& Patios R-3 V -N ` ' 3 8Y 777 412 *1210 Balconies' CONDITIONS OF APPROVAL 1. Approval is contingent •upon the review, requirements and approval of other departments -and/or agencies that have jurisdiction over this project. 2. Revisions and/or notes as red -lined on the plans. SPECIAL INSPECTION NEEDS Our plan review reveals no following special inspection pursuant to CBC 1701. DEFERRED SUBMITTALS Our plan review reveals no deferred submittals. Sincerely, Richard Essenwanger Gustavo Franco, P.E. Plans Examiner II Plan Check Engineer Cc: Alice Mefford, amefford@buttecounty.net Gary Hawkins, Architect, 3045 Ceres Ave, Ste 135, Chico, CA 95973, garyarch@sbcglobal.net Pat and Sam Ballenger, 4982 Country Club Or, Paradise; CA 95969 John Starr, 243 Ward Blvd, Oroville, CA 95966, Fax: (530) 589-2942 Page 2 of 2 Butte County 05-1488 Willdan 14353-1722TC21-. t I V �b ILL®/ \1 �1 117 C Street t Marysville, California 95901 Serving Public Agencies 530/749.2373 fax 530/749.2199 www.willclamcom August 17, 2005 Scott Rutherford 4; Butte County Building Department 7 County Center Drive Oroville, CA 95965 , (530) 538-7169 (530) 538-2140 FAX BUTTE COUNTY PLAN REVIEW REPORT Status: Approved Jurisdiction Job No: 05-1488 Assessor's Parcel No: 069-240-013 Description: Ballenger-NSF/Gar/Deck Willdan Project No: 14353-1722-M , Dear Mr. Rutherford: Willdan has completed a plan review of submitted plans and documents for the above referenced project and recommends your approval with the conditions noted on the 2"d page of this letter. The plans and documents provided for this review that have been found in compliance with the applicable codes are: * Plans: Two (2) copies, sheets l through 10 cover dated 5/9/05 revisions dated 7/28/05 by Better. , Builders Construction �k Structural Calculations: Two (2) copies dated 5/4/05 revision dated 7/28/05 by Gary Hawkins, Architect # Truss (Floor) Calculations: Two (2) copies dated 3/5/05 by Longfellow Lumber Co., Inc. Truss (Roof) Calculations: Two (2) copies dated 3/5/05 by Longfellow Lumber Co.,4nc. k 'Energy Calculations: Two (2) revised copies -dated 7/28/05 by Aaron Klemenok, Gary Hawkins Architect , * Miscellaneous: Two (2) copies AOR's Truss Review Letter dated 6/2/05 by Gary Hawkins, Architect i The plans have been stamped with the Willdan approval stamp and dated. According to our previous letters relating to this project, the superseded plans and documents will be discarded within 10 days unless we receive other instructions. On the pages to follow is the identification of the codes and standards applicable to the .project, a code analysis, conditions -of -approval and identification of any deferred submittals. Ipme I oft Butte County 05-1488 ...Willdan 14353-1722TCH 3045 Ceres Avenue, Suite 135 Chico,CA 95973 (530) 892-2700 'GARY HAWKINS _ .. Fax (530) 893-0532 garyarch@sbcglobal.net ARCHITECT f i' Aug. 24,' 2005 'Butte County Building Division 7 County Center Drive Oroville; Ca. 95965-3397 RE: John Starr Ballenger Residence Lot 253 Kanaka Ave. 0roville, Ca. Plan Check No.05-1488 The back deck post footings will require, a sonna tube' to place the footing 12" minimum into undisturbed soil. The sonna tube will be approximately 6' into fill dirt. Place a minimum of 2 r #4 rebars in the sonna tube. The rear building footing will y also be approximately 6"' into fill to reach 12° into undisturbed soil. Place.# 4 rebar"at 24" oc each way. If you have any questions regarding this item.,.pleas`e'do not h sitate to call this office. S ' rely, Gary Hawkins E� AR— Architect \V�� HAII �- No.18.63 REN.�� OF Cp,X Oj(/ � .. COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER V PERMIT NO. A•routine inspection indicates that the following violations of Butte County Ordinances exist at the above9ddre s and should be corrected. Please call for re -inspection when correction of work is c plet: d. If you have any questions pertaining to this matter, or need additional ex0lanati n, please contact the Building Inspector as indicated below. 1A"A RL OV's -3 1 Date Inspector j�44 REV 4/05 Phone.# 2 FOR RE -INSPECTION CALL: 53.8 -7636 -OR 891-2834 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE -� OA nc —r OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of workis completed. If you have any questions pertaining to this matter, or need additional explanation, please contact the Building Inspector as indicated below. �C r.n �c \ d 'V PC �rlt 1pr0- ? Date �� Inspector l REV 4/05 Phone # 3 FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 .` Date Inspector REV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES - 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work is completed.. If you have any questions pertaining to this matter, or need additional' explanation, please contact the Building Inspector as indicated below. ti Date Inspector REV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 F COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County. Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work is completed. If you have any questions pertaining to this matter, or need additional ex anation, please contact the Building Inspector as indicated below. kpck ,rv� P ^ -r/ '4 ;_j Date I 1 17 a 0 6Inspector REV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 �:•:..,-.s ..... ;.,-, c: i.,---' x,.�,. � : _ ::, :}. ._.ti r .,:ter.-�--r-a,-.� 3..-:.:,,.,,i:,,,i,,_...,-r.�.w.-..�;..:_.-..`_..:;.r .. COUNTY OF BUTTE ..... . ....... . -°-'�- BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE W: !�17 g7 OWER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above, address and should be corrected. Please call for re -inspection when correction of . work is completed. If you have any questions pertaining to this matter, or need additional - explanation, please contact the Building Inspector as indicated below. Date V �i _ Inspector- REV nspectorREV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 'r Date V �i _ Inspector- REV nspectorREV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT. SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BPO61488 R. r` Ri ildino Permit 01.16-04 pq 1 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under Issued Date: 08/19/2005 APN: 069-240-013-000 provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. * Site Address: 6073 KANAKA ORO License Class : CcAAe ►4I License Number: U3 SO Map Index: ,/ n / Date: P, ^! 9 -05 Contractor: J xq Duel tti o rt` Description: NSF (4455) GAR (611) COV (1210) OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: BALLENGER, SAMMY AND PATRICIA permit to construct, alter, improve, demolish, or repair any structure, prior to its Issuance, also requires the applicant for such. permit to file a signed statement that he or she is licensed pursuant to the provisions of 4982 COUNTY CLUB DR the Contractor's State License Law (Chapter 9 commencing with Section PARADISE, CA 7000) of Division 3 of the Business and Professions Code) or that he or 95969 " she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the 530-877-0801 applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their - sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an Applicant: BETTER BUILDERS CONSTRUCTION INC owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one 5263 ROYAL OAKS DRIVE " 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 OROVILLE, CA 95966 sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for'such projects with a contractor(s) licensed Contractor: BETTER BUILDERS CONSTRUCTION INC pursuant to the Contractors' State License Law.). ❑ . I am Exempt under Article 3 of. the Business and Professions Code 5263 ROYAL OAKS DRIVE Date: owner: OROVILLE, CA 95966 WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the License #: 323225 Labor Code, for the performance of the work for which this permit is issued. 5d".1 I have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of Architect: HAWKINS, GARY the work for which this permit is issued. My workers' compensation Engineer: insurance carrier and policy number are: YkAJ, rtt Carrier: Policy #: 3 Total Square Ft: 6276 S. F. ❑ I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to Valuation: $323,599.00 become subject to the workers' compensation laws of California, Census Code: 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. G US %1 (0�� Date: ' l : l _.A_l o Applicant: WARNING: Fa ure to secure workers' compensation coverage Is unlawful, and shall subject an employer to.criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of (-- Labor. _ _OD `q compensation, damages as provided for in Section 3706 of the code, interest, and attorney's fees.. CONSTRUCTION LENDING AGENCY This permit is hereby issued under the applicable provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency.for the Resolutions o o work indicated abov for w ich fees have been paid. (1 performance of the work for which this permit is issued (Sec 3097 Civ.) By' Date: I. Name: - �' PERMIT EXPIRES ON: � -'k9 0 C) Address: (Date) q I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substan 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 purpo s. Print Name: �n�+J J �f7�n/t Signature: Date: g "/ 9 -Cos ❑ Owner Gd" Contractor ❑ Agent for Owner ❑ Agent for Contractor a R. r` Ri ildino Permit 01.16-04 pq 1 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BPO51488 R r` Ruildina Permit 01-16-04 oq 1 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under Issued Date: 08/19/2005 APN: 069-240-013-000 provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. Site Address: 6073 KANAKA ORO License Class : (:-A-t-41 License Number: 1 ? 3a SO Map Index: Date: -/9-U Contractor: Q 5 Description: NSF (4455) GAR (611) COV (1210) OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: BALLENGER, SAMMY AND PATRICIA permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such. permit to file a signed statement that he or she is licensed pursuant to the provisions of 4982 COUNTY CLUB DR the Contractor's State License Law (Chapter 9 commencing with Section PARADISE, CA 7000) of Division 3 of the Business and Professions Code) or that he or 95969 she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the 530-877-0801 applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an Applicant: BETTER BUILDERS CONSTRUCTION INC owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one 5263 ROYAL OAKS DRIVE 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 OROVILLE, CA 95966 sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for'such projects with a contractor(s) licensed Contractor: BETTER.BUILDERS CONSTRUCTION INC pursuant to the Contractors' State License Law.). ❑ 1 am Exempt under Article 3 of.the Business and Professions Code 5263 ROYAL OAKS DRIVE Date: Owner: OROVILLE, CA 95966 WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: •❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the License #: 323225 Labor Code, for the performance of the work for which this permit is issued. �/ G I have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of Architect: HAWKINS, GARY the work for which this permit is issued. My workers' compensation Engineer: insurance carrier and policy number are: �A�� Carrier: J ria Policy #:� Total Square Ft: 6276 S.F. C3I 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 Valuation: $323,599.00 become subject to the workers' compensation laws of California, Census Code: and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: G ' l ' �J V 2D.9,$ Applicant:22?) a ure to secure workers' compensation coverage is WARNING: Fat, 1�✓ 22 ✓ unlawful, and shall subject an employer to criminal penalties and one unlawful, hundred thousand dollars ($100,000), in addition to the cost of l compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees.• - CONSTRUCTION LENDING AGENCY This permit is hereby issued under the applicable provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097 Civ.) Resolutiono work indicated abov for w ich fees have been paid. Q s o Name: B Date: y' Address: PERMIT EXPIRES ON: (Date) O 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substan 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 purpo s. Print Name: �n i..J J qL "A Signature: Date: g '/ 9 'oS ❑ Owner 2 Contractor ❑ Agent for Owner ❑ Agent for Contractor R r` Ruildina Permit 01-16-04 oq 1 4 'Boo f BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE 1fILL BE REOUIRED AT TIME OF APPLICATION Website: www.buttecounty.net/dds m -� **PLEASE PRINT CLEARLY** L /a 5� • /� APPLICANT NAME OWNER Last Name to � irst ame t N w ti z ♦.� Address City StateC�l Zip Phone8 O8,21 Fax E-mail Zip APPLICANT NAME CONTRACTOR Name � Address t N w ti z ♦.� Address Fax State Zip City Ian State�pll�, Zip Phone 9 a 5 Fax g E-mail Lic. # Class APPLICANT NAME ARCHITECT/ENGINEER Name 3 4c, Address Zp City Fax State Zip Phone Map Book Fax E-mail Planner State License Number APPLICANT NAME Name 1-r •J .c. Address City State Zp Phone Fax E-mail APPLICANT SIGNATURE X Nq For office se only: Zoning Progertu A�drs l0U"J �AN�►Xw Flood Zone Cr ss Street of � SRA I Yes I No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS PERMIT NO. 0!�' II--E%52� BIN # LOCATION AP# 06 Z6 oja Progertu A�drs l0U"J �AN�►Xw City dRvur Cr ss Street of � Sheriff SMIP WORKER'S COMPENSATION Policy Number S Carrier S10 I r po If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address Description or Scope of Work: r O Structure Built without Permits ❑ Proposed .Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received by: Amount: Bldg SRA Receipt #: Sheriff SMIP Date C1�j% Other q�—'�Total / SUBMITTAL & PERMIT REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED, ALL PLANS MUST BE LEGIBLE AND IN INK ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plafis, 3"br 4 sets, with wet signature onplans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss'details and layouts in duplicate (if required). No faxes! ❑ 4. Energy compliance design and supporting documentation in duplicate. ❑ 5. Statement of Intent for Non -heated and AIC for Non -Residential Buildings. ❑ 6. Manufactured homes: (A)'instAation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate,'(GYElevations in triplicate. (D) Floor plans in triplicate: All of these§must be stamped and wet -signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent. for noR-residential buildings. ❑ 11. Detached Accessory BuildingForm filled out by the owner (if required). ❑ 12. Hazardous Material Form (for Commercial Buildings only). , . I . i 7 Remaining items needed to issue the permit. Additional items may be. required -,after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ° ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. O 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval pdo(to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7: Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. O 11. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts. ❑ 12. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, please contact a Permit Assistant at (530)538.7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made,within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION K TORMSWILDING F0R1v1S\BIdgApp1SubRgmts.doc Page 2 of 2 REV 2-24-05 Butte County Department of Development Services AUT tF YVONNE CHRISTOPHER, DIRECTOR oo ���i i CO M 7 County Center Drive rV Oroville, CA 95965 M (530) 538-7601 Telephone c�U N co (530) 538-7785 Facsimile TO: WILLDAN ' FROM: Scott Rutherford (530) 538-7160 srutherford(@buttecounty.net 1 [**ft SUBJECT: Plans Transmittal For Review Per Contract O DATE: 06/14/2005 Applicant: ` Ballenger, Pat, Permit No: 05-1488 Project Type: NSF/Gar/Deck - APN: 0607240-013 . 100% 70% Plan Check Fees $ 1-,794`.48 $ 1,256.14 $ 1,794.48 $ 1,256.14 F WILLDAN Fee $ 1,256.14 Copies Attached: Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans - Truss'Calculations Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVIS/O11I, 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: `1 ASSESSOR PARCEL NUMBER QL)4 -P ) 3 Proposed Building Use: Permit Technician: Date: "1 Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order o apply. -j 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•faxesl -a 5. Letter from Engineer or Architect for truss design review. r- 6. Energy compliance design and supporting documentation in duplicate.; 'r ❑ 7. Statement of Intent for on -heated and AIC for Non -Residential Buildings. �'� ' < `� L ❑ 8. Manufactured homes40)) i6s"ttallatio�n manual, including marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. fi ----' ❑ 9. Metal Bldgs: (QM'e�al+8`Idg;Plans(B; nd plans and'calcs,in triplicate; (C) Elea; o� s tri plicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. b ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Letter of intent for non-residential` buildings I -S ❑ 12. Hazardous Material Form ❑ 13. Acknowledgement of building permit application without required clearances. ❑ 14. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) 15. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable L bA�'U ❑ 16. Fire Sprinklers.....:...................................................................................... ❑ 17. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 18. Soils Report and/or Engineered Foundation required ........................................... O 1 Erosion Control Plan Required........................................................................ 20. Fees as shown on the attached Schedule of Fees Due Sheet .............................. ❑ City of Chico Plumbing permit.............................................................. .:..... 0 22. Site plan and business license approval from the City of Biggs... ................ 2 California Department of Forestry plan approval maid. Sent 4. tanning approval for (A) I. (, B)Parking: (C) Parce eck: .......... 1Af R o O . Contact Land Development about _ Improvements, _ Drainage ........................ 26. NPDES Form....................................................................:....................... ,rlo mar qCt���/ 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... ❑ 29. Worker's Compensation Carrier and Policy Number .......................................... ❑ 30. Owner -Builder Verification ( _ Given to owner, _Mailed to owner)..................... ❑ 3 . etter of Signature authorization.................................................................... DZW ecorded copy of Agricultural Acknowledgment Statement.."' ❑ xisting violations and/or expired permits ....................................... ....... ........... ❑ 34. Deed Restriction ......................................................... ..*.............................. ❑ 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ......................... ❑ 36. Other: ❑ 37. Other: When issued Telephone . r `'� `7 `t' and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. Applicant: Date: C - ? - 05 1. Index permit applicaUo� for thEUbove items numbered: Plan Check Letter 2. Additional items required Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ 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: Date: Structural reviewed b : Date: Structural approved by: 1 Date: Note transfer by: Date: Yellow: Building Division COUNTY OF -BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION, 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 •�n' I �� SCHEDULE OF FEES DUE OWNER `tel PROPOSED BUILDING USE - 1. BUILDING PERMIT FEES Balance Due $ Additional Fees Due ................. $ Additional Fees Due ... ........... $ / Revised Plan Checking Fee .$ 2. SCHOOL DISTRICT FEES (paid at District Office) (Available after Plan Check) 3. RIFF FEES (paid at Building Division) Re 'dential ...................... x $360.00 = $ Units Commer 'al (sq. ft. x $0.03 = $ Sq. ft. 4. URBAN AREA FEES (paid at Building Division) Residential ................... x = $ # Units Amt. Commercials ft. ( q. ) ............ -x-=$ Sq. ft. Amt. 5. RECREATIONAL DISTRICT FEES (paid at District Office)'(Available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK (paid at Building Division) �1> A.P.# DATE d5 RECEIPT # DATE REC. z s x/14 �� 5 ��• i 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 0. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. APPLICANT DATEV Pursuant to Govern t Code Section 66020; you are hereby notified that items 2, 3, 4, 5, 6, 7, 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 - Buiding Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev, 6100) `\AC�UN',S / tic WpF� I epart m'ent of Public Woeks. C o u n,t -y o f B u t t e ichael Crump, Director LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive' Oroville, CA 95965 (530) 538-7266 (FAX) 538-7171 National Pollutant Discharge Elimination System (NP®ES) Phase - II Construction Storm Water 'Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement BLESS THAN I ACRE]' Project Description: d� %�oi►�-rc- Project Location and/or Parcel Number: Not .2 V6 - 6I:9 K4tidJeA 4U V, 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: oUa •u c K' ` Date: Less than 1 Acre INPDES & SWppp Compliance Certification I Butte County Storm Water Management Program PERMIT NO.: i ; ;•. 60-05 Lake Oroville Area Public., Utility. District 1960 Elgin Street OROVILLE, CALIFOPENIA 95966 533-2000 DISTRICT APPROVAL AND VERIFICATION OF INSPECTION BUILDING SEWERS This verification form must be submitted to the Butte County Department of Public Works Building Department prior to issuance of a building or occupancy permit, whichever is applicable. Prior to final approval by Butte County of a Building or an Occupancy Permit, a copy of this verification form, signed off by Lake Oroville Area Public Utility District, must be submitted to Butte County. Date: June 8, 2005 Applicant: SAM & PAT BALLENGER (Better Builders .'Constr. ) Applicant Address: 5263 Royal Oaks Dr., Orovi,lle CA 95966 Applicant Phone No.: 589-2574 Property LOcations(s): 6073 Kanaka Avenue K 11 R'd E ta t Ut 4 2 A. P. No. (s): Fees due: e y i cte s es niB Lot # 53 069-240-013-0 $1,'690.00 Capacity Charge and $1,277.00 SC -OR Regional Facility Charge Due as of 6/8/2005 �1 Application for service approved: LAKE OROVILLE AREA PUBLIC UTILITY DISTRICT Inspection(s) made and successful test(s) observed: Location: . M Lake Oroville Area Public Utility District release to close permit: Date: By: Date: w A W I LLDAN Serving Public Agencies August 17, 2005 Scott Rutherford Butte County Building Department 7 County Center Drive Oroville, CA 95965 (530) 538-7169 (530) 538-2140 FAX BUTTE COUNTY PLAN REVIEW REPORT Status: Approved Jurisdiction Job No: 05-1488 Assessor's Parcel No: 069-240-013 Description: Ballenger-NSF/Gar/Deck Willdan Project No: 14353-1722-M 117 C Street Marysville, California 95901 530/749.2373 fax 530/749.2199 www.willdan.com i Dear Mr. Rutherford: Willdan has completed a plan review of submitted plans and documents for the above referenced project and recommends your approval with the conditions noted on the 2nd page of this letter. The plans and documents provided for this review that have been found in compliance with the applicable codes are: k . Plans: Two (2) copies, sheets through 10 cover dated 5/9/05 revisions dated 7/28/05 by Better Builders Construction # Structural Calculations: Two (2) copies dated 5/4/05 revision dated 7/28/05 by Gary. Hawkins, Architect k Truss (Floor) Calculations: Two (2) copies dated 3/5/05 by Longfellow Lumber Co., Inc. k Truss.(Roof). Calculations: Two (2) copies dated 3/5/05 by Longfellow Lumber Co., Inc. * Energy Calculations: Two (2) revised copies dated 7/28/05 by Aaron Klemenok, Gary Hawkins Architect k Miscellaneous: Two (2) copies AOR's Truss Review Letter dated 6/2/05 by Gary Hawkins, Architect ` The plans have been stamped with the Willdan approval stamp and dated. According to our previous letters. relating to this project, the superseded plans and documents will be discarded within 10 days unless we receive other instructions. On the pages to follow is the identification of the codes and standards applicable to the project, a code analysis, conditions -of -approval and identification of any deferred submittals. Paige 1 of 2 Butte County 05-1488 • Willdan 1.4353-1722.PC2.F 9 a Ile, WILLDAN Serving Public Agencies APPLICABLE CODES Unless noted otherwise, all comments are based on requirements of the 2001 California Building Standards Code found in the California Code of Regulations, Title 24: • Part 2, known as the California Building Code (CBC). • Part 6, known as the California Energy Code, and Energy Commission Standards (CECS). CODE ANALYSIS Our plan review revealed the following information regarding the occupancy designation, type of construction, and other pertinent features. This information is not consistent with that shown on the Permit Application*. Specific Type of Type of Stories Lower Main Upper Total Sq Use Occupancy Construction Floor ftp Floor fe Floor ft2 Ft `. Dwelling R-3 V -N 3 1709 1709 1037 4455 Garage U-1 V -N 1 0 611 0 611 Covered Porches, R-3 V -N 3 82 777 412 *1210 Patios & Balconies CONDITIONS OF APPROVAL 1. Approval is contingent upon the review, requirements and approval of other departments and/or agencies that have jurisdiction over this project. 2. Revisions and/or notes as red -lined on the plans. SPECIAL INSPECTION NEEDS Our plan review reveals no following special inspection pursuant to CBC 1701. DEFERRED SUBMITTALS Our, plan review reveals no deferred submittals. Sincerely, Richard Essenwanger Plans Examiner II Gustavo Franco, P.E. Plan Check Engineer Cc: Alice Mefford, amefford@buttecounty.net Gary Hawkins, Architect, 3045 Ceres Ave, Ste 135, Chico, CA 95973, garyarch@sbcglobal.net Pat and Sam Ballenger, 4982 Country Club Dr, Paradise, CA 95969 John Starr, 243 Ward Blvd, Oroville, CA 95966, Fax: (530) 589-2942 Page 2 of 2 Butte County 05-1488 Willdan 1.4353-1722.PC2F a t • y, YIa+,. . , r ®AND WHEN RECORDED MAIL TO: ;005®0049204 BUTTE COUNTRY BUILDING DIVISION Recorded I REC FEE 7.00 7 COUNTRY CENTER DRIVE OROVILLE, CA 95965 Official Records ICounty of i CONFORMED COPY 1.00 Butte I CAMM J. 6Rl1BBS I County Clerk-Recorderl ' I BW 010:07AM 19 -Aug -2005 I Page 1 of 1 ` . -•ia ILII �'Itill�-1 I'I�-I, III'_�,�L! I'I"II� II II. --------:--- AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgement to be recorded prior to issuance of a building permit. The I 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: Lot 253, as shown on that certain map entitled, "KELLY RIDGE ESTATES UNIT NO. 4B" which map was filled in the office of the recorder of the county of Butte, State of California, November 10., 1977 in Book of Maps, at pages 73, 74, 75, 76 and 77. TOGETHER WITH an easement for ingress and "egress over and across a stip of land with the uniform width of twenty feet lying Southerly of, adjacent to and parallel with the Northerly boundry line of Lot 254 in said Kelly Ridge Estates Unit 4B. , Date ff—H-Cor PROPERTY OWNERS: Pat Ballenger i State of California ) County of BUTTE ) On O I Q I �S before me; Shaven I. Nelson, Notary Public Sam Ballenger personally appeared 136;:Sanally knowirtsme (or proved to me on the basi of satisfactory evidence) to be the person(Wwhose namesO is/ay6 subscribed to the within instrument and acjmowledged to me that V/sheht o executed the same in his/her/their authorized capacity(ieand that by hX//her/tKeir signature(syon the instrument, the person(s) acted, executed the instrument. WITNESS my hand and official seal. 1 /1n SHAWN I. NELSON C Signature ,W� C ` QCf� Seal:Comm. A 1363163 to NOTARY PUBLIC • CALIFORNIA N Yuba County' My Comm. Expires June 30. 200 6 A.P.# 069-240-013 .,. 4w BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District / / y�% E% Building Department No. A.P. NumberJurisdiction: City ®County Property Owner 4&11 e e?,er Property Location/Address/�_ Subdivision Lot No. Residential Development © Q Q Q Sq. Footage No of Living Mobile Home Addition/ *Supplemental to (Group. R) Units Installation Conversion Permit # •(No foundation inspection) :.......................................................................................: Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) Commercial/Industrial 0 Sq. Footage New Addition (Including Exterior Roofed Areas) B ildina Department Reoresentative . Date District Identification No. 1-7 -311 �IrOU ��� �;�, �A h t ,Chool District certifies that � ^- (Applicant) (Street Address) (Phone Number) rO0IS-1 �ISgto (City) (State) (Zip Code) has complied with the requirements of Resolution No. 1 by payment of $ representing . 44S � square feet. 1�13 2926 $ ULL MITIGATION $ School District Representative Date Paid by Check # Remarks: '1CJ- �'j0�1-� tats '0A Notice: You may protest the Imposition of the fees Identified above by submitting a written protest to the District, In compliance with Government Code Section 66020(a), within 90 days from the date hes are paid. Failure to submit a timely written protest will prohibit you from challenging the Imposition of the fees In any court action. 1f, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District Is notified by the applicable Local Planning Agency that this project Is being reviewed under the Cal 'Montle Environmental Quality Act (CEm►). this project may be subject to additional school hes to fully mitigate Its Impact on the school districts 'sehools. White (school district), Yellow (building department), Pink (applicant) feeform.xls (=s)drrm JBUTTE C UNTY DEVELOPMENT FEE CERTIFICATION FORM .0'FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) • O CHICO AREA RECREATION AND PARK DISTRICT (CARD) O PARADISE RECREATION AND PARK DISTRICT .(PRPD) r 0 DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s Building"Permit Number Property Owner (s) F � Project Location /Address j Subdivision Name Assessable Sq. Ftge Type of Residential Development (check one) Z�New Development V//Single Family -Detached Single Family-Attaclied Alteration/Addition(s) Non -Residential to. Residential' 'Multi -Family Dwelling Mobile home, Mobile home replacement verified by Assessor Department W Demo Permit (date issued4z11;n1/w verified by Bu_ilding`Department Comments: ��/ff i�n;ol l�. ' , V A) > 0 F D 0 CARD ❑ PRPD 0 DRPD certifies that: . 2 Applic t N e Phone Number Mailing Address ' CityState Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: Dwelling. Units @ $ t '' per unit for a total of Square Feet @ $ per sq foot for a total of $ Remarks: Paid by Check No: Paid by Cash:,Receipt No: ,-) (Z Y Vi4/05 Recreation and Park District Representative Date — , a.,,. AND WHEN RECORDED MAIL TO: BUTTE COUNTRY BUILDING DIVISION 7 COUNTRY CENTER DRIVE OROVILLE, CA 95965 COPY, ---of Document Recorded 19 -Aug -2005 2005-0049204 Has notbeen compared with original , .0 s -1 r .. ,. I r s.r a,. BUTTE COUNTY COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgement 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; Lot 253, as shown on that certain map entitled; "KELLY RIDGE ESTATES -UNIT NO. 4B" which map was filled in the office of the recorder of the county of Butte, State of California, November 10, 1977 in Book of Maps, at pages 73, 74, 75, 76 and 77. TOGETHER WITH an easement for ingress and egress over and across a stip .of.land with the uniform width of twenty feet lying Southerly of, adjacent to and parallel with the Northerly boundry line of Lot 254 in said Kelly Ridge Estates Unit 4B. .1 Date � PROPERTY OWNERS: Pat Ballenger Sam Ballenger State of California ) County of BUTTE ) c, c On O Ct I J before me, Shawn I. Nelson, Notary Public personally appeared r l pemonally knowrrtu-ate (or proved to me on the basi of satisfactory evidence) to be the person(Wwhose names() is/ay6, subscribed to the within instrument and ac)Mowledged to me that W/she/tho executed the same in his/her/their authorized capacity ie that by V/her/heir signature(syon the instrument, the person(9) acted, executed the instrument. WITNESS my hand and official seal. Signature t �t,n C—. Seal: A.P.# 069-240-013 ------------ SHAWN I. NELSON Comm. t 1363163 ref N ear NOTARY PUBLIC -CALIFORNIA N Yuba County M1IV Comm. Expires June 30.2006 CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF -1R Project Title::........ JOHN_STARR Date..08/31/06 ******* 13:24:13 Project Address.....:.. UNIT 4B, KANAKA AVE. OROVILLE, CALIFORNIA *v6.01* Documentation Author... AARON KLEMENOK ******* Building Permit # Gary Hawkins Architect 3045 Ceres Ave., Suite 135 Plan Check / Date Chico, CA 95973. 530-892-2700 Field Check/ Date Climate Zone........... 11 , Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPA86 v6.01 File -05061B Wth-CTZ11S92 Program -FORM CF -1R User#-MP0666 User -Gary Hawkins Architect Run -NEW GENERAL INFORMATION Conditioned Floor Area..... 4455 sf Building Type................ Single Family Detached Construction Type ......... New Building Front Orientation. Front Facing 0 deg (N) Number of Dwelling Units.... 1 Number of Stories.......... 3 Floor Construction Type.... Slab On Grade Glazing Percentage.......... 17.5 % of floor area Average -Glazing U -factor... 0.35 Btu/hr-sf-F Average Glazing SHGC....... 0.33 Average Ceiling Height..... 9 ft ' BUILDING SHELL INSULATION Component Frame Cavity Sheathing Type Type R -value R -value Door n/a R-0 R-n/a Wall Wood R=17.8 R-0 Wall Wood R-17.8 R-1.32 SlabEdge None R-0 R-0 SlabEdge None R-0 R-0 Roof Wood R-11 R-27 Total Assembly R -value U -factor Location/Comments R-0 0.330 2FW1, 2FW2, 1RW2 R-17.8 0.065 1LW2,.1LW3, 1BW2 1RW2, 1RW3, 2FW2 R-19.12 0'.059 2FW1, 2LW1, 2BW1 2RW1, 3FW1, 3LW1 3BW1, 3RW1 F2=0.510 FLOOR F2=0.760 'FLOOR R-38 0.025 ATTIC Over - Exterior hang/ Shading Fins Standard None Standard Yes Standard Yes Standard Yes Standard None Standard None Standard Yes Standard Yes Standard None Standard Yes Standa d Yes � ®���C3 06 BUTTE COUNTY Y BUILDING DIVISION APIOR VSD FENESTRATION Area U- Interior Orientation (sf) Factor SHGC Shading, Window Front (N) 17.5 0.350 0.320 Standard Window Front (N) 5.3 0.350 0.320 Standard Window Front (N) 9.0 0.350 0.320 Standard Window Front (N) 7.0 0.350 0.320 Standard Window Left (E) 24.0 0.350 0.320 Standard Window Left (E) 7.0 0.350 0.320 Standard Window Back (S) 48.0 0.350 0.320 Standard Door Back (S) 40.0 0.340' 0.330 Standard Window Right (W) 48.0 0.350 0.320 Standard Window Left (E) 7.0 0.350 0.320 Standard Window Left (E) 7.5 0.350 0.320 Standard Over - Exterior hang/ Shading Fins Standard None Standard Yes Standard Yes Standard Yes Standard None Standard None Standard Yes Standard Yes Standard None Standard Yes Standa d Yes � ®���C3 06 BUTTE COUNTY Y BUILDING DIVISION APIOR VSD CERTIFICATE OF COMPLIANCE:.RESIDENTIAL Page 2 CF -1R Project Title.......... JOHN STARR Date..08/31/06 13:24:13 MICROPAS6 v6.01 File -05061B Wth-CTZllS92 Program -FORM CF -1R User#-MP0666 User -Gary Hawkins Architect Run -NEW FENESTRATION SLAB SURFACES Area Over - Slab Type (sf) Area U- Interior Exterior hang/ Orientation (sf) Factor SHGC Shading Shading Fins Window Left (E) 24.0 0.350 0.320 Standard Standard Yes Window Left (E) 12..0 0.350 0.320 Standard Standard Yes Window Back (S) 72.0 0.350 0.320 Standard Standard None Window Back (S) 33.0 0.350 0.320 Standard Standard None Window Back (S) 36.0 0.350 0.320 Standard Standard Yes Door Back (S) 40.0 0.340 0.330 Standard Standard Yes Window Back (S) 48.0 0.350 0.320 Standard Standard Yes Window Back (S) 24.0 0.350 0.320 Standard Standard None Door Right (W) 20.0 0.340 0.330 Standard Standard Yes Window Right (W) 36.0 0.350 0.320 Standard Standard. Yes Window Right (W): 7.0. 0.350 0.320 Standard Standard Yes Window Front (N) 14.0 0..350 0.320 Standard Standard Yes Door Front (N) 40.0 0.340 0.330 Standard Standard Yes Window Left (E)' 20.0 0.350 0.320 Standard Standard Yes Window Back (S) 16.0 0.350 0.320 Standard Standard None Door Back (S) 40.0 0.340 0.330 Standard Standard None Door Back (S) 40.0- 0.340 0.330 Standard Standard None Window Right (W) 10..0 0.350 0.320 Standard Standard Yes Window Right (W) 10.0 0.350 0.320 Standard Standard Yes Window Right (W) 10.0 .0.350 0.320 Standard Standard Yes Skylight Left (E) 4.0 0.550 0.670 None None None Skylight Left (E) 0.8 0.550 0.670 None None None Skylight Left (E) 0.8 0.550 0.670 None None None SLAB SURFACES Area Slab Type (sf) Standard Slab 1709 HVAC SYSTEMS Refrigerant' Tested ACCA Equipment Minimum Charge and Duct Duct Duct Manual Thermostat Type Efficiency Airflow Location R-value.Leakage D Type Gas 0.800 AFUE n/a Attic R-4.2 No No Setback ACSplit 13.00 SEER No Attic R-4.2 No No Setback WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value Storage Electric PipeInsulation 1 .94 50 R- n/a CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R Project Title.......... JOHN STARR Date..08/31/06 13:24:13 MICROPAS6 v6.01 File -05061B Wth-CTZllS92, Program -FORM CF -1R User#-MP0666 User -Gary Hawkins Architect Run -NEW SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the'plans,.*** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection: *** This building incorporates non-standard Water Heating System REMARKS COMPLIANCE STATEMENT. This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has-been.signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations,. any shading feature that is, varied is indicated in the Special Features Modeling Assumptions section. DESIGNER -or OWNER Name...'. JOHN STARR Company. BETTER BUILDERS CONST. Address. 5263 ROYAL OAKS DR. OROVILLE, CA Phone... 530-589-2574 License. 3 3225 Signed.. (date) ENFORCEMENT AGENCY Name.... Title .. Agency.. Phone... Signed.. (date) DOCUMENTATION AUTHOR Name.... AARON KLEMENOK Company. Gary Hawkins Architect Address. 3045 Ceres Ave., Suite 135 Chico, CA 95973 Phone... 530 -892 -2700 - Signed. . 30-892-2700 Signed.. J'l,4 /'I, jon A ?F 4r-6 (date) MAND-ArORY MEASURES CHECKLIST:.RESIDENTIAL Page 1 MF -1R Project Title.......... JOHN STARR Date..08/31/06 13:24:13 Project Address........ UNIT 40, KANAKA AVE. ******* Building Permit # Plan Check / Date Field Check/ Date Documentation Author... Climate Zone........... Compliance Method:..... OROVILLE, CALIFORNIA *v6.01* AARON KLEMENOK ******* Gary Hawkins Architect 3045 Ceres Ave., Suite 135 Chico, CA 95973 530-892-2700 11 MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File -05061B Wth-CTZllS92 Program -FORM MF -1R User#-MP0666 User -Gary Hawkins Architect Run -NEW Note: Lowrise residential.buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be'considered by all 'parties as minimum component, performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES Design- Enforce- er ment *150(a): Minimum R-19 ceiling insulations v 150(b): Loose fill insulation manufacturer's labeled R -Value. *150(c): Minimum -R-13 wall insulation in wood framed walls or. equivalent U -factor in metal frame walls.(does not apply / to exterior mass walls). V *150(d): Minimum R-13 raised floor insulation in framed floors. 150(1): Slab edge insulation - water absorption rate no greater than 0..3%, water vapor transmission rate no greater than 2.0. perm/inch. 118: Insulation specified or installed meets insulation quality standards. Indicate type and form. 116=17: Fenestration Products, Exterior Doors and Infiltration/ Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except, field fabricated) have label.with certified U -factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. 150(f): Special infiltration barrier installed to comply with Sec. 151 meets Commission quality standards. 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control / 2. No continuous burning gas pilots allowed.' J MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 2 MF -1R Project Title.......... JOHN STARR Date..08/31/06 13:24:13 MICROPAS6 v6.01 File -05061B Wth-CTZ1lS92 Program -FORM MF -1R User#-MP0666 User -Gary Hawkins Architect Run -NEW SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES Design- Enforce- er ment 110-113: HVAC equipment, water heaters, showerheads and / faucets certified by the Commission. _/ 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. 150(i): Setback thermostat on all applicable heating and/or / cooling systems. ./ 150(j): Pipe and Tank insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12.or greater. 2. First 5 feet of pipes closest to water heater tank, non - recirculating systems, insulated (.R-4'or greater). 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water system. 5. Cooling system piping below 55 degrees insulated. / 6. Piping insulated between heating source - and indirect J hot water tank. *150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and in- sulated, to meet the requirements of.the 1998 CMC sectons 601, 603, and 604, and standard 6-3; ducts insulated to a' minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or.other duct -closure system that meets the applicable requirements of UL181, UL181A, or UL181B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities shall not be used for conveying conditioned air. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber addhesive duct tapes unless such tape is used in combination with mastic and drawbands. 2. Exhaust fan systems have backdraft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have / either automatic or readily accessible, manually operated dampers. 114: Pool and Spa Heating Systems and Equipment 1. System is certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36 inches of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. 115: Gas-fired central furnaces; pool heaters, spa heaters or household cooking appliances have no continuously burning MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 3 MF -1R Project Title.......... JOHN STARR Date..08,/31/06 13:24:13 MICROPAS6 v6.01 File -05061B Wth-CTZ11S92 Program -FORM MF -1R User#-MP0666- User -Gary Hawkins Architect Run -NEW pilot light (Exception: Non -electrical cooking appliances with pilot-< 150 Btu/hr). LIGHTING MEASURES Design- Enforce- er ment 150(k)1: Luminaires for general lighting in kitchens shall have lamps with an efficacy of 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen.. 150(k)2: Rooms with a shower or bathtub must have either at Least one luminaire with lamps with an'efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternatives to this requirement allowed in Sec. 150(k)2.; and recessed ceiling fixtures are IC (insulation cover). approved. ✓ COMPUTER METHOD SUMMARY Page 1 C -2R Project Title ........... JOHN STARR Date..08/31/06 13:24:13 ******* Project Address........ UNIT 415, KANAKA AVE. OROVILLE, CALIFORNIA *v6.01* Documentation Author... AARON KLEMENOK. ******* Building Permit# Gary Hawkins Architect 3045 Ceres Ave., Suite 135 I Plan Check / Date Chico, CA 95973 530-892-2700 Field Check/ Date Climate Zone........... 11 Compliance Method...... MICROPAS6.v6.01"for 2001 Standards -by Enercomp, Inc. MICROPAS6.v6.01 File -05061B Wth-CTZ11S92 Program -FORM C -2R User#-MP0666 User -Gary Hawkins Architect Run -NEW MICROPAS6 ENERGY USE SUMMARY II Energy Use Standard Proposed Compliance III (kBtu/sf-yr) Design Design Margin II I, Space Heating.......... 16.45 13.83 II 2.62 II Space Cooling......... 8.04 6.75 1.29 Water Heating.......... 6.40 10.26 -3.86 Total 30.89 30.84 0.05- II *** Building complies with Computer Performance *** Zone Type HOUSE Residence 4 GENERAL INFORMATION Conditioned Floor Area..... 4455 sf. Building Type .............. Single Family Detached Construction Type ....:.... New - Building Front Orientation. Front Facing 0 deg (N) Number of Dwelling Units... 1 Number of.Building Stories. 3 Weather Data Type.......... ReducedYear Floor Construction Type.... Slab On Grade Number of Building Zones... 1 Conditioned Volume......... 40095 cf Slab -On -Grade Area......... 1709 sf Glazing Percentage.....:... 17.5 6 of floor area , Average Glazing U -factor... 0.35 Btu/hr-sf-F' Average Glazing SHGC....... 0.33 Average Ceiling Height..... 9 ft BUILDING ZONE INFORMATION .Floor # of Vent Vent Air Area Volume Dwell Cond- Thermostat Height Area Leakage (sf) (cf) Units itioned Type .(ft) (sf) Credit 4455 40095 1:00 Yes Setback 8:0 Standard No COMPUTER METHOD SUMMARY Page 2 C -2R Project Title.......... JOHN STARR Date..08/31/06.13:24:13 MICROPAS6 v6.01 File -05061B Wth-CTZllS92 Program -FORM C -2R User#-MP0666 User -Gary Hawkins Architect Run -NEW Surface HOUSE 1 Door 2 Door 3 Wall 4 Wall 5 Wall 6. Wall 7 Door 8 Wall 9 Wall 10: Wall 11 Wall 12 Wall 13 Wall 14 Wall 15 Wall 16 Wall 17 Wall 20 Roof 21 Roof 22 Roof 23 Roof Surface OPAQUE SURFACES Area U- Insul Act Solar (sf) factor R-val' Azm Tilt Gains HOUSE 18 SlabEdge 19 S1abEdge Orientation Form 3 Location/ Reference Comments 23 0.330 0 0 90 Ye's None 2FW1 18 0.330 0 0 90 No None 2FW2 258 0.065.17.8 Window* 90 90 Yes W.19.2X6.16 1LW2 50 0.065 17.8 90 90 No W.19.2X6.16 1LW3 443 0.065 17.8 180 90 Yes W.19.2X6.16 1BW2 223 0.065 17.8 270 90 Yes W.19.2X6.16 1RW2 18 0'.330 0 270 90 Yes None 1RW2 50 0.06.5 17.8 270 90 No W.19.2X6.16 1RW3 361 0.059 19.12 0 90 Yes W.21.EQ4 2FW1 144 0.065 17.8 0 90 No W.19.2X6.16 2FW2 289 0.059 19.12_ 90 90 Yes W.21.EQ4 2LW1 332 0.059 19.12 180 90 Yes W.21.EQ4 2BW1 276 0.059 19.12 270 90 Yes W.21.EQ4 2RW1 324 0.059 19.12 0 90 Yes W.21.EQ4 3FW1 250 0.059 19.12 90 90 Yes W.21.EQ4 3LW1 282 0.059 19.12 180 90 Yes W.21.EQ4 3BW1 240 0.059 19.12 270 90 Yes W.21.EQ4 3RW1 533 0.025 38 270 9 Yes R.38.2X4.24 ATTIC 529 0.025 38 90 9 Yes R.38.2X4.24 ATTIC 568 0.025 38 90 18 Yes R.38.2X4.24 ATTIC 180 0.025 38 n/a 0 Yes 'R.38.2X4.24 ATTIC PERIMETER LOSSES Length F2 Insul Solar (ft). Factor R-val Gains Location/Comments 18 0.510 R-0 No FLOOR 175 0.760 R-0 No FLOOR FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade (sf) factor SHGC Azm Tilt Type/SHGC Type/SHGC HOUSE 1 Window Front (N) 17.5 0.350 0.320 0 90 2 Window* Front (N) 5.3 0.350 0.320 0 90 3 Window Front (N) 9.0 0.350 0.320 0 90 4 Window ' Front (N) 7.0 0.350 0.320- 0 90 5 Window Left (E) 24.0 0.350 0.320 90 90 6.Window Left (E) 7.0 0.350 0.320 90 90 7 Window Back (S) 48.0 0.350 0.320 180 90 8 Door Back (S) 40.0 0.340 0.330 180 90 9 Window Right (W) 48.0 0.3500.320 270 90 10 Window Left (E) 7.0 0.350 0.320 90 90 11 Window Left (E) 7.5 0.350 0.320 90 90 12 Window Left (E) 24.0 0.350 0.320 90 90 13 Window Left (E) 12.0 0.350 0.320 90 90 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/'0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 COMPUTER METHOD SUMMARY Page 3 C -2R Project Title.......... JOHN STARR Date..08/31/06 13:24:13 MICROPAS6 v6.01 File -05061B Wth-CTZllS92 Program -FORM C -2R User#-MP0666 User -Gary Hawkins Architect Run -NEW Surface HOUSE 2 Window 3 Window 4 Window 7 Window 8.Door 10 Window 11 Window 12 Window 13 Window 16 Window 17 Door 18 Window 20 Door 21 Window _ 22 Window 23 Window 24 Door 25 Window 29 Window 30 Window 31 Window OVERHANGS AND SIDE FINS Interior Shade Type/SHGC Standard/0.68 Standard/0.68 Standard/0.68' Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 None/l None/l None/1 -Window- Overhang -Left Fin- -Right Fin - Area Left Rght (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght 5.3 n/a 3.5 . 8 1.5 FENESTRATION SURFACES n/a n/a n/a n/a n/a Area U- n/a Act 8 Exterior Shade Orientation n/a n/a (sf) factor SHGC Azm Tilt Type/SHGC 14 Window Back (S) 72.0 0.350 0.320 180 90 Standard/0.76 15 Window Back (S) 33.0 0.350 0.320 180 90 Standard/0.76 16 Window Back (S) 36.0 0.350 0.320 180 90 Standard/0.76 17 Door Back (S) 40.0 0.340 0.330 180 90 Standard/0.76 18 Window •Back .75 (S) 48.0 0.350 0.320 180 90 Standard/0.76 19 Window Back (S) 24.0 0.350 0.320 180 90 Standard/0.76 20 Door Right (W) 20.0 0.340 0.330 270 90 Standard/0.76 21 Window Right (W) 36.0 0.350 0.320 270 90 Standard/0..76 22 Window Right (W) 7.0 0.350 0.320 270 90 Standard/0.76 23 Window Front (N) 14.0 0.350 0.320 0 90 Standard/0.76 24 Door Front (N) 40.0 0.340 0.330 0 90 Standard/0.76 25 Window Left (E) 20.0 0.350 0.320 90 90 Standard/0.76 26 Window Back (S) 16.0 0.350 0.320 180 90 Standard/0.76 27 Door Back (S) 40..00.340 n/a 0.330'180 n/a 90 Standard/0.76 28 Door Back (S) 40.0 0.340 0.330 180 90 Standard/0.76 29 Window Right (W) 10.0 0.350 0.320 270 90 Standard/0.76 30 Window Right (W) 10.0 0.350 0.320 270 90 Standard/0.76 31 Window Right (W) 10.0.0.350 n/a 0.320 270 90 Standard/0.76 32 Skylight Left (E) 4.0 0.550 0.670 90 9 None/l 33 Skylight Left (E) 0.8 0.550 0.670 90 18 None/l 34 Skylight Left (E) 0.8 0.550 0.670 90 18 None/l Surface HOUSE 2 Window 3 Window 4 Window 7 Window 8.Door 10 Window 11 Window 12 Window 13 Window 16 Window 17 Door 18 Window 20 Door 21 Window _ 22 Window 23 Window 24 Door 25 Window 29 Window 30 Window 31 Window OVERHANGS AND SIDE FINS Interior Shade Type/SHGC Standard/0.68 Standard/0.68 Standard/0.68' Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 None/l None/l None/1 -Window- Overhang -Left Fin- -Right Fin - Area Left Rght (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght 5.3 n/a 3.5 . 8 1.5 n/a n/a n/a n/a n/a n/a n/a n/a' 9.O n/a 6 8 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 7.0 n/a 3.5 2 1.25 n/a n/a n/a n/a n/a n/a n/a n/a 48.0 n/a 4 7.75 2 n/a n/a n/a n/a n/a n/a n/a n/a 40.0.n/a 6.67 7.75 2 n/a n/a n/a n/a n/a n/a n/a n/a 7.0 n/a 3.5 2 .75 n/a n/a n/a n/a n/a n/a n/a n/a 7.5 n/a 1.5. 2 .75 n/a n/a n/a n/a n/a n/a n/a n/a 24.0 n/a 6 2 .75 n/a n/a n/a n/a n/a n/a n/a n/a 12.0 n/a 4 8 1.5 n/a n/a n/a n/a. n/a n/a n/a n/a 36.0 n/a 6 6 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 40.0 n/a 6.67 6 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 48.0 n/a 6 6 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 20.0 n/a 6.67 8 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 36.0 n/a 6 2 2.5 n/a n/a' n/a n/a n/a n/a n/a n/a 7.0 n/a 3.5 2 2 n/a n/a n/a n/a n/a n/a n/a n/a 14.0 n/a 3.5 2 1.25 n/a n/a n/a n/a n/a n/a n/a n/a 40.0 n/a 6.67 8 1.25 n/a n/a n/a n/a n/a n/a n/a n/a 20.0 n/a 4 2 .75 n/a n/a n/a n/a n/a n/a n/a n/a 10.0 n/a 4 2 .75 n/a n/a n/a n/a n/a n/a n/a n/a 10.0 n/a 4 2 .75 n/a n/a n/a n/a n/a n/a n/a n/a 10.0 n/a 4 2 .75 n/a n/a, n/a n/a n/a n/a n/a n/a f f COMPUTER METHOD SUMMARY Page 4 C -2R Proja ct Title.......... JOHN STARR Date..08/31/06 13:24:13 MICROPAS6 v6.01 File -05061B Wth-CTZllS92 Program -FORM C -2R L User# -M20666 User -Gary Hawkins Architect Run -NEW SLAB SURFACES Area Slab Type (sf) HOUSE Standard Slab 1709 HVAC SYSTEMS Refrigerant Tested ACCA Sys tem Minimum Charge and Duct Duct Duct Manual Duct Type Efficiency Airflow Location R -value Leakage D Eff HOUSE Gas. i 0.800 AFUE n/a Attic R-4.2 No No 0.767 ACSp lit 13.00 SEER No Attic R-4.2 No No. 0.669 WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal), R -value 1 Storage Electric PipeInsulation 1 .94 50 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS. *** Items in this section should be documented on.the plans, *** *** installed to manufacturer and CEC specifications, and *** verified during plan check and field inspection. *** This building incorporates non-standard Water Heating System REMARKS HVAC SIZING Page 1 •HVAC Project Title.......... JOHN STARR Date..08/31/06 13:24:13 ******* Project Address........ UNIT 4B, KANAKA AVE. . OROVILLE, CALIFORNIA *v6.01* Documentation Author... AARON KLEMENOK' ******* Building Permit # Gary Hawkins Architect 3045 Ceres Ave., Suite 135 Plan Check / Date Chico, CA 95973 530-892-2700 I Field Check/ Date l Climate Zone.. ...... 11 Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File -05061B Wth-CTZllS92 Program -HVAC SIZING User#-MP0666 User -Gary Hawkins Architect Run -NEW GENERAL INFORMATION Floor Area ................. 4455 sf Volume ..................... 40095 cf Front Orientation.......... Front Facing 0 deg (N) Sizing Location............ OROVILLE RS Latitude ......:............ 39.5 degrees Winter Outside Design...... 30 F Winter Inside Design....... 70 F Summer Outside Design....... 104 F Summer Inside Design....... 78 F Summer Range ............... 37 F Interior Shading Used...... No Exterior Shading'Used...... No Overhang Shading Used...... No Latent Load Fraction:..:... 0.20 HEATING AND COOLING LOAD SUMMARY Minimum Total Load 55620 52173 Note: The loads shown are only one of the criteria affecting the selection of HVAC _equipment. Other relevant designfactors such as air flow requirements, outside. air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to, consider all factors when selecting the HVAC equipment. Heating Cooling Description (Btuh.)` (Btuh) Opaque Conduction and Solar...... 1.6911 7625 Glazing Conduction...... ....... 10846. 7050 Glazing Solar. ............ .. n/a 13386 Infiltration....... ............... 22806 9363 Internal Gain .................... n/a 2100 Ducts.... ..... .......... ... 5056 3952 Sensible Load.. ....... ...... 55620 43477 Latent Load ...................... n/a 8695 Minimum Total Load 55620 52173 Note: The loads shown are only one of the criteria affecting the selection of HVAC _equipment. Other relevant designfactors such as air flow requirements, outside. air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to, consider all factors when selecting the HVAC equipment. ONGFELL ow UMBER. o _ NC. Quality Design 0 Floor, Wall & Roof Systems 89 Loren Avenue • Chico, CA 95928-7434 Phone (530) 893-0112 * (800) 678-0112 Fax (530) 893-0140 E -Mail: trusses@longfellowlumber.com Customer: BETTER BUILDERS i Address: KANAKA KELLY RIDGE AP#: c -20E (Rev. Bros) r Bu p BUILDING omi, APPROVED Job No. BALLENGER REVISIONS ENGINEER Mitek Industries, Inc. Redong (Ray) Yu 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 (916) 676-1900 APPROVED INSPECTION AGENCY Timber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 C C _ � EI X= LuSZ6 n = PAUS 2& d Jacks (see detail) :ers enger Residence Blip Irg mini PRIMIN MIS 'I i � � -1 MEN IMMINSIMME IN WIN IMIIII WIIMIMIIW��Wm 1011111r � Nip IN MI IN 01 IN 01 MI MI W14 MS MIR III MISSOURI 111 CI Trusses = Open EndiiBefter MINES" r, 1. HR Trusses Loose Hip Rai Builders - Ba Upper Roof X= LuSZ6 n = PAUS 2& d Jacks (see detail) :ers enger Residence -2-0-0 5-5.0 10-1 S-4-14 13-4-12 17-6-62.0-0 5-5-0 0-5-15 15.15 111-14 0-1-10 4.005-2 4x6 3x4 = 3x8 = Scale = 1:34.0 1.5x4 II sxq — 3x4 _ 1.5x4 II 3x6 = 5-5.0 r 9.414 114-12 5.5.0 17-6-6 111-14 111-14 41-10 NU KEPAIR IS REQUIRED FOR MODIFYING TCDL FROM 10 PSF TO 12 PSF ANC BCDL FROM 7 PSF TO 5 PSF. THIS REPAIR IS ALSO APPLICABLE TO THE FOLLOWING TRUSS A3 (JOB: BALL0328, R20846351), A4 (JOB: BALL0328, R20846352) AND A5 (JOB: BALL0328, R20846353). LOADING (psf) SPACING 2-0-0 CSI TCLL 16.0 TCDL 10.0 Plates Increase 1.25 TC 0.46 BCLL 0.0 Lumber Increase 1.25 BC 0.59 BCDL 7.0 Rep Stress Incr Code UBC97/ANSI95 NO WB 0,71 (Simplified) LUMBER TOP CHORD 2 X 4 DF No.1 &Btr G BOT CHORD 2 X 4 OF No.1&Btr G WEBS '2X4 OFStd G OTHERS 2 X 4 OF No.1&Btr G *Except - 12 -13 2 X 4 OF Stcl G REACTIONS (Ib/size) 7=1129/0-3-8.2=1148/0-3-8 Max Horz2=73(load case 4) DEFL in (loc) f/def Lid PLATES GRIP Vert(LL) -0.10 9 >999 240 MT20 220/195 Vert(TL) -0.20 9 >999 180 Horz(TL) 0.05 7 n/a n/a Weight 78 Ib BRACING TOP CHORD Sheathed or 3-7-12 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-9 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 6 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-3=2712/0, 3-4=2562/0,41-114=2867/0. 5-14=2867/0, 5-6=11/15, 6-7=200/0 BOT CHORD 2-10=0/2583, 10-15=0/2867, 9-15=0/2867, 9-16=0/2019, 8-16=0/2019, 7-8=0/2019 WEBS 3-10=01430.4-10=-401/0.4-9=-260/17.5-9=0/925.5-8=0/261. 54=2200/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 f above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist; they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries hip end with 0-0-0 right side setback, 6-0-0 left side setback, and 6-0-0 end setback. 7) Design assumes 4x2 (fat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 Ib down and 9 Ib up at 5-6-12 on+ top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=52, 3-6=100, 2-7=27(1`=13) Concentrated Loads (lb) Vert 3=234 & --NrNG . Ver1/y d—1 n- parameters and READ NOTES ON TRrS AND DY CLUDED Design vorid for use only with MTek conneclon. This design is based on u s show � -NCE PAGE nID-707J BEFORE nen Appficablily, of design poramenfers and proper incur N pan porometer: shown, and is for an it -not truss building component. is for lateral supporf of individual web members only. �tlliionol Component is bracresping to lity of bolding designer -not buss designer. Bracing shown Popo bracing to insure slabuilding d ly during construction is ante regarding of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality conhol. slaogedelivery, erection and broctng, consult ANSI/TPII Quality Criteria. DSB-89 and 8CS11 Bunding Component Safety Information available from Truss Plate Institute. 583 D'Onohio Drive. Madison. W153719. OV?,o ESS/p�� S. C - LU rn C 046433 * E 147 \ w0l; N\� .\ '1TF6 Al�cjFi i April 13,2006 w 7777 Greenback lane Suite 109 Citrus Heights. CA, 95610_wy �� MiTek® n dl < w 7.5-0 7 10-1 2.60 12.4-13 17-6 7.5.0 0.5.15 4-5-14 + 5.1.9 Scale = 1:33.7 . R4 = 1.5x4 II .USTERED i h � N N r 1 2X4 SCABS 11 3x4 = 'CLUSTERED 7-5.0 .411-13 00 S•1-9 GENERAL REPAIR NOTES: . 1. THIS REPAIR IS FOR MODIFYING TCDL FROM 10 PSF TO 12 PSF AND BCDL FROM 7 PSF T65 PSF. 2. ATTACH 2X4 SCAB (DF NO.1&BTR OR BETTER) AS SHOWN TO EACH SIDE WITH 10D COMMON NAILS (0.148"DIA. X 3.0"LGT.) 6" OF TRUSS @ O.C., 2 ROWS. LOADING(psf) TCLL 16.0 SPACING 2-00 Plates Increase 1.25 CSI TC 0.92 DEFL in (lac) I/deft Ud PLATES GRIP TCDL 10.0 BCLL 0.0 Lumber Increase 1. O Rep Stress Incr NO BC 0.36 Vert(LL) 0.08 2-8 >999 240 Vert(TL) -0.15 2-8 >999 180 MT20 220/195 BCDL 7.0 Code WB WB 0.78 (Matrix) Horz(TL) 0.03 6 n/a Na LUMBER Weight 77 Ib TOP CHORD 2 X 4 DF No.1&Btr G BRACING BOT CHORD 2 X 4 DF No.1 &BtrG TOP CHORD Sheathed or 4-7-8 oc purlins, except end verticals, and 2-0-0 oc purlins WEBS 2 X 4 DF Std G (5-0-4 max.): 3-5. OTHERS 2 X 4 DF No.1 &Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-11 2 X 4 DF Std G JOINTS 1 Brace at Jt(s): 5 REACTIONS (Ib/size) 6=960/0-3-8, 2=881/0-3-8 Max Horz2=146(load case 4) Max UPlift6=24(load case 4), 2=-46(load case 3) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=0/32.2-3=1842144. 3-12=1700/43, 12-13=1700/43, 4-13=-1700143.4-5=10110, 5-6=254/0 BOT CHORD 2-8=96/1699.7-8=-82/1461.6-7=-8211461 WEBS 3-8=-11/141,4-8=18/264,4-7=12/143,4-6=1509/42 NOTES 1 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist. they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries tie-in spans of 4-0-0 from front �OQ�QFESS/� Q-p�R S. ql girder and 4-0-0 from back girder. 7) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened /; to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 156 Ib down and 6 Ib up at 8-0-0 top chord. The design/selection of such connection -C Z m device(s) on es) is the responsibility of others, 9) In the LOAD CASE(S) section, loads applied to the face of the truss fn C O4 6 :D are noted as front (F) beck (B), LOAD CASE(S) Standard i1 EXP 34 1) Regular. Lumberincrease=1.25, Plate Increase=1.25 -1 Uniform Loads (plf) Vert s?rlLi 1-3=52, 3-12=-52, 5-13=104(8=52), 2-6=14 Concentrated Loads (lb) C OF r r1 Vert: 12=156 April 13,2006 A& WARNING - 7 -try d n 9 parameters and READ NOTES ON T87S AND INCLUDED MITER REFERFJVCE PAGE MO.7473 BEFORE USE. 7777 Greenback Lane _ Design valid for use only with ANTek connectors. This design a based only,upon parameters shown ontl is Iw an individual building component. Suite 109 APPficoWTiy of design porvidual a and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shownmain is for lateral support or individual web members only. Additional temporary bracing to insure stability during construction k the responsbilTiy of the CiWs Heights, CA, 95610 erector, Additional perrtsanenl bracing of the overall structure is the responsibiliy, of the building designer. For general guidance regarding fabrication. quality conlrol. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, M13-89 and BCSII Building Component Wa Safely Information available from Truss Plof Institute. 583 D'Onotrio Drive. Madison, WI 537.19. MiTek� LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 12=48 -to -13=104 + t t i r +�,�`j�'�t2SVbiaarrm , � A WARNDYG - Oer'((y d esfgn puramcters!W�cnarns _ and READ NOTES se onlyfUS AND rNCLDDED s show REFERENCE PAGE A� 7473 BEFORE nen 7777 Greenback Wine Design yard for use only with enter connectors. This design h nosed only upon respon parameters shown, and is for on individual building component. ' - Applicability of design ndmdu l we and proper in only. Additional of component a responsibility of building designer - not truss designer. Bracing shown Suite Heights, 1 a for lateral support of individual web members ono. structure lemporory bracing to insure stability during construction u the res Citrus Heights, CA, 95670 ereclor, Addilional Permanent bracing of the overall structure is Ine responsibility of the building designer, For generol guidance regording fdbiicolion. quality controL storage. delivery g ponsibilGty, of the =� [' 9 ery, exec bon and brocin consult AN51 PI7 Quality Criteria. DS8-89 andBC511 Building Component avm Safely Information ovoitabte from Truss Plole Institute. 583 D'Onofrio Drive. Madison. WI 53719. 7ek® M 10- S 9.1-11 12 -las 2-0-0 16.1-1 1 7 22-0-0 24.0-0 SSO 0-5.15 32-12 36N 32-12 0-5-15 5-5-0 2.0-0 Scale = 1:43.6 4x6 = 4.00. 12 3x4 = ., 3x8 = 4x6 = -- — 0-x4 = Sz8 WB = 3x4 = 5-5.0. 1.5x4 11 , 9-1-11 12-10-5 5-5-0167.0 22-0-0 ` 3611 3611 3611 SSU NO REPAIR IS REQUIRED FOR MODIFYING TCDL FROM 10 PSF TO 12 PSF AND BCDL FROM 7 PSF TO 5 PSF. THIS REPAIR IS ALSO APPLICABLE TO THE FOLLOWING TRUSS : B2 (JOB: BALL0328, R20846355), B3 (JOB: BALL0328, R20846356), C1 (JOB: BALL0328, R20846357), D1 (JOB: BALL0328, R20846358),, D2 (JOB: BALL0328, R20846359), AND D3 (JOB:, BALL0328, R20846360). LOADING (psf) SPACING 2_0.0 TCLL 16.0 Plates increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 7.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 2 X 4 DF Std G OTHERS 2 X 4 DF No.1&Btr G 'Except 15-162X4 DF Std G. 18-192X4 DFStd G REACTIONS (Ib/size) 7=1465/0-3-8.2=1465/0-3-8 Max 1108`z2=5(load case 4) CSI TC 0.43Vert(LL) DEFL in (loc) I/deft Ud PLATES GRIP 0.2310-12 >ggg BC 0.68 Vert(TL) -0.4710-12 240 >556 160 MT20 220/195 WB 0.34 (Matrix) Horz(TL) 0.11 7 Na Na Weight 97 Ib BRACING TOP CHORD Sheathed or 3-3-6 oc purlins, except 2-0-0 oc purlins (2-11-13 max.): 3-0. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Com pressioNMaximum Tension TOP CHORD 1-2=0/32, 2-3=-3773/0, 34=3505/0, 4-20=-4488/0, 5-20=4488/0, 5-6=3505/0, 6-7=3773/0, 7-8=0/32 BOT CHORD 2-13=0/3553, 13-21=0/4488.12-21=0/4488.12-22=0/4488, 11.22=014488, 10-11=0/4488, 10-23=0/4488, 9-23=0/4488, 7-9=0/3553 WEBS 3-13=0/675, 4-13=1165/0, 4-12=0/226, 5-12=34/35, 5-10=0/226, 5-9=-1164/0, 6-9=0/675 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries hip end with 6-0-0 end setback. 7) Design assumes 4x2 (fiat orientation) purlins at oc spacing indicated, fastened to truss TC w/2' -10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 Ib down and 9 Ib up at 16-54, and 234 Ib down and 9 Ib up at 5-6-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=-52, 3-6=100, 6-8=52, 2-7=27(F=13) ;iI hl OPisrarsel and READ "'[TIES ON TRIS AND 7N Z` Oengn valid for use only vnlh s•.Llek connectors. This design b boxed on u CLUDED AOTEE RBDERENCE PAGE MU -7473 BEPORE USE. Applicability fo design only rilh -F err and proper Inc N pan parameters shown and u for an individual building component. a lor lateral bilit su incorporation of component is responsibility of Wilding designer - not truss designer. Bracing shown supped of individual web members only. Additional lemporary bracing to insure slabifity, during construction is the responsibilfily, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding rol. Safety Information ation va lab storage. delivery. erection and bracing, Drive. ANSI/TPII Quality Crflerla, DSB- Salely Inlormafion ovaibble ham Truss Plate Institute. 583 O'Onohio Drive. Madison, wl 53719. BY 89 and BCSII BuOding Component �O99,0FESSlptig R S. r,Nc 1F2 CID tZT7 IX C 04k$3 R N 6 April 13,2006 7777 Greenback Lane Suite 109-1'—® Citrus Heights, CA, 95601 N Mw75k® Job rusS -SFType h y Beher Builders - Ballenger BALL0328 E7 CAL HIP 1 820869562 Lanafenbwfemberr Inc cn,.., r, 44o,a_,e,e 2 Job Reference (optional) b.z0u s.mt 17 2005 Mitek Inclustnes, Inc. Fn Apr 14 13:55:05 2006 Pagel -2-0.0 1 5.5-0 5-1615 10.1-11 I 14-1 a6 I 19-7-2 I 24-3-13 I 26-&9 2t2,8 34-5-8 136-L 2-0.0 SSD 0.5.15 4-2-12 4-8-11 4-8-11 4-8-11 4-2-12 0-515 5-50 2-0-0 Scale: 3/16"=1' 4.00 12 3x8 = 5x6 = 4 3.6 = 'IvA = 5x6 = 2, I� 0 - �•, ••• .r — w w 14 3013 4x4 = 4x4 = 2x4 II 6x16 MT20H = 04 = 4x4 — 4x4= 550 ,0-1-11 14-10.6 19-7-2 24-3-13 29-0-8 34-58 550 4-8-11 4-8-11 4-8-11 4-8-11 4-8-11 550 NO REPAIR IS REQUIRED FOR MODIFYING TCDL FROM 10 PSF TO 12 PSF AND BCDL FROM 7 PSF TO 5 PS . THIS REPAIR IS ALSO APPLICABLE TO THE FOLLOWING TRUSS: E10 (JOB:BALL0328, R20869563), E2 (JOB: BALL0328, R20869564), E6 (JOBS: BALL0328, R20869568), AND E9 (JOB: BALL0328, R20869571). LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.62 15-17 >657 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -1.25 15-17 >327 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.15 11 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 362 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Sheathed or 5-0-9 oc purtins, except ' BOT CHORD 2 X 6 OF SS G 1 2-0-0 oc purlins (3-0-2 max.): 3-10. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 OF No.1 &Btr G *Except* 21-22 2 X 4 OF Std G; 24-25 2 X 4 OF Std G REACTIONS (Ib/size) 11=2655/0-5-8.2=2419/0-5-8 Max Horz2=41(load case 3) Max Uplift2=-89(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-3=7168/190, 3-4=54/0.3-26=-6672/219,5-26=-66721219.5-6=1 1237/186. 6-7=-11237/186, 7-27=14752/0, 8-27=1475210,8-9=11759/0, 9-10=7268/0, 10-11=-7801/0,11-12=0/36 BOT CHORD ' 2-19=170/6819, 19-28=134/11237, 18-28=-134/11237, 17-18=0/14677, 17-29=0/14677, 16-29=0/14677, 1 5-1 6=0/1 4 677, 14-15=0/14752,14-30=0/11759,13-30=0/11759,11-13=0/7418 WEBS 3-19=25/1688, 5-19874/0, 5-18=0/1141, 7-18=3735/0, 7-17=-20/686, 7-15=0/262, 8-15=40/615, 8-14=3198/117, 9-14=0/1087, 9-13=-4809/0.10-13=011707 NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. QRQFE$ ESS/ 4) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead Q q load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of ��R S. dimensions 45 It by 34 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 Q Z 5) Provide adequate drainage to prevent water ponding. 0 m 6) All plates are MT20 plates unless otherwise indicated. ltd C 04 33 rrl tY 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. * EX - 1-0% 9) Girder carries hip end with 6-0-0 end setback. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. s Continued on page 2 0— ,. G April 14,2006 ® WARNING - 7ertrij design parameters and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGE 0M-7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 Applicability of design Poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/IPII Quality Crlledo. DSR -89 and BCSII Buflding Component M iT@k® Safety Information available from TrussPlole Institute. 583 D'Onotrio Drive. Madison. WI 53719. 78ALL0328 russ russ ype 772 Better Builders -Ballenger E1 CAL HIP R20869562 Longfenow Lumber Co.. Inc., Chico, Ca. 95928.7434 JobReference o bon at s - 6.200 sJul 13 2005 MiTek Industries. Inc. Fri Apr 14 13:55:05 2006 Page 2 NOTES s 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 Ib down and 8 Ib up at 28-10-12 on lop chord, and 961 Ib down and 31 Ib up at 17-0-0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. n LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 r Uniform Loads (pll) Vert: 1-3=52, 3-4=52, 3-26=-68, 10-26=-100, 10-12=52, 2-29=14, 11-29=27(F=13) Concentrated Loads (Ib) Vert 10=234 29=-961(F) " t • 1 . 1 4 r s 1 ' i t . 1 i ® WARNING - Ver{/y design parameters and READ NOTES ON TR77S AND INCLUDED MTTER REFERENCE PAGE MU _ Design valid for use only with Welt connectors. this design is based on u pa 7473 BEFORE USE. 7777 Greenback Lane AppBcabiBty of design g N Pon spmelers shown. and is for on individual building component. Suite He M is for lalerol supportG paramenlers and proper incorporation al component is responsibility of building designer - not buss designer. Bracing shown Citrus Heights, CA, 95610 �� of individual web members any. Additional temporary bracing to insure building des during construction is there regarding of the erector. Additional permanent bracing of the overall structure u the responsibility of the building designer. For general guidance regardingWN robricolion, quality control, storage. delivery. erecliooand bracing, consult ANSI/TPII Quallty Criteria, DSB-89 and BCSII Building Component �/ Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, w153719. M ITe�® -2.0-0 4.116 9-5-0 20-0.11 z4-6-9 z e 27-91i 3o�a-s 34-s-6 36.5-8 2-0-0 4-11-6 4-5.10 10-7-11 4-5-14 0-5-15 2.8-14 2-6-14 3-11-3 2-0-0 Scale = 1:65.5 5x6 4. 00 52 3x4 = 5x6 = 2x4 11 5x8 --- rc 1/ 1.5x4 II 3x6 zz 1.5x4 II 3x8 = 3x6 = 3x8 = 2x8 11 2.00112 21-0.0 13-5.8 NO REPAIR IS REQUIRED FOR MODIFYING TCDL FROM 10 PSF TO 12 PSF AND BCDL FROM 7 PSF TO 5 PSF THIS REPAIR IS ALSO APPLICABLE TO THE FOLLOWING TRUSS: E4 (JOB: BALL0328,R20854235), E7 (JOB: BALL0328, R20854236) AND E8 (JOB: BALL0328, R20854237). Plate LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 7.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 OF No.1&Btr G BOT CHORD 2 X 4 DF No.t&Btr G 'Except* 7-172X6OFSSG WEBS 2 X 4 OF Std G OTHERS 2 X 4 OF No.1 &Btr G •Except• 23-24 2 X 4 DF Std G, 26-27 2 X 4 OF SIA G REACTIONS (lb/size) 11=1264/0-5-8.2=126410-5-8 Max Horz2=43(load Case 3) Max Upliftl1=48(load case 4), 2=46(load case 3) CSI TC 0.51 DEFL 'in (loc) Well Ud PLATES GRIP SC 0.75 Vert(LL) 0.47 Vert(TL) -0.9415-16 16 >860 240 >435 180 MT20 220/195 WB 0.97 Horz(TL) 0.31 11 n/a n/a (Matrix) Weight: 336 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-0.0 oc purlins (4-1-8 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-3=2922/26, 34=2721/47, 4-28=-2552/45, 5-28=2552145, 5-6=-3213/35, 6-7=-7685/0, 7-29=-9432/0, 8-29=9427/0.8-9=5038/3.9-10=5008/19. 10-11=-4763f7,11-12=0130 BOT CHORD 2-21=17/2711, 20,21=-17/2711 19-20=0/2974, 18-19=0/2974, 17-18=18/1005, 15-16=0/4825, 14-15=0/4827, 13-14=014484,11-13=0/4469,16-17=-1/68,7-16=-173/0 WEBS 3-20=-156/34, 4-20=14/5118.5-20=619/0, 6-18=-1512/0,8-16=0/4769. 9-15=0/236,8-15=21/357.9-14=123/0. 5-18=110/360.16-118=0/2591. 6-16=0/4612.3-21=-4/112.10-13=57/40,10-14=1/364 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherw se indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf lop chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 It by 34 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nononcurrent with any other live loads. 7) A plate, rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beating surface. Continued an page 2 ® WARNUM - Ver(ry dea(gn paramefen and RFAD NOTES ON THIS AND D9a.ODED AITEK REFERENCE PAGE MU -74 valid for use only vhlh MTek connectors. This design is based o 7473 BEFORE OSE, Applicability of design paromenters and proper Incorporation M' upon parameters y of building and b far on lr - not truss s design component. is for lateral Supportp e aPortof component h r bracing to Incur of bu8dng designer - not truss designer. arodrsg f the of permanent veb mof the embers very. Additional structure Is the res temporary bracing to Insure ty of the building des during condreral guidance b the re rega iding of the faebrication gluoBty on of storagre. derwery, a ec onl and bloc g cont pbA'NS RPI) Qua ly criteA DrS� general SIIBg Compo Safety Information available from Tens Plate Institute. 583 D'Onotrto Drive. Madison. WI 53719.ty 89 and BCSII Building Component OQRpFES,()'l Lu C Q"433 M April 14,2006 ...ua. -10,-9-"--"-- --m I Se Citrus Heights, CA, 95610 M ! E®km Job ru55 Truss Type ory yBeller Builders - Ballenger BALL0328 ES CAL HIP VAULT 2 s. 820869567 t analenow wether r ter c5-,,.,. r� oso,x_,.,,. -0.48 13 '>845 240 Job Reference (optional)- 8.200 s Jul 13 2005 MTek Industries. Inc. Fri Apr 14 13:55:08 2006 Page 1 -2-0-0 1 7-8.8 1 13-5-0 13-110115 17-2-12 1- 20-6-9 21-4-9 25-7-2 I 34-5-8 1 36.5-8 t. 2-0-0 7.8.8 5-8-8 0.5-15 3-3.13 3-3.13 07.10.0 5.2-9 7-10.6 2-0-0 Scale = 1:65.5 3-0-0 15-_ - 2x4 II 4x12 = 5x6 = 2.00 f 12 7.8.8 1 13-5-0 20-10.4 1 26-7.2 34.5-8 7-8-8 5-8-8 7-5.4 5-8-14 7-10.6 GENERAL REPAIR NOTES: I 26-9-0 I 1.THIS REPAIR IS FOR MODIFYING TCDL FROM 10 PSF TO 12 PSF AND BCDL FROM 7 PSF TO 5 PSF. 2.ATTACH 1/2" CDX, STRA, PLYWOOD GUSSETS TO EACH FACE WITH 10-D COMMON WIRE NAILS ( 0.148" DIA X 3.0" LGT) @ 6" O.C., 2 ROWS WITH MIN. AMOUNT OF NAILS PER FACE OF EACH MEMBER SHOWN CIRCLED. NOTE: 15/32" THICK EXP. 1 32/16 SPAN RATED O.S.B. MAY BE SUBSTITUTED FOR PLYWOOD. LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.48 13 '>845 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.95 13 >428 180 BCLL 0.0 Rep Stress Incr NO WB 0.58 HOrc(TL) 0.36 9 • n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight. 173 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 2-3-1 oc purlins, except BOT CHORD 2 X 6 DF SS G 'Except' 2-0-0 oc purlins (2-8-11 max.): 4-6. 2-15 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G OTHERS 2 X 4 DF No. t&Btr G'Excepr 17-182 X4 DF Std G. 20-212X4 DFSid G REACTIONS (Ib/size) 2=1418/0-5-8, 9=1418/0-5-8 Max Horz2=10(load case 3) Max Uplift2=58(load case 3), 9=58(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-3=3389/79, 3A=-3663/80, 4-22=3424/77, 5-22=3424f77, 5-23=-5340/38, 6-23=-5340/38, 6-7=-5565/39, 7-8=5956/59, B-9=-5985/66, 9-10=0/34 BOT CHORD 2-15=-15/3144,14-15=-14/3173, 13-14=0/4457,12-13=0/5710,11-12=0/5711,9-11=0/5676 WEBS 3-15=-420/0,3-14=0/512.4-14=20/689. 5-14=1316/0, 5-13=0/1096, 6-13=-10/1242, 7-13=-366/43, 7-12=-18/224, 8-12=-72/194,8-11=-165f7 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 34 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 9 -considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Girder carries tie-in spans of 2-0-0 from front girder and 5-0-0 from back girder. 8) Design assumes 4x2 (Oat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 117 Ib down and 4 Ib up at 20-5-8, and 117 Ib down and 4 Ib up at 14-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 ® WARNING - 9'er(jy deslyn parameters and READ NOTES ON TMS AND INCLUDED rd7TE8 REFERENCE PAGE AM.7473 BEFORE WS - Design valid for use only with MTek conneclors. This design is based only upon paromete s shown. and is for on individual building component. is Applicaar bility f design peromenlers and proper incorporolion of component is responsibility of building designer - not truss designer. Bracing shown support of individual v+eb members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidonce regarding fabrication, quofi y control storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI I Building Component Safety Informallnn available from Truss Plote Inslilule. 583 D'Onoldo Drive. Madison. cal 53719. C3 ??,C) ESS/ONS S. U IX C 046,0/33 *\ E April 14,2006 7777 Greenback Lane --m Suite 109 Citrus Heights, CA. 95610 - �- POW Job runs cuss Type ry y BALL0328 ES CAL HIP VAULT 2 1 Longfellow Lumber Co., Inc.. Chico. Ca. 95928-7434 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=52, 4-22=-52, 6-23=-52, 6-10=52, 2-15=-14, 13-15=14, 9-13=14 Concentrated Loads (lb) . Vert: 22=117 23=117 Trapezoidal Loads (plf) Vert: 22= -52 -to -5=91, 5= -91 -to -23=52 Better Builders - Ballenger R20869567 Job Reference (optional) 6.200 s Jul 13 2005 MTek Industries, Inc. Fri Apr 14 13:55:08 2006 Page 2 r i I i } 1 S . - r t . r 1 r v } 1 1 99%1 ® WARNING • Ver{/J design parameters an READ NOTES ON THIS AND D9CLUDED BDTER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane m Design valid lar use only with MMTek connectors. This design is based only upon parameters shown. and 6 fpr an individual building component. Suite 109 ' Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610MMI� s for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibil6ty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consul) ANSI/TPII Quality Crfterla. DSB-89 and BCSI1 Building Component M �Tol� Safety Information available from Truss Plate Inslitute. 583 D'Onofrio Drive. Madison. WI 53719. -2.00 5.50 S 15 10.1.11 14-10.6 19.7-2 24-3-13 28-6.9 2%%8 8 34-5-8 36-58 2-40 SSO 0.515 4-2-12 4-8.11 4-&114-8-11 4-2.12 0.515 SSO 2-0.0 Scale: 3/16"=t' 4.00 52 54 % 3A = 3x43x6 = s = 3 4 3x4 = ' 3x4 = 5x6 4x4 = 04 = 2x4 II 7x8 WB= 4x4= . 4x4 = 4x4 = SSO 10.1.11 14-10-6 19-7.2 55-024-3-13 29-0-6 34-58 4-8-11 4-8-11 4-6.11 4.8.11 4.8-11 SSO NO REPAIR IS REQUIRED FOR MODIFYING TCDL FROM 10 PSF TO 12 PSF AND BCDL FROM 7 PSF TO 5 PSF.I THIS REPAIR IS ALSO APPLICABLE TO THE FOLLOWING TRUSS E2 (JOB: BALL0328, R20846363),'AND E6 (JOB: BALL0328, R20846367). LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 7.0 Code UBC97/ANSI95 TOP CHORD LUMBER TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 6 OF SS G WEBS 2 X 4 OFStd G OTHERS 2 X 4 DF N0.18Btr G'Except' 20-21 2 X 4 OF Std G. 23-24 2 X 4 OF Std G CSI TC 0.43 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.47 14-16 >875 240 • BC 0.54 Vert(TL) -0.9614-16 MT20 220/195 >426 180 WB 0.37 Horz(TL) 0.12 10 n/a n/a (Matrix) Weight 354 Ib BRACING TOP CHORD Sheathed or 5-7-3 oc purlins, except 2-0-0 oc purlins (4-0-1 max.): 3-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 10=2255/0-5-8, 2=2255/0-5-8 Max Horz2=5(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-3=6465/0, 3-4=-6027/0, 4-5=9403/0, 5-6=9403/0, 6-25=11098/0, 7-25=1 1098/0. 7-8=-9425/0, 8-9=6023/0, 9-10=-6460/0, 10.11=0/36 BOT CHORD 2-18=0/6141, 18-26=0/9403, 17-26=0/9403, 16-17=0/11205, 16-27=0/11205, 15-27=0/11205, 14-15=0/11205, 13-14=0/11098.13-28=0/9425.12-28=0/9425,10-12=0/6137 WEBS 3-18=0/1310, 4-18=3630/0, 4-17=0/780, 6-17=1935/0, 6-16=0/350, 6-14=-146/0.7-14=0/303. 7-113=1800/0.8-113=&779. 8-12=3657/0,9-12=0/1311 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 It by 34 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A plate rating reduction of 20% has been applied for the green lumber members. 8) Girder carries hip end with 6-0-0 end setback. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 234 Ib down and 8 Ib up at 28-10-12, and 234 Ib down and 8 Ib up at 5-6-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. GL�)it dE�`��r�gSlpndard ® --NINO - Ver jflj d-f,n parnmete>z and READ NOTES ON THIS AND INCLUDED WTES REFERENCE P90E AW . Design valid far use onlywith M-rek connectors. This design is based on u p 747a r,g component. USF- Design of design poromenlersand proper Inco y upon urometers shown, and is for an individual s design component. is for lateral supportrporalron al component rs bracing to of building designer- not buss designer, Bracing shown of individual web members any. Additional temporary bracing to insure slabifiy during construction is the re:pon;ibilGy, of the d erector. Additional permonenl bracing of the overall structure is the responsibiriy of the building designer. For general guidance regarding fabrication. quality confrot storage. delivery, erection and bracing consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Bonding Component Safety Informailon available from Truss Plate Institute. Sa3 D'Ono(rio Drive. Modison, wi 53719. �OQ�pFESS/pNgl LU QP F� cm C 0)f433 April 13,2006 Suite 109 -11 Citrus Heights, CA, 9561=VS MITek® I r. - O Truss N55 type - y y Better Builders -Ballenger BALL0328 Et0 CA_ LMP s 1 - 2 Job Reference (optional) 820846362 Long(e0w oLumber Co., Inc.. Chico, Ca. 95928-7434 6.200 s Jul 13 2005 MiTek Industries, Inc. Thu Apr 13 08:50:02 2006 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Un form Loads (plf) Vert 1-3=52, 3-9=100, 9-11=52, 2-10=-27(F=13) Concentrated Loads (lb) 1 Vert: 3=-234 9=234 t t • t 1 ` r r r i /A WARNING - 7—((y design parameters ..d READ NOTES ON TSPS AND INCLUDED MTER REFERENCE 7777 Greenback l PAGE MQ 7473 BEFORE USE Design valid for use only with Mrlek connectors. This design u based only upon parameters shors wn. and is for an individual building component. Lane Suite 109 s Applicability of design poramenleand proper incorporation of component a responsibility of building designer - not. truss designer. Bracing shown is for lolesol support of individual web members only. Additional temporary bracing to insure stability during u the Citrus Heights, CA, 95610 ��� iir� construction responsibitfy of the a erector. Addilionol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding r.srr r`r� s ' fabrication. quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, OSB-89 and BCSII Bunding Component . Safety Information available from Truss Plate Institute.-593 O'Onofrio Drive. Madison. WI 53719. - �p� I = OK .. MANUFACTURED HOMES MISCELLANEOUS DATE j Lj PERMANENT FOUNDATION SOFT -SET 1 Zoning -Setbacks -Easements 2 Soils; Special MH.Support Sketch 3 Sewer; Loctn-Test; Fall/C/O-Concrete 4 Wtr, Loctn-Test-Easement Needed -Regulator 5 Elec Loctn Clrncs-Grnd Amp Concrete 6 Yard Gas; Loctn-Test-Wrap . NatE] or LPO Inch Sz Ft Lngth . 7 Blckng; Sz-Spacing-Marriage Line 8 Gas; MH Test-Demand-Valve-Cnnctr 9 Elec MH Cntnty Test-Crossovers-Breakers-Clrncs 10 Drain; MH Test -Fall -Flex Cnnctr 11 Wtr lk Sewer Connected -C/O to Grade 12 Gas and Electricity Tagged. 13 Tie Downs O . Foundation O 14 Exits 15 Cert of Occupancy 16 HUD Label/Insignia Numbers Serial Numbers DATE D E C KS -C O V E R S`C A R P O R T S `GARAGE S 1 Zoning -Setbacks -Easements 2 Ftgs; Soils-Sz-DpthSpacing-CnnctrsSteel 3 Decks, Girders/Joists-Dcking-Brcing Stairs-Guard/Handrails 4 Wood Awn; Posts-Beams-Rftrs-Cnnctrs-Shthg Frmg-Brcng 5 Alum Awn; Columns-CnnctnsSplice-Decal-Encisrs 6 Carports; Wndws-Doors 7 Electric 8 Frmg; Sills-Anchrs-Studs-Rftrs-Trusses 9 Siding; Nailing -Veneer -Stucco -Lath 10 Roof; Shthg-Roofing 11 Ext; Steps -Doors -Landings 12 Braced Wall pnls DATE IPOOLS 1 Setbacks -Easements 2 Soils; Compaction -Structure Stability 3 Pool Structure; Steel-Cnnctns-Thickness Dead Men -Lining 4 Elec Rcptcls/Lting; Distance-GFI 5 Elec Pool Lting; 15 volts-GFI 6 Elec Enclsrs; Conduit Entries -Terminals -Listed 7 Elec Bonding; Metal w15'-Crcltng Eqp-Htr 8 Elec Grndng; Eqp w15' Crcltng Eqp-Pool Ightg Bones-Encisrs-pnlboards4risultn to Main Conduit 9 Health Dept Apprvl 10 Plmb; Cir Test-Wtr Supply Test 11 Lt Niche 12 Enclsr, Fencing -Alarms 13 Bonding, Diving board"or Slide . • s` ' Pool Drawing = OK = Not OK RESIDENTIAL (Single & Duplex) - UAIt JUNDERFLOOR DATE IPLUMBING 1 Zoning Setbacks -Easements -Flood -Slope 53 Wtr Htr; Vent-Acc-Cmbstn Air Baffle 2 Ftg Main; Soils-Elec Grnd Ftg Dplh 54 Wtr Pipe-, Test & Anchr-Nail Prtctn 3 Ftg Garage; Soils-Steel-Elec Grnd Ftg Dpth• 55 DWV; Test Fittings & Anchr Nail Prtctn 4 Ftg Porches/Decks; Soils -Steel Ftg Dpth 56 Shwr Pan; Tess, First flr-Tub Acc 5 Stemwalls Main; Steel-Blockouts-Wrapped 57 Test Tub & Shwr, 2nd fir - Tub-Acc 6 Stemwalls Garage; Steel-Blockouts-Wrapped 58 Gas Pipe; Sz & Anchrs 6a Hold Downs and Special Anchrs 59 Fire Sprinkler; Test 7 Slab, Steel Wrapped 60 Yard Gas Piping 8 Piers-Frplc Ftg-Steel 9 DWV; Fall -Fitting -Test -2 -way C/0 -Sewer Test 10 UF, Gas Pipe; Sz Anchrs-Sz Test °'• ° o'• 0`�� tl Wtr Pipe; Test-Anchrs-Rgltr-Service Test 12 Elec Undrgrnd DATE IMECHANICAL 13 Plenums & Ducts; Clrnc-MaterialSupport4nsultn 61 AC Ducts Insultn & Support 14 Girders Sills-Anchr BoltsJoists-Vnts-Cripples 62 Vent Fan, Exhaust abv Insultn 15 Acc & Vntltn 63 Condensate Drain & Ovrflw, Sz & Grade 16• Insulation 64 Furnace -Vent Acc-Comb Air RtrnfVent 115 Outlet 65 Attic Acc & Pltfrm if Furnace in attic c` • o'er r mac` o� o °. DATE IFRAMING 17 Sills Proper Materials & Anchrs DATE FINAL 18 Walls Studs -Nailing Spacing & Braces -Plates -Sound 66 Ext Steps -Door & SideLt Prtctn-Landings 19 Bearing Walls over Girders & fir Nailing 67 Smoke Detector 20 Draft Stop in Walls (rat proof) 68 Furnace Vnts-CImc-Comb, Air-Cnnctr 21 Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs In Garage; abv-fir-Ducts-Mech Prtctn 22 Headers & Beams-Sz & Bearing 69 Bedroom Exiting 23 Hangers -Post Caps-Anchrs-Cnnctns 70 GFI & Bath Fxtrs & Tub Acc-Spa 24 Ceiling Joist-Rftr Ties -Purl in -Roof Brac TrussShthg 71 GFI Arc Fault 25 Frplc Ties or Type A Flue-Frplc Throat Clmc 72 Elec Trim & Subpnl, Breaker Szs & Labels 26 Attic Acc; Sz & Rmx Prtctn-Draft Stop -Ins Baffles 73 Stairs, Guard/Handrails 27 Bdrm Wndws or Exiting Doors -Sill Ht & Dimensions 74 Frplc or Stove, Clrnc-Hearth 28 Garage Fire Prtctn Framing -RC Channel 75 Elec Outlets at Wood Pnl, Int & Ext 29 Prprty Line Firewall & Opngs 76 Ktchn, Fxtr & Appinc; Grnd-Air-Gap-Cooking Clrnc 30 Ext Doors -One T -Check Garage 3rd Story, 2 Exits T7 Elec Outlets & Rcptcls at Ktchn Counter 31 Stairs; Width-Hdrm-Rise-Run-Landing-Fire Prtctn 78 Garage Fire Door; Swing -Landing -Closure 32 Plywd on Roof Ovrhng-Attic Vnts-Rftr Outrgrs 79 AC Duct in Garage -Damper 33 Siding -Nailing Veneer 80 Wtr Htr; Vnts-Clmc-Com Air Cnnctr-PRV; abv fir 34 Stucco Lath -Weep Screed-Fndtn Vnts-Undrfir Acc Mech Prtctn; LPG Appince Undr House 3" drain 35 Glazing Area -Glass Prtctn-SkyLts-Plastic 81 Plmb; Elec & Mech Eqp Listed for Loctn 36 Shear Walls; Nailing -Bolts 82 Elec Rcptcls in Garage (GFI) Romex Prtctn 37 Brace Int/Ext Wall pnls 83 Insultn-Foam-Looked in Attic 38 Insultn-Walls-Ceilings 84 Guard Rails & Deck Cnstrctn-Post Caps 39 Infiltration-Walls-Wndws 85 Fndn Vnts & Crawl Hole Door Drnge & Wood -Earth 86 Clrnc Drnge Planters ❑ Yes ❑ No 87 Stucco Brown -Finish °•6 0` °•• �� 88 AC Unit Dscnnct, Elec-Plmb 89 Vnts abv Roof, Plmb-Appinc-Frplc-DIrnc to Opngs DATE JELECTRICAL 90 Wtr Well, Dscnnc% Elec, Plmb 40 Fxtr & Tmsfrmr Clmc4ns Prtctn 91 Ext Elec Trim, GFI Rcptcl-Undrgrnd 41 Elec Rcptcls Spacing -Lis & Switches at Doors 92 Vntltn thru House 42 Sz Boxes & No Of Cndctrs Stapled 93 Glass Prtctn 43 Romex Installed Close to Edge of Studs & CJ 94 Corrections from previous lnspctns 44 Eqp Grnd made up w/Mech Fstnrs 95 Gas Test -Meters Tagged, Gas-Elec 45 Grndng Electrode Bond Gas & Wtr 96 Wtr & Sewer Cnnctd-D/O to grade -HD Apprvl 46 2 Appinc Cires in Ktchn & Cndctr Sz GF] 97 Energy Cmpinc Cert -Other Certs 47 Subfeed Wire Sz ga ❑ CU or ❑AL 98 Address Posted AC Wire Sz ga ❑ CU or ❑AL 99 Fire Sprinkler 48 Range Circ 92❑CU or ❑AL Oven Circ ga ❑ CU or ❑ AL Insulated Neutral ❑Yes ❑No °+`• �� s m o'`• o` 49 Service -Riser Cndctrs & Grnd Main Dscnnct 50 Eqp Clrncs pnis-Motors-Mech Eqp 51 Clothes Closet Lt-Shwr Lt -Spa Lt 52 Smoke Detector BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BP060401 PERMITS BECOME NULL AND VOID 1 YEAR FROM THE DATE OF ISSUANCE, OR IF WORK IS DONE IN VIOLATION OF ANY COUNTY OR STATE LAWS. LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under Issued Date: 02/22/2006 APN: 069-240-013-000 provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. L'i C-�U Site Address: 6073 KANAKA DR. ORO, License Class: License Number: Lo Date: 712-2Map 16(e Contractor: ,A�� /itPiPi Index: Description: roof mount solar OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: BALLENGER, SAMMY AND PATRICIA permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of 4982 COUNTY CLUB DR the Contractor's State License Law (Chapter 9 commenting with Section PARADISE, CA 7000) of Division 3 of the Business and Professions Code) or that he or 95969 she is exempt.therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the 530-877-0801 applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an Applicant: SUN POWER & GEOTHERMAL ENERGY owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one 863 EAST SAN FRANCISCO BLVD 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 SUITE A 94901 sale.). 530-533-5988 ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). Contractor: SUN POWER & GEOTHERMAL ENERGY ❑ 1 am Exempt under Article 3 of the Business and Professions Code Date: owner: 863 EAST SAN FRANCISCO BLVD SUITE A 94901 WORKERS' COMPENSATION DECLARATION 530-533-5988 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the License #: 759086 Labor Code, for the performance of the work for which this permit is issued. 2) 1 have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of Architect: the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Engineer: ' Carrier: i- -re P'0, O Policy M. Ike Z S �0j�p) Total Square Ft: 0 S. F. q� ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to Valuation: $0.00 become subject to the workers' compensation laws of California,. and agree that if I should become subject to the workers' Census Code: compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. / Date: Applicant: - �l WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one 2 hundred thousand dollars ($100,000), in addition to. the cost of compensation, damages as provided for in Section'37061of the Labor code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY This permit is eb i qed un the applicable provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency for the Resolutions do w dic ed abov or which fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) Z-2 Name: By: Date: 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. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form ocdocument of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purposes. Print Name: ,,i —_z,RJeLSignature: Date: 212,/, , ❑ Owner ❑ Contractor ❑ Agent for Owner 451rKaent for Contractor B. C. Building Permit 01-16-04 pg 1 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2534 OFFICE t#: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICATION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" CONTRACTOR OWNER INFORMATION Last Name J11 wC first Name . Address i � rte, ✓�-1,�. J� 1� V c� City Slate Zip 9S9CoJ Phone E-mail. Fax E-mail Class CONTRACTOR Name Name Address 3-zi C*;rl hie City O R'-.4 a (ce City State C� Zip4 S9 (15- Phonesem F. Phone Fax E-mail. E-mail Lic. # Class Stat Zip 9"(61S7— . c ro APPLICANT TURF X T For of ce use only: ARCHITECT/ENGINEER Name Name Address w. SRA City n6 State . Zip Phone Book Fax E-mail C-, c.. c A -I<, State License Number APPLICANT TURF X T For of ce use only: Zonidg, APPLICANT INFORMATION Name JG SRA Yes n6 Occ. Address Subdivision Name Map Book Page Z1 C-, c.. c A -I<, City d Stat Zip 9"(61S7— Phone Fax E-mail APPLICANT TURF X T For of ce use only: Zonidg, Property Address (PC) '3 l vtA,rat-_,a t4LL,3 Flood Zone Cross Street SRA Yes No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: PERMIT NO. BPo6 614 BIN # PROJECTLOCATION AP# O6 Property Address (PC) '3 l vtA,rat-_,a t4LL,3 City Cross Street WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name. Address Description or Scope of Work: Vv (.ZV!4G 0 Rch G .� Sq FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be required. REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid' -the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received by: Amount: Receipt #: I Date' l� 2 2 Other / 6 Total GRID -TIED INVERTERS FOR PHOTOVOLTAIC SYSTEMS Light Weight At 26 lbs, the FRONIUS IG inverters are the lightest grid -connected inverters making them easy -to -install. Flexible The wide voltage range of 150-500 V allows you to use different types of modules and system configuration possibilities. Lower Cost Integrated DC / AC disconnects reduce installation time and complexity. LCD Display User-friendly and comes standard with every FRONIUS IG; tracks more than 20 critical system performance parameters. Plug -and -Play Expansion slots in the inverter allow you to easily upgrade the inverter with data communication options. Reliable Fronius has been in business for over 60 years and has more than 125,000 inverters installed worldwide. POWERING YOUR FUTURE ��r �Y PCA'• DC Input Data 'f - . FRONlUS IG, 2000 ; .. ' ::" FRONIUS IG 3000 t, FRONIUS IG 2500 -LV Recommended PV power 1500 - 2500 Wp 2500 - 3300 Wp 1800 - 3000 Wp Max. DC input voltage 500 V 500 V 500 V Operating DC voltage range 150 - 450 V 150 - 450 V 150 - 450 V Max. usable DC input current 13.6 A 18 A 16.9 A AC Output Data, , `r ', FRONIUS IG 2000 h` FRONIUS IG 3000.1 FRONIUS IG 2500 -LV' Maximum output power @40'C 2000 W 2700 W 2350 W Nominal AC output voltage 240 V 240 V 208 V Utility AC voltage range 212 - 264 V (240 V +10% / -12%) 183 - 227 V Nominal AC current 7.5 A 10.4 A 10.4 A Maximum AC current 8.35 A 11.25 A 11.25 A Maximum utility back feed current 0 A 0 A 0 A Operating frequency range 59.3 - 60.5 Hz (60 Hz nom) Total Harmonic Distortion THD < 5% Power Factor 1 General Data `.„ , r,; , f_ .'FRONIU&IG 2000 RONIUSlG 3000' ° . ;'FRONIUS IG 2500-LVP,", Max. efficiency 95.2% 95.2% 94.4% Power Consumption in stand-by < 0.15 W (night) Power Consumption during operation 7 W Enclosure NEMA 3R Size (I x w x h) 18.5 x 16.5 x 8.8 inches (470 x 418 x 223 mm) Weight 26 lbs. 11.8 kg) Ambient temperature range -5 to 122 °F (-20 to +50 °C) Cooling controlled forced ventilaton Integrated AC and DC disconnects standard Protections ;. *-TRONIUS IG 2000' IX -t- FRQNIUS IG 3000 FRONIUS IG 2500 -LV Ground fault protection Internal GFDI; in accordance with UL 1741 DC reverse polarity protection Internal diode Islanding protection Internal; in accordance with UL 1741 Over temperature Output power de -rating Surge protection Internal DC & AC protection, Tested to 6 kV Compliance.' Safety UL 1741 EMI FCC Part 15; Class A & B Anti-Islanding protection UL 1741 Ground fault detector and interrupter Compliant with NEC Art. 690 requirements, UL 1741 _. Miscellaneous . P. 3: .34i �.i. � 3 e :: ;F;; `' �-.w : , � •,+ 1"�`'��` ' Maximum AC over.current protection Two -pole, 15 A circuit breaker AC wire sizing Use maximum AWG 6 194T (90 °C) copper wire DC wire sizing Use maximum AWG 8 194°F (90 °C) copper wire AC disconnect 32 A DC disconnect 40 A Warranty 5 Years; 10 Year extended warranty Distributed by 70=jAW?ff" ft -70 Fronius USA LLC Solar Electronic Division 5266 Hollister Ave., #117 Santa Barbara, California 93111 E -Mail: pv-us@fronius.com www.fronius-usarcorn IF " SITE PLAN`REVIEW APPLICATION Date: 9 0 AP#. 060/-_2.Y0--013 _ Permit Number (if applicable) ®�) 1/ 0 0 APPLICANT INFORMATION Parcel Size: PJ Owners Name: . •r• . Owners Address: t Telephone No. % 7 ^ o 70, r • D Situs Address: ' Proposed Use: r Residential _ New Single Family Residential ❑ Single Family Addition ❑ Single Family Remodel ❑ Mobile Home - ❑ Residential Accessory, ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt'Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ commercial Remodel ❑ New Industrial •. F1Industrial Addition ❑Industrial w Remodel Other ❑ Septic ❑ Well G. ❑ Agricultural Exempt Building • ❑ Other: ., . Brief Explanation (if necessary): r DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) , Approved ❑ Conditionally Approved. ❑ Resolve Problems Prior to Approval Site Plan Stamped Approved ' By wi a Date, U Page 1 of 5 AIL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) • Flood Zone: X • Flood Panel No.: �-5`c Index Date: . gh e- ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (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: Q7-- i GP - C-0 7z- Applicable 2 Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front Side Side Street Rear Q J � u • Height iI N/A IWaterway N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 ❑ 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 Applicable Development Fees:. r Standard Fees Amount Formula ❑ Fire ❑ School* Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage NCSP/CSA 87 - ❑ Chico Urban Area - Road , ❑ Thermalito Impact - ❑ Other Subdivision Map Special Fees ---------------- ` ❑ Water Tender ❑ - Road Improvement ` •__77x ❑ . North Oroville Area ❑ Other (per map) - * ' Check with school district to verify actual fee if pre -application review. • A final determination will be made at the time of • _ the building permit:' Parcel Created By , ❑ Deeds: Date of Creation: Legal'Access Provided: ❑ No ❑Yes Deed of Reference::. Legal Access Required ❑ No ❑Yes , Parcel Frontage on Publicly Maintained Road: ' ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ 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 JK Subdivision Map/Parcel Map: Map Date of Recording: �X177 73/1-7 Lot: 5-3 Book: Page: ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: Parcel Map/Subdivision Map/Use Permit Conditions ❑ Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development.: Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for roa u Page 4of5 f a S. 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. CMarryMuilding Permit Site Plan Reviewl,:doc Page 5 of 5 OWNER'S CERTIFICATE WE, SOUTIIENN CALIF ORNIA FINANCIAL CORPORATION, AS OWNER OF THE LANDS INCLU^EO '.',4 THIN "KELLY RIDGE ESTATES UNIT AB" AS'SHDWN WITHIN THE COLORED BORDER LINES ON THE ANNEXED MAP.. DO HEREBY CERTIFY THAT WE ARE THE ONLY PERSONS WHOSE CONSENT '1'5 NECESSARY TO PASS CLEARTITLE TO 'SAID LAND AND WE CONSENT TO THE PREPARA- TION AND RECOR DA TION OF'SAID MAP AS SHOWN WITHIN'THE COLORED BORDER LINES. THAT PORTION OF ROYAL OAKS DRIVE, WOODMAN DRIVE, DILLARD COURT, JACK HILL DRIVE , TREASURE HILL DRIVE, KANAKA AVENUE, ST. ELMO COURT, AND OLIN ZIG COURT AS SHOWN WITHIN THE COLORED BORDER LINES ON SAID MAP, IS HEREBY OFFERED FOR DEDICATION FOR -PUBLIC USE FOR COUNTY ROAD PURPOSES. WE ALSO OFFER FOR DEDICATION, AND DO HEREBY DEGICATE'FOR 'SPECIFIC PURPOSES, THE FOLLOWING: (1) 'EA 5 EME NTS .FOR LIGHT AND AIR OVER 'THOSE STRIPS OF LAND LYING -BETWEEN THE FRONT AND/OR SIDELINES OF LOTS AND THE LINES 'SHOWN HEREON AND DESIGNATED "SET8ACK LI NE" ("S.B.L."1 'SAID -STRIPS TO BE KEPT OPEN AND FREE OF BU.I LDING. 12) RIGHTS OF WAY AND EASEMENTS FOR 'NATER, GAS.'SEWER AND FOR . OVERHEAD AND UNDERGROUND WIRES FOR ELECTRIC AND TELEPHONE 'SERVICES, TOGETHER WITH ANY AND ALL APPURTENANCES APPERTAIN. 'ING 'TH ERETO ON, OVER. UNDER AND TOGETHER WITH THE RIGHT TO 'TRIM OR REMOVE THE NECESSARY TREES. THEE L'I MBS OR BRUSH ON THOSE PORTIONS OF LAND MORE PARTICULARLY DESCRIBED AS FOLLOWS: (A) A CTRIP OF LAND EIGHT (B) FEET IN WIDTH WITHIN THE LOTS AN CONTIG I_;S TO ANY STREET OR OTHER PUBLIC WAY (B) A STRIP OF LAND 51X (G) FEET IN WIDTH WITHIN THE LOTS AND CONTIGUo:7S T^ ALL"SIDE AND REAR LOT LINES. fC) T40CE STRIPS DF -LAND DESIGNATED AS PUBLIC UTILITY EASEMENT IP.U.E.) IN THE LOCATION AND OF THE WIDTH S11W HEREON. (3)µ RESERVATION PROHIBITING VEHICULAR. INGRESS AND/OR EGRESS OVER AND ACROSS THOSE STRIPS OF LAND ABUTTING ARROYO DRIVE AND DESIGNATED "NO ACCESS STRIP. h - (4) RIGHTS OF WAY AND EASEMENTS FOR DRAINAGE PIPES AND OTHER DRAINAGE WAYS TOGETHER WITH'ANY AND ALL'APPURTENANCES APPERTAINING THERETO ON, OVER AND UNDER THOSE STRIPS OF LAND DESIGNATED ON EASEMENT" ("O.E."),IN-THE LOCATION AND OF THE W10'TH SHOWN HEREON. (5) 1?�IGHTS OF WAY AND .EASEMENTS FOR INGRESSAND EGRESS AND PUBLIC UTILITIES ON, OVER AND UNDER THOSE 'STRI PS OF LAND DESIGNATED AS COMMON PRIVATE DRIVEWAY EASEMENT ("C-.O.E.") 'IN THE LOCATIONS AND OF THE WIDTHS 'SHOWN HEREON. SOUTH CALIFORNIA FINANCIAL CORPORATION .g_D A551'STANT VICE PRESIDENT 'STATE OF CALIFORNIA I COUNTY OF.I2S )55 " ON MAY 31—, 1977. BEFORE MEM![6ALET'F.MafswtF. A NOTARY PUBLtC.'IN AND FOR Lei. A.Jytl<A COUNTY. STATE OF Q.A-1F 4a 4-4 PERSONALLY APPEAREDV"". X•Y1-`G)�--- . KNOWN TO ME!'TO BE THF. I'* ' - ^F THE CORPORATION THAT EXECU,ED THE WITHIN' INSTRUMENT ANO ALSO KNOWN TO ME TO BE THE PERSON WHO EXECUTED IT ON BEHALF.OF SUCH CORPORATION AND ACKNOWLEDGED TO ME THAT SUCH CORPORATION EXECUTED THE'SAME. -per s na'o MY COMMIS ION E%P.IRES A OFPICUL SEAL NOTAR PUBLIC. M .'-.T E METCAIP , ��x.V�FAnIN � a�E i T1D _- SURVEYOR'S CERTIFICATE I, RICHARD W. MORTON HEREBY CERTIFY THAT:I AMA REGISTERED CIVIL ENGINEER OF THE 'STATE OF CALIFORNIA:' THAT THE ANNEXED MAP OF KELLY RIDGE ESTATES UNIT 48CORRECTLY REPRESENTS A'SURVEY MADE UNDER MY SUPERVISION 'IN SEPT. 1976 :'THAT THE S,)RVEY'IS COMPLETE AS SHOWN: THAT THE MONUMENTS WILL BE OF THE CHARACTER AND WILL OCCUPY THE POSI'TIONS:INDICATED AND WILL BE SET BY SEPT. , 1977. AND THAT '54'10 MONUMENTS WILL BE SUFFICIENT TO ENABLE THE 'SURVEY TO BE RETRACED. DATE DEC-'26.19it mm %e T RICHARD W. MORTON P.C.E. 1451 AUDITOR'S CERTIFICATE I, W. L. LAWRENCE. AUDITOR OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DO HEREBY CERTIFY THAT THERE ARE NO TAX CfENS AGAINST KELLY RIDGEESTATES UNIT 4BAS HEREON 'SET.FORTH OR UNPA'ID'STATE. COUNTY, HUN ICIPAL OR LOCAL 'TAXES OR 'SPECIAL AS S ES SME, TS NOT YET PAYABLE; TAXES OR ASSESSMENTS WHICH ARE LI EN BUT NOT YET PAYABLE; I ESTIMATE TO BE 'IN TH AMOUNT OF 9.E 3.M COU' Y A DITOR COUNTY SURVEYOR'S CERTIFICATE '1, CLAY CASTLEBERRY, COUNTY 'SU RVEYOR OF THE COUNTY OF BUTTE. STATE OF CALIFORNIA, DO HEREBY CERTIFY 'THAT I HAVE EXAMINED THE FINAL MAP OF KELLY RIDGE ESTATES UNIT GRAND THAT I'T'IS "SUBSTAN. T"IALLY THE 'SAME A'5 WHAT APPEARS ON THE 'TENTAT IVE MAP ON FILE AND ANY APPROVED ALTERATIONS; THAT ALL THE PROVISIONS OF THE 'SU001 V IS ION MAPACT OF THE'STATE OF CA. FORNIA, AND ANY LOCAL ORDINANCES APPLICABLE AT'THE TIME OF APPROVAL OF SAID TENTATIVE MAP HAS BEEN COMPLIED WITH AND 'I AM SATISFIED THAT THE MAP :IS TECHNICCA L Ly CORRECT. DATE Z-;2 JI CLAY CASTLEBERRY. RCE 14224 COUNTY 'SURVEYOR, COUNTY CLERK'S CERTIFICATE 'I DO HEREBY CERTIFY *THAT ON THE 30 DAY OF -A 46; ., THE BUTTE COUNTY BOARD OF 'SUPERVISORS OFFICIALLY APPROVED'TH.E 'SUBDA VISION MAP OF KELLY RIDGE ESTATES UNIT 4B,THE RECEIPT OF S AT I'S FACTORY SECURITY 'IN THE AUDITOR'S ESTIMATED AMOUNT OF TO :INSURE PAYMENT OF 'TAXES WHICH ARE A LIEN BUT NOT YET PAYABLE WAS ACKNOWLEDGED. THOSE PORTIONS OF STREET NAMES AS SHOWN UN'SA'ID A•AP AND OFFERED FOR DED .I CATION ARE ACCEPTED ON aEHAALFF OF THE PUBLIC FOR ROAD PURPOSES. COUNTY CLERK OY RECORDER'S CERTIRICATE RECORDED 'IN THE OFFICE OF THE RECORDER BUTTE CO NTY. 'STATE OF CALIFORNIA, AT THE REQUEST OF-�� C �� THIS 111 DAY OF yL' 197$ AT 31 MINUTES PAST Q. ' O'CLOCK.a_ .M..'IN MAP BOOK AT PAGES 3 r RECORDER NUMBERL L%AL 9 LOUISE KLUENDER, COUNTY RECORDER 8- 73 1 uP _ SUBDIVISION NO.1 — KELLY RIDGE ESTATES UNIT 413 A PORTION. OF THE W.I /2 OF SECTION 6 ,T.19N.. R.5E.,M.D.M. AND A PORTION OF SE 1/4 SECTION I,T.19N,R.4E.,M.D.M. COUNTY OF BUTTE ,CALIFORNIA OCTOBER , 1976 OWNER B SUBDIVIDER: SOUTHERN CALIFORNIA FINANCIAL CORPORATION ENGINEERS: MURRAY Mc CORMICK INC. SHEET I OF 5 SHEETS < LAxe SEE 514EE7 4 0nov1LLc s: a • r � / iRpQf AIM 24 $lI P 239 8 �' ° ` �; y ,.• 230 227 \ 4 ae' ; - .nes:.- 1 \i gyp° 7`-',237 z- �'0 p�e"�? err, 153 - W . /•?51 °. ,cy�. $ -'.� cVj �F.a..• _,e 21:6 �' a ` t : vrA" •. e Y ?3? e + r l-. }a. ' e` •c� e� y° '4 ' � r7 +::, A" y.P / . =c `'• i5L $' fG s`1+' `f:. %n. 6� 3 /i� W rG r M b t; •.b J x INIF ' Y5a rg' a f•, ' 234Y° 1';co-. ° �. P d,'P•r ?47 �« ., _ nl 15/ rifMPRS .�I. �^ \' L:. D - -1\ �.: �./ i+. Try G',: ,� •. RANCH 75°7a w4� - �VVVccc999 Res. ?30 i 63Door IT w Aoe k "px[ 2 1/Yp ` _ i N - ��-' m e TS/ L a pP ' L. f5P br v IbS. L 0 C A T. / 0 N - M A V y1` 256 _ 252 )� b I I. 16 '�-T ° NR SCALP , b $♦ =1r�- \, ` g 254 '� \ '-r -r l - I p, pp! ia7 - A ryg 1 e \ z y t l '+a •.Ariry r rue. C e ° �� C, - A a A'; ` LEGEL� . ' Y FOUND A'ONIiMEk i AS 'SHOWi9 :... : .............. e Do SE'f 2"' k 5- IRO. PIPE TAGGEC RLE 14511 /`- - - �'- e •. /. • 4 ^) r 1 r `^•`-AT!lNIHG PoUNR N6TN/NL SPi ................ ......... ....0 W cT CENTCRLINL MONf NT BUTT! COSTO 5 17 NL P.IOGK 5S .:v;i.P9, ?.nuS 9It'ne 55J r' - RADIAL LINE ............................................... (A)) w J/ c BUILD' NG 'SETBACK LINE rOALMON, PRIVATE OR EWAY F.ASEMr.NT ........ s-..-a-s,r.:. SHEET INDEX ' r - ' NO�scace- .. h ,, ? C,it♦_ t�� er DRAINAGE EASEMENT NT (D.E. )...... 'fl ' E + JJr \ � ZZ �'; y • P!10: :C UTILITY EASEMENT IP.U.F.. • •. _ , � • )fir• r �\ v - DEPARTMENT OF WATER RESOLRC'cS.. .................. R.W9. - M1 ZL/ ' STATE OF CALIFORNIA /\ • ALL Lp. CORNERS NCT INIDICATED BY.THF ABOVE SYMBOLS �\ ACRPA 0 e 5 _ ' ARr TO REMARKED OY 3/4" !R0. PIPE" WITH TAG RCE 145/f ° • \' y�JJ%? LOi S........._33/59 AC. . Bi RPPT9.._12.635AC. - - \^%`' 32SUBDIVISION NO. %.\ Z� GRtlnRAAY.._ bL7N AC KELLY RIDGE ESTATES UNIT 4B A PORTIONOF THE W.I/2 OF SECTION 6 T.19N., . R.5E.,M.D.M. ANDA PORTION OF, S.E. 1/4 SECTION BASIS OF BEARINGS I, T. 19 N.,R.4 E. M.D.M. - Ib5.il KELLY RIDGE 'STATESL'NIT .4A BOOK 41 - COUNTY OF BUTTE , CALIFORNIA 14 \2 �,— M. 0. PAGES f7, 56, if SCALE : I"- 100' OCTOBER 1976 OWNER 9 SUBDIVIDER: SOUTHERN CALIFORNIA FINANCIAL CORPORATION // I' I 12 \ T. ENGINEERS MURRAY McCORMICK *INC SHEET 2 OF 5 SHEET°5 T N PLAMS/���= p ATE 5/ 4/05 Job number » 05-061 AUG 17 2005,E . 7•z8 v� i Structural Calculations for John Starr 1 Ballenger Residence Oroville, Ca. '1 1 Gary Hawkins Architect 1 3045 Ceres Ave. Ste 135 Chico, Ca. 95973 (530) 892-2700 (530) 893-0532 Fax 1 SED ARC HAw� �F , 7 1869 1 N REN. 0 OF CA��Fpe' 1 . 1 1� Sums C®U NTY NG DIV SIGN 1APPROVED Y CALCDATA 11/13/97 ------------------------------------------------------------------------ Rev 4-20-94 Calculation data ------------------------------------------------------------------------ Description >> ------------------------------------------------------------------------ Jurisdiction Butte County Code referenced 1997 UBC 2001 CBC Wind loading Basic wind speed 75 MPH Exposure B Seismic loading Seismic zone 3 Gravity loading Roof live load 1-6 PSF Floor live load 40 PSF Balcony live load: n/a PSF Soil data Allowable bearing: 1200 PSF ------ -------------------- DL ----------- 20.20. ----------------------------------- USE: 21.00 PSF LOADS LL 7:01 AM REV 8-13-92 LOAD SUMMARY MODULE 5/ 4/05 ------------------------------------------------------------------------ DESCRIPTION >> SLOPE > IN 12 > DEGREES NO. ASSEMBLY >roof UNIT WT. PITCH? ADJ. WT. 88 SLOPE > 4.00IN 12 > 18.43 DEGREES 21 NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 38 15 CONCRETE TILE 9.50 9.50 58 22 1/2" PLYWOOD 1.50 1.50 64 39 2 X 6 - 24" 1.10 1.10 83 39 2 X 6 - 24" 1.10' 1.10 60 INSULATION R38 2.20 2.20 64 .MISC. 2.00 2.00 84 5/8" GYPSUM BD 2.80 2.80 ------ -------------------- DL ----------- 20.20. ----------------------------------- USE: 21.00 PSF ------------------------------------------------------------------------- LL 16.00 PSF TL 37.00 PSF ASSEMBLY >wall SLOPE > IN 12 > DEGREES NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 88 ONE COAT PLASTER 4.00 4.00 21 3/8" PLYWOOD 1.10 1.10 38 2 X 6 - 16" 1.70, 1.70 58 INSULATION R19 1.10 1.10 64 MISC. 2.00 2.00 83 1/2" GYPSUM BD 2.50 2.50 DL 12.40 USE: 13.00 PSF LL PSF - --- TL 13.00 PSF LOADS 7:04 AM ------------------------------------------------------------------------ REV 8-13-92 LOAD SUMMARY MODULE 5/ 4/05 DESCRIPTION >> ASSEMBLY >floor SLOPE > IN 12 >' DEGREES NO. DESCRIPTION UNIT WT.PITCH? ADJ. WT. 77 CARPET/PAD 1.00 1.00 26 1-1/8" PLYWOOD 3.40 3.40 90 TJI/PRO-150 11 7/8 2.50 2.50 58 INSULATION R19 1.10 1.10 64 MISC. 2.00 2.00 83 1/2" GYPSUM BD 2.50 2.50 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - DL 6.00 USE: 6.00 PSF LL 40.00 PSF TL 46.00 PSF DL 12.50 USE: 13.00 PSF ------=----------------------------------------------------------------- LL 40.00 PSF TL 53.00 PSF ASSEMBLY >deck SLOPE > IN '12 > DEGREES NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 29 2" DECKING 4.30 4.30 38 2 X 6 - 16" 1.70 1.70 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - DL 6.00 USE: 6.00 PSF LL 40.00 PSF TL 46.00 PSF NO ISSBM_6 9:22 AM Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 5/ 6/05 ------------------------------------------------------------- Description >> hdr-1 ----------------------==---------GENERAL-------------------------------- Span (L) > 16.500 feet Repetetive ? > N Reduce shear for bm depth > Y Laterally supported (Y/N) > lu > Y .000 feet le > .000 feet .Slenderness factor Cs > .000 Ck > 22.210 --------------------------------ACTIONS----------------------- Uniform dead load > .231 kips/ft 57 o TL niform live load > Uniform total load > .176 .407 kips/ft 43 % TL kips/ft nd reactions ........................... DL, > LL >' 1.906 1.452 kips kips TL > 3.358 kips Design loads . ............... ......... Total load moment (M) > 13.851 ft -kips r Total load shear (V) > 3.358 kips --------------------------LUMBER DESIGN VALUES -------------------------- Base values Species Grade Fb Ft Fv Fc1 FcJ E - DFGL 24F V4 2400 1150 165 650 16.50 1800000 Size factor Cf Size factor Cf > .965 Apply to Fb > 1.000 Apply to Ft Size factor Cf Repetitive member factor Cr > 1.000 Apply to Fcl > 1.000 Load duration factor Cd Adjustment for lateral support Adjusted values > 1.000 > 1.000 Species Grade Fb DFGL 24F -V4 2317 Ft 1150 Fv Fc1 FcJ E 165 650 1650 1800000 --------------------------------BEAM DATA----7-------------------------- Member width > 3.125 inches Member depth > 16.500 inches Required Actual Comment S (in"3) > 71.748 A (in -2) > 25.438 I (in -4) > 141.797 51.563 1169.824 <ok> <ok> ------------------------------DEFLECTIONS----=-------------------------- Total load deflection > Live load deflection > .322 .139 inches L/ 614 <OK> inches L/ 1420 <OK> ' Dead load deflection > Minimum camber (glu-lams) > .183 .274 inches inches <1.5*DL deflection> Standard 2000'R camber > .204 inches --------------------------CHECK MIN. BRG. AREA --------------------------- Minimum area. > 5.166 Minimum length > 1.653 in^2 inches. Assuming full width bearing PT_FTG2 9.25 AM Rev 9-30-93 Point footing 5/ 6/05 -------------------------------------------------------- Description >>f -1 -------------Load data ----------------------------Soil data ------------- P > 3.358 kips Soil'brg capacity> 1.200 ksf Uniform load > .000 kips/ft Live load o > 43.000 --------------Concrete------------- ---=-----=Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18:824 '-->----900 --------------- -----Footing data ----------- _------------------ Footing size > 2.000 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000. inches Footing weight > .600 kips ' Total P axial > 3.958 kips Total bearing pressure > .990 ksf <ok> Net bearing pressure > .840 ksf Factored bearing pressure > 1.284 ksf (1.7*LL+1.4*DL). ---------------------------- Footing stresses ---------------------------- Diagonal tension - factored loads - one way,action <ok> Vu=(P net)*(effective area) > 1.711 kips Vn=Vc=2(F'c)".5*bw*d > 19.200 kips Vn > 17.280 kips Diagonal tension- factored loads - two way action <ok> ' Vu=(P net)*(effective area) > 4.564 kips Vn=Vc=4(F'c)".5*bo*d > 51.200 kips Vn > 46.080 kips -------------------------Footing reinforcement --------------- net)*bl-2/2 > .642 ft-kips/ft Required Rn=(Mu/o)bd-2 > 11.142 psi Required p (bending moment) > .0003 Required As (bending moment) > .027 in-2/ft = .054 in -2 Min. required p UBC 2610(f) Min. required As UBC 2610(f) > .0004 > .036 33% increase applied in"2/ft = .071 in"2 Minimum reinforcement as governed by: -Minimum reinforcement - 71 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7' bars e.w. �► Zai �� ���� �. ��e a�-�� e. F-`� i .1 PT_FTG2 4:11 PM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 5/16/05 ----------==----=------------------------------------------------------- Description >>f -2 -------------Load data ------------- --------------Soil data----------- P > 15.045 kips Soil brg capacity> 1.200 ksf Uniform load > 000 kips/ft Live load o > 40.000 --------------Concrete------------- ----------Reinforcing steel=-------- F'c > 2:500 ksi Fy > 40.000 ksi m >. 18.824 ----Footing data ------------------------------- Footing size > 4.000 feet- eetFooting Footingthickness (.t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 2.400 kips Total P axial > 17.445 kips Total bearing pressure > 1.090 ksf <ok> Net bearing pressure > .940 ksf Factored bearing pressure > '1.429 ksf (1.7*LL+1.4*DL). ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 9.529 kips P Vn=Vc=2(Fic)-.5*bw*d > 38.400 kips Vn > 34.560 kips Diagonal tension - factored loads "- two way action <ok> Vu=(P net)*.(effective area) > 22.233 kips Vn=Vc=4(F'c)".5*bo*d > 51.200 kips Vn > 46:080 kips --------- - --------------- Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > 2.859 ft-kips/ft 1 Required Rn=(Mu/o)bd"2 > 49.628 psi Required p (bending moment) > .0013 Required As (bending moment) > .121 in"2/ft = .482 in -2 Min. required p ,UBC 2610(f)" Min. required As UBC 2610(f) > .0017 33o increase applied in-2/ft in -2 > .160" = .641 Minimum reinforcement as governed by: - --Minimum reinforcement -- 4 No. 4 bars e.w. 3 No. 5 bars e.w. 2 No. 6 bars e.w. 2 No. 7 bars e.m. .1 SSBM_6 10:28 AM ---------------------------- Rev 9-13-93 SIMPLE ------------ Description » fb-1 -------------------------------------------- SPAN BEAM - UNIFORM LOAD 5/ 6/05 -----------------------------=-------------- ---------------------------------GENERAL----------------------------- --- Span (L) >' 18.500 feet Repetetive ? > N Reduce shear for bm depth > Y Laterally supported .(Y/N) > lu > Y 000 feet le > .000 feet Slenderness factor Cs > Ck > .000 22.210 ----------------------------- - --ACTIONS--------------------------- ------ Uniform dead load > .603 kips/ft 60 o TL Uniform live load > .400 kips/ft 40 % TL Uniform total load > 1.003 kips/ft End reactions ........................... DL > LL > 5.578 3.700 kips kips TL > 9.278 kips Design loads .. ................. ....... Totalload moment (M) >. 42.910 ft -kips Total load shear (V) > 9.278 kips --------------------------LUMBER DESIGN VALUES -------------------------- 1 Base values Species Grade Fb Ft Fv Fc1 FcJJ E DFGL 24F -V4 2400 1150 165 650 1650 1800000 Size factor Cf Size factor Cf Size factor Cf .Repetitive member factor Cr .> > .933 Apply to Fb > 1.000 Apply to Ft > 1.000 Apply to Fcu- 1.000 Load duration factor.Cd Adjustment for lateral support Adjusted values >. 1.000 > 1.000 Species Grade Fb DFGL 24F -V4 223.8 Ft 1150 Fv Fcl FcJJ E 165 650 1650 1800000 --------------------------------BEAM DATA ------------------------- Member width > Member depth > 5.125 22.500 inches inches Required Actual Comment S (in"3) > 230.069 432.422 .<ok> A (in"2) .> 67.247 I (in"4) > 115.313 4864.746 <ok> ------------------------------DEFLECTIONS------------------------------- 1 Total load deflection > Live load deflection > .302 .120 inches L/ 735 <OK> inches L/ 1844 <OK> Dead load deflection > Minimum camber (glu-lams) > .181 .272 inches inches <1.5*DL deflection> Standard 2000'R camber > .257 inches --------------------------CHECK MIN. BRG. AREA -----.------------------ --- Minimum area > 14.273 -Minimum length > .2.785 in^2 inches Assuming full width bearing vi O;b Irv i r i /!l vi O;b Irv i SSBM_6 10:31 AM ------------------------ t Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 5/ 6/05 ------------------------------------------------------------------------ Description » fb-2 » ------- -----GENERA - Span> p 11.500 et Repetetive ? > N feet Reduce shear for bm depth > Y Laterally supported (Y/N) > lu >. Y .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 22.210 --------------------------------ACTIONS --------------------------------- Uniform dead load > . .603 kips/ft 60 o TL Uniform live load > Uniform total load > .400 1.003 kips/ft 40 o TL kips/ft End reactions.... .................... DL > LL > 3.467 2.300 kips kips TL > 5.767 kips Design loads ............ ............... Total load moment (M) > 16:581 ft -kips Total load shear (V) > 5.767 kips --------------------------LUMBER DESIGN VALUES -------------------------- Base values Species Grade Fb Ft Fv Fc1 Fc -U E DFGL 24F -V4 2400 1150 165 650 1650 1800000 Size factor Cf > .976 Apply to Fb Size factor Cf Size factor Cf Repetitive member factor Cr > 1.000 Apply to Ft > 1.000 Apply to FcLL > 1.000 Load duration factor Cd Adjustment for lateral support Adjusted values > 1.000 > 1.000 Species Grade Fb Ft Fv Fc1 FcJJ E DFGL 24F -V4 2341 .1150 165 650 1650 1800000 --- --------------------------BEAM DATA ------------------------------- Member width > 5.125 inches Member depth > 15.000 inches Required Actual Comment S (in 3) > 84.985 192.188 <ok> A (in"2) > 41.032 I (in -4) > 76.875 1441.406 <ok> ------------------------------ DEFLECTIONS --= ---------------------------- Total load deflection > Live _load deflection > .152 .061 inches L/ 907 <OK> inches L/ 2275 <OK> Dead load deflection > Minimum camber (glu-lams) > .091 .137 inches inches <1.5*DL deflection> Standard 2000'R camber > --------------------------CHECK .099 MIN. inches BRG.. AREA Minimum area > 8.873 Minimum length > 1.731 in"2 inches .-------------------------- Assuming full width bearing t r -t-) - � 5 Y4' , t-c,r2- f'VZ,14 SSBM_6 10:34 AM Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 5/ 6/05 ----------p------------=------------------------------------------------- Description >> fb-3 ---------------------------------GENERAL ------ -------------------------- Span (L) > Reduce shear for bm depth > 18.500 Y feet Repetetive ? > N Laterally supported (Y/N) > lu > Y .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 27.920 ------------------------=-------ACTIONS--------------------------------- Uniform dead load > .039 kips/ft 25 a TL t Uniform live load > Uniform total load > .120 .159 kips/ft 75 o TL kips/ft End reactions ............... DL > LL >. 361 1.110 kips kips TL > 1.471 kips Design loads ............................ Total load moment (M) > 6.802 ft -kips Total load shear (V) > 1.471 kips --------------------------LUMBER DESIGN VALUES -------------------------- Base values Species Grade Fb Ft Fv Fc1 FcJJ E DFL N01 -BM 1350 675 85 625 925 1600000 Size factor Cf Size factor Cf Size factor Cf Repetitive member factor Cr Load duration factor Cd Adjustment for lateral support Adjusted values > 1.000 Apply to Fb > 1.000 Apply to Ft > 1.000 Apply to Fcl > 1.000 > 1.000 > 1.000 Species Grade Fb NOl-BM 1350 Ft 675 Fv Fc1 FcJJ -E 85 625 925 1600000 - --DFL- -------------------------BEAM DATA ---------------------- Member width > 5.500 inches Member depth > 11.250 inches Required Actual Comment S (in"3) > 60.464 A (in -2) > 23.324 I (in -4) > 116.016 61.875 652.588 <ok> <ok> ------------------------------DEFLECTIONS------------------------------- Total load deflection >, Live load deflection > .401 .303 inches L/ 553 <OK> inches L/ 733 <OK> Dead load deflection > Minimum camber (glu-lams) > .098 .148 inches inches <1.5*DL deflection> Standard 20001R camber > .257 inches --------------------------CHECK MIN. BRG. AREA -------------------------- Minimum area > 2.353 in^2 Minimum length > .428 inches Assuming full width bearing fd ivl..'v SSBM_6 10:38 AM Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 5/ 6/05 -----------» -----FB-4 --------------------------------------------------- Description ----------------------=---------- GENERAL -------------------------------- Span (L) > 16.500 feet Repetetive ? > N Reduce shear for bm-depth > Y - Laterally supported (Y/N) > lu > Y .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 27.920 -------------------------7------ACTIONS--------------------------------- Uniform dead load > :052 kips/ft 25 o TL Uniform live load .> Uniform total load > .160 .212 kips/ft kips/ft 75 o TL End reactions .......................... DL > LL > .429 1.320 kips kips TL > 1.749 kips Design loads ............................ Total load moment (M) > Total load shear (V) > 7.215 1.749 ft -kips kips --------------------------LUMBER DESIGN VALUES -------------------- ------ '\ Base values Species Grade Fb Ft Fv Fc1 FcJJ E DFL N01 -BM 1350 675 85' 625 925 1600000 Size.factor Cf > 1.000 Apply to Fb Size factor.Cf Size factor Cf Repetitive member factor Cr > 1.000 > 1.000 > 1.000 Apply to Ft Apply to Fcl Load duration factor Cd .Adjustment for lateral support Adjusted values > 1.000 > 1.000 Species Grade Fb Ft Fv Fc1 FcJ E DFL N01 -BM 1350 675 85 625 925 1600000 ------- ------------------------- BEAM DATA -------------------------------- Member width > 5.500 inches Member depth > 11.250 inches Required Actual Comment S (in"3) > 64.130 116.016 <ok> A (in -2) > 27.357 I (in -4) > 61.875 652.588 <ok> ------------------------------ DEFLECTIONS ------------------------------- Total load deflection > Live load deflection > 339 .256 inches inches L/ 585 <OK> L/ 775 <OK> Dead load deflection > .083 inches Minimum camber (glu-lams) > .125 inches <1.5*DL deflection> Standard 20001R camber > .204 inches -----=--------- CHECK MIN. BRG. AREA -------------------------- minimum area . > 2.798 Minimum length > .509 ,inches in"2 Assuming full width bearing. b"i 4— IZ, TZ s 0 OBOV'L �5z 12! IP e, SSBM_6 k. 11:40 AM ---------------- --------------------------------------------------------- Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 5/ 6/05 ------------------------- ------------------------------- Description >> FB -5 ---------------------------------GENERAL-------------------------------- Span (L) > 18.500 feet Repetetive ? > N Reduce shear for bm depth > Y Laterally supported (Y/N) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 22.210 -------------------------------- ACTIONS --------------------------------- Uniform dead load > .078 kips/ft 25 o TL Uniform live load > Uniform total load > .240 .318 kips/ft 75 o TL kips/ft End reactions ........................... DL > .722 kips LL > 2.220 kips TL > 2.942 kips Design loads ............................ Total load moment (M) > 13.604 ft -kips Total load shear (V) > 2.942 kips --------------------------LUMBER DESIGN VALUES --------------------------- Base values Species Grade Fb Ft Fv Fc -L Fc-� E DFGL 24F -V4 2400 1150 165 650 1650 1800000 Size factor Cf > 1.000 Apply to Fb Site factor Cf > 1.000 Apply to Ft Size factor Cf > 1.000 Apply to Fc1 Repetitive member factor Cr > 1.000 Load duration factor Cd Adjustment for lateral support > 1.000 > 1.000 Adjusted values Species Grade Fb Ft Fv Fc1 FcJ E DFGL 24F -V4 2400 1150 165 650 1800000 --- --------------------------BEAM DATA-------------- --1650-- Member width > 5.125 inches Member depth > 12.000 inches Required Actual Comment S (in°3) > 68.022 123.000 <ok> A (in -2) > 23.850 I (in -4) > 61.500 738.000 <ok> --------------------------- --- DEFLECTIONS ------------------------------- Total load deflection > .631 inches L/ 352 <OK> Live load deflection > .476 inches L/ 466 <OK> Dead load deflection > .155 inches Minimum camber (glu-lams) > .232 inches. <1.5*DL deflection> Standard 2000'R camber > .257 inches --------------------------- MIN. BRG. AREA-------------------------- Minimum area > 4.525 in -2 Minimum length > .883 inches Assuming full width bearing PT FTG2 2:52 PM Rev 9-30,-93 ' Point footing 5/ 6/05 ■ =----------------------------------------------------------------------= Description >>F-3 -------------Load-data------------- --------------Soil data--------.----- P > .6.684 kips Soil br g ca acit > 1.200 ksf P Y ti Uniform load > .000 kips/ft, Live load o. > 75.000 --------------Concrete------------- ----------Reinforcing steel-=---,---- F'c > 2.500 ksi Fy > 40.000 ksi m > 18.824 > .900 ------------------------------ Footing data ------------------------------- Footing size > 2.670 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 1.069 kips Total P axial > 7.753 kips Total bearing pressure > 1.088 ksf <ok> Net bearing pressure > .938 ksf . Factored bearing pressure > 1.524 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 4.075 kips Vn=Vc=2(F'c)^.5*bw*d > 25.632 kips Vn > 23.069 kips Diagonal tension - factored loads".- two way action'. <ok> Vu=(P net)*.(effective area) > 10.184 kips Vn=Vc=4(F'c)^.5*bo*d > 51.200 kips Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > 1.358 ft-kips/ft Required Rn=(Mu/o)bd-2 > 23.571 psi Required p (bending moment) > .0006 Required As (bending moment) > .057 in-2/ft 152 in -2 Min. required p UBC 2610(f) > .0008 33% increase applied Min'. required As UBC 2610(f) > .076 in-2/ft = .202 in^2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 2 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. PT_FTG2 3:22 PM ------------------------------------------------------------------------ s Rev 9-30-93 Point footing 5/ 6/05 --- ------------------------------------------------------------------- Description »F-.10 » -------------Load data ------=------ --------------Soil data------------- P > 6.925 kips Soil brg capacity> 1.200 ksf Uniform load > .000 kips/ft Live load o > 58.000 -------------- Concrete -------- ----- ----------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 > .900 ------------------------------ Footing data -------------------------------- Footing size > 2..670 -feet Footing thickness (t) > 12.000 inches <ok> �7 Distance to reinf. (d) > 8.000 inches Footing weight > 1.069 kips Total P axial > 7.994 kips Total bearing pressure > 1..121 ksf <ok> Net bearing pressure > .971 ksf Factored bearing pressure > 1.529 ksf (1.7*LL+1.4*DL) ---------------------------- Footing'stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 4.089 kips Vn=Vc=2(F'c)^.5*bw*d > 25.632 kips Vn > 23.069 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 10.220 kips Vn=Vc=4(Flc)".5*bo*d > 51.200 kips 0 Vn > 46.080 kips ---------------------- ---Footing reinforcement-=----------------- ------- Mu=(P net)*bl"2/2 > 1.362 ft-kips/ft Required Rn=(Mu/o)bd"2 > 23.654 psi Required p (bending moment) > .0006 Required As (bending moment) > .057 in^2/ft = .152 in^2 Min. required p UBC 2610(f) Min. required As UBC 2610(f) > .0008 > .076 33a.increase applied in-2/ft = .203 in"2 Minimum reinforcement as governed by: ---Minimum reinforcement - ' 2 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. s I I d c�ry C'. . �] V-A C-1 c f.p — — - 11 c�ry C'. . �] V-A 114, I 3 11 .1 n 1 Z'L SSBM_6 3:15 PM ------------------------------------------------------------------------ Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 5/ 6/05 Description >> FB -7 -------------------------- - ------ GENERAL ------------------ Span (L) > 8.500 feet Repetetive ? > N Reduce shear.for bm depth > Y Laterally supported (Y/N) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 22.210 --------------------------------ACTIONS--------------------------------- Uniform dead load > .091 kips/ft 25 Is TL Uniform live load > .280 kips/ft 75 o TL Uniform total load > .371 kips/ft End reactions ........................... DL > .387 kips LL > 1.190 kips TL > 1.577 kips Design loads ........................ Total load moment (M) > 3.351 ft -kips Total load shear (V) > 1.577 kips --------------------------- LUMBER DESIGN VALUES --------------------- ---- Base values Species Grade Fb Ft Fv Fc1 FcJ E DFGL 24F -V4 2400 1150 165 650 1650 1800000 Size factor Cf > 1.000 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor Cf > 1.000 Apply to Fcl Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.000 Adjustment for lateral support > 1.000 Adjusted values Species Grade Fb Ft Fv Fc1 Fc1J E DFGL 24F -V4 2400 1150 165 65,0 1650 1800000 --------------------------------BEAM DATA ------------------------------- Member width > 5.125 inches Member depth > 9.000 inches Required Actual Comment S (in -3) > 16.753 69.188 <ok> A (in -2) > 11.805 46.125 <ok> I (in -4) > 311.344 ------------------------------DEFLECTIONS------------------------------- Total load deflection > .078 inches L/ 1312 <OK> Live load deflection > .059 inches L/ 1738 <OK> Dead load deflection > .019 inches Minimum camber (glu-lams) > .029 inches <1.5*DL deflection> Standard 20001R camber > ..054 inches --------------------------CHECK MIN. BRG. AREA -------------------------- Minimum area > 2.426 in^2 Minimum length > :473 inches Assuming full width bearing �7 �I SSBM_6 3:15 PM ------------------------------------------------------------------------ Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 5/.6/05 -------------------------.------------------------------------------ Description >> FB -7 ---------------------------------GENERAL-------------------------------- Span (L) > 8.500 feet Repetetive ? > N Reduce 'shear for bm depth > Y Laterally supported (YIN) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 27.920 --------------------------------ACTIONS--------------------------------- Uniform dead load, > .091 kips/ft 25 o TL Uniform live load > ,280 kips/ft 75 o TL Uniform total load > .371 kips/ft End reactions ................ ...... .. DL > .387 kips LL > 1.190 kips TL > 1.577 kips Design loads ............................ Total load moment.(M) > 3.351 ft -kips Total load shear (V) > 1.577 kips ------------=--------------LUMBER DESIGN VALUES -------------------------- Base values Species Grade Fb Ft Fv Fc1 FcJJ E DFL N01 -BM 1350 675 85 625 925 1600000 Size factor Cf > 1.000 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor Cf > 1.000 Apply to Fcl Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.000 << Adjustment for lateral support > 1.000 Adjusted values Species Grade Fb Ft Fv Fc1 Fci E DFL -----N01--------------------- BM----1350 675 85 625 925 1600000 --- ----- -----BEAM DATA ---------------= Member width > 5.500 inches Member depth > 11.250 inches Required Actual Comment S (in"3) > 29.783 116.016 <ok> A (in -2) > 21.687 61.875 <ok> I (in -4) > 652.588 --------------------------- �----DEFLECTIONS load deflection > .042 inches L/ 2444 <OK> Live load deflection > .031 inches, L/ 3238 <OK> Dead load deflection > .010 inches Minimum.camber (glu-lams) >. .015 inches <1.5*DL-deflection> Standard 2000'R camber > .054 inches --------------------------- CHECK MIN. BRG. AREA ------------------------ Minimum area > 2.523 in -2 Minimum length > ..459 inches Assuming full width bearing C: ' PT_FTG2 2:59 PM ------------------------ ------ ' Vu=(P net)*(effective area) Vn=Vc=4(F'c)".5*bo*d 0 Vn > 3.258 kips > 51.200 kips > 46.080 kips ------------------------ Footing reinforcement-------------------------- Mu=(P net)*bl-2/2 > .484 ft-kips/ft Required Rn=(Mu/)bd"2 > 8.411 psi Required p (bending moment). > .0002 Required As (bending moment) > .020 in^2/ft = .034 in -2 Min. required p UBC 2610(f) > .0003 33% increase applied Mina required As UBC 2610(f) > .027 in^2/ft = .045 in -2 Minimum reinforcement as governed by: ' ---Minimum reinforcement -- 1 No. 4 bars e.w. 1. No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. Rev 9-30-93 Point footing 5/ 6/05 ------------------------------- ----Description --------- ---------- ------------ >>F -4 -------------Load data ------------- =-------------Soil data ------------- P P > 2.385 kips Soil brg capacity> 1.200 ksf Uniform.load > .000 kips/ft Live load o > 75.000 '-- ------------Concrete-----------.-- ----------,Reinforcing steel--------- F'c > 2.500 ksi Fy, > 40.000 ksi m > 18.824 ----Footing data ------------------------------ Footing size > 1.670 feet Footing thickness (t) > 12.000 inches <ok> ' Distance to reinf. (d) > 8.000 inches Footing weight > .418 kips ' Total P axial > 2.803 kips Total bearing pressure > 1.005 ksf <ok> Net bearing pressure > .855 ksf ' Factored bearing pressure > 1.390 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ----------------------------- Diagonal tension - factored loads - one way action <ok> ' Vu=(P net)*(effective area) > 1.164 kips Vn=Vc=2(F'c)-.5*bw*d > 16.032'kips Vn > 14.429 kips Diagonal tension - factored loads - two way action <ok> ' Vu=(P net)*(effective area) Vn=Vc=4(F'c)".5*bo*d 0 Vn > 3.258 kips > 51.200 kips > 46.080 kips ------------------------ Footing reinforcement-------------------------- Mu=(P net)*bl-2/2 > .484 ft-kips/ft Required Rn=(Mu/)bd"2 > 8.411 psi Required p (bending moment). > .0002 Required As (bending moment) > .020 in^2/ft = .034 in -2 Min. required p UBC 2610(f) > .0003 33% increase applied Mina required As UBC 2610(f) > .027 in^2/ft = .045 in -2 Minimum reinforcement as governed by: ' ---Minimum reinforcement -- 1 No. 4 bars e.w. 1. No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. PT_FTG2 3:01 PM F1 Rev 9-30-93 Point footing 5/ 6/05 ---- ------------------------------------------------------------------ Description >>F -6 - ------------ Load data ------------- --------------Soil data -------------- P P > 6.010 kips Soil brg capacity> 1.200 ksf Uniform load > .000 kips/ft Live load as > 58.000 --------------Concrete------------- ----------Reinforcing steel--------- F'c > 2.500 ksi Fy > 40.000 ksi m > 18.824 > .900 ' ------------------ -----------Footing data ----------- ------------------- Footing size >'.2.500 feet Footing thickness (t) > 12.000 inches <ok> ' Distance to reinf .. (d) > 8.000 inches Footing,weight > .938 kips ' Total P axial > 6.948 kips Total bearing pressure > 1.112 ksf <ok> Net bearing.pressure > .962 ksf ' Factored bearing pressure > 1.514 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- ' Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 3.469 kips. Vn=Vc=2(F'c)".5*bw*d > 24.000 kips ' Vn_ > 21.600 kips Diagonal tension - factored loads = two way action <ok> Vu=(P net)*(effective area) >. $:787 kips Vn=Vc=4(Fl.c)^.5*bo*d > 51.200 kips Vn > 46.080 kips -------------------------Footing reinforcement---= --------- ------------- Mu=(P net)*bl"2/2 > 1.182 ft-kips/ft Required Rn=(Mu/o)bd"2 > 20.529 psi Required p (bending moment) > .0005 Required As, (bending moment) > .050 in-2/ft = .124 in"2 ' Min. required p UBC 2610(.f) Min, required As UBC 2610(f) > 0007 > .066 336'increase applied in-2/ft = .165, in^2 Minimum reinforcement as governed by: ' ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. F1 z� PT_FTG2 3:02 PM ----------------------------------------------- Rev 9-30-93 Point footing ------------------------ 5/ 6/05 ---------------------------=-------------------------:--- ->>F-7 Description -------------Load data ------------- ---- ---------- Soil data------------- , P > 2.743 kips Soil brg capacity>' 1.200 ksf Uniform load > .000 kips/ft Live load o > 58.000 ' --------------Concrete------------- ----------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m >' 18.824 900 ------------------------------ Footing data------------------------------ Footing size > 1.670 feet Footing thickness (t) > 12.000 inches <ok> ' Distance to reinf. (d) > 8.000 inches Footing weight > .418 kips Total P axial > 3.161 kips Total bearing pressure > 1.134 ksf <ok> Net bearing pressure > .984 ksf ' Factored bearing pressure > 1.548 ksf (1.7*LL+1.4*DL) -------------- --------------- Footing stresses ------------------------------ Diagonal tension --factored loads - one way action <ok> ' Vu=(P net)*(eff,ective area) > 1.297 kips Vn=Vc=2(F'c)".5*bw*d > 16.032 kips ' Vn > 14.429 kips Diagonal tension —factored loads - two way action <ok> ' Vu=(P net)*(effective area) > 3.629 kips Vn=Vc=4(Flc)".5*bo*d > 51.200 kips Vn > 46.080 kips -------------------------- reinforcement------------ -------------- Mu=(P net)*bl"2/2 > .540 ft-kips/ft Required Rn=(Mu/o)bd"2 > 9.370 psi ' Required p (bending moment) > .0002 Required As (bending moment) > .023 in^2/ft = .038 in^2 Min. required p UBC 2610(f) > .0003 330 increase applied Min. required As UBC 2610(f) > .030 in-2/ft = .050 in"2 Minimum reinforcement as governed by; ---Minimum reinforcement -- ' 1 No. 4 bars e.w. 1 No. 5 bats e.w. 1 No. 6 bars e.w. ' 1 No. 7 bars e.w. F1 PT_FTG2 3:04 PM -------------------------------------------------------------------------- Rev 9-30-93 Point footing 5/ 6/05 Description >>F -8 -------------Load data ------------- --------------Soil data ------------- P > 5.030 kips Soil brg capacity> 1.200 ksf Uniform load > .000 kips/ft Live load a > 58.000 --------------Concrete-=----------- --- ------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 > .900 ------------------------------Footing data ------------------------------ Footing size > 2.250 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) >. 8.000 inches Footing weight > 1.759 kips Total P axial > 5.789 kips Total bearing pressure > 1.144 ksf <ok> Net bearing pressure > .994 ksf Factored bearing pressure > 1.564 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 2.786 kips Vn=Vc=2(F'c)^.5*bw*d > 21.600 kips Vn > 19.440 kips Diagonal tension - factored loads.- two way action. <ok> Vu=(P net)*(effective area) > 7.222 kips Vn=Vc=4(Flc)-.5*bo*d > 51.200 kips Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > .990 ft-kips/ft Required Rn=(Mu/o)bd"2 > 17.181 psi Required p (bending moment) > .0004 Required As (bending moment) > .041 in"2/ft = .093 in"2 Min. required'p UBC 2610(f) > .0006 33% increase applied Min. required As UBC 2610(f) > 055 in"2/ft = .124 in"2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. ' PT_FTG2 3:05 PM Rev 9-30-93 Point footing S/,6/05 ---------------=------------=------------------------------------------ ->>F-9 Description -------------Load data ------------- --------------Soil data ----------- ' P > 1.749. kips Soil brg capacity> 1.200 ksf Uniform load > .000 kips/ft ' Live load o > .58.000 --------------Concrete------------- ----------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 -----------------------------900 Footing data --------.- --------------------- Footing size > 1.330 feet Footing thickness (t) > 12.000 inches <ok> ' Distance to reinf. (d) > 8.000 inches Footing weight > .265 kips ' Total P axial > 2.014 kips Total bearing pressure > 1.139 ksf <ok> Net bearing pressure > .989 ksf ' Factored bearing pressure > 1.556 ksf (1.7*Lt+1.4*DL) ----------------------------Footing stresses ---------------------------- ' Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > .687 kips Vn=Vc=2(F'c)-.5*bw*d > 12.768 kips ' Vn > 11.491 kips Diagonal tension - factored loads - two way action <ok> ' Vu=(P net)*(effective area) > 2.061 kips Vn=Vc=4(F'c)".5*bo*d > 51.200 kips Vn > 46.080 kips ' ------------------------- Footing reinforcement -------------------------- Mu=(P net)*bl-2/2 > .344 ft-kips/ft Required Rn=(Mu/o)bd"2 > 5.974 psi ' Required p (bending moment) > .0001 Required As (bending moment) > .014 in"2/ft .019 in"2 ' Min. required p UBC 2610(f) Min. required As UBC 2610(f) > .0002 > .019 330W increase applied in"2/ft = .025 in^2 Minimum reinforcement as governed by: ' ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No.. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. 1 �,® File >SHEARW 6:11 AM 5/ 4/05 REV. 6-17-99 Shearwall schedule ------------------------------------------------------------------------ Description >> Common nails >> (Box nails) Mark Description HF DF 1 3/8" cdx plywood with 8d nails 213 .260 at 611, 12" o.c. (.173) (.211) 2 3/8" cdx plywood with 8d nails 312 .380 at 411, 12" o.c. (.253) (.308) 3 3/8" cdx plywood with 8d nails. .402 .490 at 311, 12" o.c. (.326) (.397) 4 .1/2" cdx plywood with 10d nails 254 .310 at 611, 12" o.c. (.206) (.251) 5 1/2" cdx plywood with 10d nails .377 .460 at 411, 12" o.c. (.305) (.373) 6 1/2" cdx plywood with 10d nails .492 .600 at 311., 12" o.c. (.399) (.486) 7 1/2" gyp bd with 5d nails wind .082 .100 at 7" o.c. edge & field Unblocked seismic .041 .050 8 5/8" gyp bd with 6d nails wind .094 .115 at 7" o.c. edge & field Unblocked seismic .047 .058 9 7/8" cement plaster over expanded metal .148 180 or woven wire lath with no. 16 gage staples, (7/8" leg) at 611, o.c. 10 3/8" plywood -siding with 8d nails .131 .160 at 611, 12" O.C. 11 Simplex "Thermo -Ply structural (red) .144 .175 sheathing (0.115 inch thickness) with no. 16.gage staples (7/16" crown. 1-1/4" legs) File >LATDATA3 Rev 8-8-95 Wind pressures on structures Description >> Exposure Importance factor Basic wind speed Roof pitch * * * P R I M A R Y Assembly description > B > 1.00 > 75.00 mph > 4.00 in 12 F R A M E S A N D Ht. Ce Cq W A L L S Windward walls 80 Leeward walls .50 Total wall R 0 0 F Wind perpendicular to ridge Leeward or flat roof Windward roof Slope 2:12 to less than.9:12 Slope 2:12 to less than 9:12 Roof total Wind parallel to ridge and flat roofs * * * E L E M E N T S A N D W A L L All structures Enclosed structures Open structures Parapets R 0 0 F Enclosed structures Slope less than 9:12 Open structures Slope less than 9:12 -31 qs > 14.50 psf 0 > 18.43 degrees S Y S T E M S * * * Direction <0'-151> <201> <25'> .62 .67 .72 .0072 .0078 .0045 .0049 .0117 .0126 .70 .0063 .0068 .90 .0081 .0087 .30 .0027 .0027 ..0180 .0090 .0095 .70 .0063 .0068 C 0 M P 0 N E N T S 1.20 .0108 .0117 1.20 .0108 .0117 1.60 .0144 .0155 1.30 .0117 .0126 1.10 .0099 .0107 * * * L 0 C A L A R E A S A T Wall corners Canopies or overhangs at eaves or rakes Roof ridges at ends of buildings or eaves and roof edges at building corners Eaves or rakes without overhangs away from building corners and ridges away from ends of building .0084 .0052 .0136 .0073 .0094 0031 .0104. .0073 .0125 .0125 .0167 .0136 .0115 1.60 .0144 .0155 .0167 D I S C O N T I N U I T I E S 2.00 ..0180 .0194 .0209 2.80 .0252 .0272 .0292 3.00 .0270 2.00 .0180 .0291 .'0313 .0194 .0209 n 3� 6:11 AM d pressures on structures B 1.00 75.00 mph qs > 14.50 psf 4.00 in 12 6 > 18.43 degrees A M E S A N D S Y S T E,M S Direction Ht. <0'-151> <201> <25'> <301> <401> Ce .62 .67 .72 .76 .84 Cq .80 .0072 .0078 .0084 .0088 .0097 Inward .50 .0045 .0049 .0052 .0055 .0061 Outward .0117 .0126 .0136 .0143 .0158 .70 .0063 .0068 .0073 .0077 .0085 Outward .90 .0081 .0087 .0094 .0099 .0110 -Outward o .30 .0027 -0027 .0031 0033 .0037 Inward .0090 '.0095 .0104 .0110 .0122 tat roofs .70 .0063 .0068 .0073 .0077 .0085 Outward A N D C O M P O N E N T S 1.20 .0108 '.0117 .0125 .0132 .0146 Inward 1.20 .0108 ,.0117 .0125- .0132 .0146 Outward 1.60 ..0144 .0155 .0167 .0176 .0195. Outward 1.30 .0117 .0126 .0136 .0143 .0158 Inward/ou 1.10 .,0099 .0107 .0115 .0121 .0134 Outward 1.60 .0144 .0155 .0167 .0176 .0195 Outward A S A T D I S. C 0 N T. I N U I T I' E S 2.00 .0180 .0194 :.0209 .0220 .0244 Outward 2.80 .0252 ..0272 0292 .0309 .0341 Upward ings uilding 3.00 .0270 .0291 .0313 .0331 .0365 Upward angs. nd lding 2.00 .0180 .0194 .0209 .0220 .0244 Upward I 1 1 1 1 1 �... �,� 3�� � �,,, � C► �� , 01 t)) 'err (�Jr+ 3,� (il.�`S �d �C 2-) "1- 1"o Ise?)C lot$ o 5 6AJ -7z -S)( I +°2}�����(?r� �►t7t�� �,?,1`7� P. R}'" IQ( ��C`ia�iZ�z���°���•-O,�Z� - 0 10 2A) 4- [CIAX I I I I ) I d I 1 ' Gt�tS�nAlCs� c �T• i r 1 rh rp rn 1/ 1 -571 ui ryNC:. (\/ 1J I i . I 1 _ gkit g/.)l � l` A G -r m 6-, , (44, G "7 ". 9 27, 404,w - i A krrte"'oma A:5c- Aer-^ cb'ac.- a ��.--�._ � 3.. _...._. .-..<..,......_.......�.--,.•yam 2lrS .I — L 3d►5r� 0�'t1lZ��S��� 21�5'��1Okof3) 1 C., C, Cl `` n C`. C�•. N 2tcp 6 i A krrte"'oma A:5c- Aer-^ cb'ac.- a ��.--�._ � 3.. _...._. .-..<..,......_.......�.--,.•yam 2lrS .I — L 3d►5r� 0�'t1lZ��S��� 21�5'��1Okof3) 1 LI b � IV 7,7. L- I �- 541 4-56 1, 1 211 l -/l 14 10 Perforated shearwall design; Based on empirical design method developed by Sugiyame and further documented and tested in`APA Report 157 Job name AVENGER° � "-_ Linea Framing;. DF -L Level „ r' Total wall length (L) 3 .4]feet . Pla�e�i 227;kips mond loadWall height (h) . feet A wall = 310.12feet Openings: Check if door . Width Height O O(1)w 6 ©0 : feet O(1)h F 67 : feet Area 40.02 feet ❑ O(2)w20'0 feet 0(2)h 35�0, t feet Area 7.00 feet 2 O 0(3)w ' ' feet 0(3)h .,35'0. feet Area 7.00 feet"2 ❑ 0(4)w ..200 =0:00 feet 0(4)h 00 - F feet Area 0.00 feet"2 ❑ O(5)vv0;. feet 0(5)h pt)U' feet Area 0.00 feet 130 6 w0 :. feet O(6)hOQO feet Area 0.00 feet"2 2 11 0(7)w o30€0 k; feet .. 0(7)h O:QO . ' feet Area 0.00 feet ❑ 0(8)w 0;:00 feet 0(8)h 000 feet Area 0.00 feet"2 13O(9)w feet 0(9)h O;O,Oa : feet Area 0.00 feet"2 ❑ O(10)w 00 feet O(10)h 000 ' ;. feet Area 0.00 feet` n&.vim.` .� ,ntgk.Yat7 I E Area 54.02 feet" Calculate Opening Area Ratio (a): a = EA,perdggs _ 0.174 A wall Calculate Wall Length Ratio (0): Calculated total length of full -height wall segments: 24.46 'feet Q = MW*lghtwalIsegnents _ 24.46 _ 0.710 , L wall 34.46 Calculate Sheathing Area Ratio (r): r _ 1 = 0.803 Calculate Shear Ratio (F): F = r _. 0.576. 3-2r' Net effective shearwall length: Length (1) _. 19.85 feet SMarwalls; v cap; Side 1; 3/8" cdx plywood wtth 8d nails at 6", 12" ox. 0.260 kips/ft Side 2; user deflned - 0.000 kips/ft V. capacity; 0.260 kips/ft v actual; 0.114... kips/ft 1 ❑ Double anchor bolts Ok! Sill nailing; © Applicable? 16d sinkers v; 0.066 kips/ft v nail; 0.154 kips /each Spacing; 16 inches o/c Anchor bolts; ❑ Applicable? 1/2" dia. FMF 2 x plate 2 x mudsill okl Lmu; 28.46 feet v bolt; 0.728 kips/bolt ' v; 0.080 kips/ft Spacing; 0 inches o/c min. 1 Connection at top plate; Length of attachment; LIN .V, ` feet Use; a3s Total V; 2.267 kips v 0.066 kips/ft Minimum spacing; 82 inches o/c Check overtuming; Single panel; MOT 20.40 ft-kips Additional tie force from above; :-�08 kips MR 71.60 ft-kips Net tie force; -0.616 kips Use; None Iw Multiple panels; Panel; Holdown; 0.00 feet None 0.00 feet None 0.00 feet None 0.00 feet None . MOT 20.40 ft-kips MR ft-kips ❑ Double anchor bolts Ok! 0.000 0.000 0.000 0.000 PP Single panel; w Trib load W MR Trib length of roof '30 021f: D 0.063 2.17 37.40 Trib length of floor ��8 011 0.000 0.00 0.00 Wall height 1,900 _ ,04z1'3� 0.117 4.03 69.46 0.18 106.86 i Single panel; Total panel length; 34.46 feet Wind loading Factored MR 0.67 x 106.86 = 71.60 ft -kips Multiple panels; Factored; Holdowns Panel length; O30t)0 . �. feet DLRM 0.000 ft -kips 0.000 None length; Panel len 0't ' �. , � feet DLRM 0.000 'ft -kips 0.000 None � Panel length; OOQO , feet DLRM 0.000 ft -kips 0.000 None • Panel length; feet DLRM 0.000 ft -kips 0.000. None Total; 0.000. ft -kips 0.000 1 0.000 0.000 0.000 0.000 s � ,,dCob G,?ob (i Perforated shearwall design; Based on empirical design method developed by Sug"ma.and further documented and tested in APA Report 157 Job name BAIL -S, II Ta: � yam, 9EN ".'�'h�.M: ' Line `Crr Framing; DIF r r, Level 3 Total wall length (L) '34 6 feet plat eral337 kips wind load Wall height (h) 150 feet Await 361.81 feef`. Openings: Check if door Width Height' ❑ 0(1)w 4:00�� feet O(1)h '`400 feet Area 16.00 feet D O 2 w 6 00 ' feet O 2 h 6 t feet Area 40.02 feet"2 O (3)w 600 ,' feet (3)h 6617 . feet Area 40.02 feet 2 ❑ ' 0(4)w 0?+UO feet 0(4)h 0 USO feet Area 0.00 feet"2 ❑ 0(5)w O;xOU feet 0(5)h f O�Q.U` feet Area 0.00 feet' - ❑ 0(6)wt)HUO „ feet 0(6)h Ot) , feet Area 0.00 feet"2 ' ❑ 0(7)w : � 0 GN feet 0(7)h 0 00 F feet Area 0.00 ..feet"2 ❑ . O(8)w UO�` feet 0(8)h UO'0 ., feet Area 0.00 feet 2 0 O 9 w 0 k feet O 9 h n OOU: feet Area 0.00 feet 2 ❑ O(10)w 0° feet 0(10)h� 0 feet Area 0.00. feet E Area 96.04 feet Calculate Opening Area Ratio (a): a = �AoPemnss = 0.265. . A wall Calculate Wall Length Ratio (p): Calculated total length of full -height wall segments: 18.46 feet p = Z rwEtvight"Isegments = 18.46 _ 0.536 L wall 34.46 Calculate Sheathing Area Ratio (r): r 1 = 0.669 Calculate Shear Ratio (F): F= r 0.402 . 3-2r Net effective shearwall length: Length (1) = 13.86 feet Shearwalls; v cap; Side 1; s/a" cd):, plywood with ad nails at 4", u"o.c. - 0.380 kips/ft Side 2; user deflned 0.000 kips/ft v capacity; 0.380 kips/ft v actual;: 0.243 kips/ft: 0 Double anchor bolts Ok! Sill nailing; Applicable? 16d sinkers �j V; 0.098 kips/ft v nail; 0.154 kips/each Spacing; 16 inches o/c ' Anchor bolts; ❑ Applicable? 1/2° dia. tyTHF 2 x plate Min. 3 x mudsill req'd or double required anchor bolts amu; 22.46 feet v bolt; 0.728 kips/bolt ' v; 0.150 kips/ft Spacing; 0 inches o/c min. Connection at top plate; Length of attachment; 3,a8 feet Use;. a3s Total V; 3.367 kips . ' v 0.098 kips/ft Minimum spacing; 55 inches o/c ' Check overturning; Single panel; MOT 35.35 ft -kips Additional be force .from above; kips p ' MR 71.00 ft -kips Net tie force; -0.158 kips Use;' None Multiple panels; ' Panel; Holdown; 0.00 feet None ' 0.00 feet None 0.00 feet None 0.00 feet None MOT 35.35 ft -kips MR ft -kips 0 Double anchor bolts Ok! Single panel; w Trib load W MR ' Trib length of roof Q21e 0.042 1.45 24.93 Trib length of floor k,(D.11 0.000 0.00 0.00 Wall height ,5U003? 0:137 4.70 81.04 0.1785 106.97 . Single panel; Total panel length; 34.46 feet Wind loading ' Factored MR 0.67 x 105.97 = 71.00 ft -kips ' Multiple panels; Factored; Holdowns Panel length; 0_,OOb feet DLRM 0.000 ft -kips 0.000 None 0.000 Panel length; " ,0 feet DLRM 0.000 ft -kips 0.000 None • 0.000 Panel length; i " s'OOd feet DLRM 0.000 ft-ldps 0.000 None 0.000 Panel length' feet DLRM 0.000 ft -kips 0.000 None 0.000 ' Total; 0.000 ft -kips 0.000. 1 R 4C? �sl �' "" N � �..-�A � `jam � ( ♦� r �i v\el3 e k A" Al f , 7Zt1 Perforate,d shearwall design; Based on empirical design method developed by Sugiyama and further documented and tested in APA Report 157 NO 95. Job name $ALItNGEi� M�,43 ' Line Framing; DF -L Level2 ?' ' Total wall length (L) 2Jt54 ,feet Plater' „ ' L48 kips vnnd load. Wall height (h)9 �zW _ feet A wau = 265.88 feet Openings: Check if door Width Height ❑ O(1)w�2�:00feet O(1)h . �. feet Area 7.00 feet ❑ 0(2)w 6: n feet . O(2)Fi6bo,.° ,. r�3,�50: feet Area 36.00 feet' ❑ 0(3)w 0 f ;, feet 0(3)h K�U 00 feet Area 0.00 feetZ ❑ 0(4)w `O�OU - feet 0(4)h h V YtOU ,feet Area 0.00 •2 feet A2 ❑' 0(5)w 0:00 feet 0(5)h X0;:00 , feet Area 0.00 - feet ' 13 0(6)w ❑ 0(7)w ,' 4 0 U` feet �A .". feet 0(6)h 0(7)h D0.0 . ; feet &SOA feet Area Area 0.00 0.00 feet feet"2 ❑ 0(8)w x.00 ° feet 0(8)h _ U DO = feet Area 0.00 feet ❑ 0(9)w OQ, • feet O(9)h` Q feet Area 0.00 feets ' ❑ O(10)w 30�.00 feet O(10)h 0,.00 feet. Area 0.00 feet` E Area 43.00. feet ' Calculate Opening Area Ratio (CE): Cc = EAWro„gs 0.162 ' A wall Calculate Wall Length Ratio (p): Calculated total length of full -height wall segments: 21.54 feet Q E I dlfiWght wan segments — 21.54 = 0.729 L wan 29.54 Calculate Sheathing Area Ratio (r): r. = 1 = 0.818 1 +(a/a) Calculate Shear Ratio (F): F= r _ 0.600 ' 3-2r Net effective shearwall length: Length (1) = 17.74 feet iShearwalls; v cap; Side 1; 3/8" cdx plywood wfth ad nails at 4", 12" o.c, v 0.380 kips/ft Side 2; user defined - v . 0.000 kips/ft' ” v capacity; 0.380 kips/ft. v actual; 0.281 kips/ft 1 Sill nailing; Applicable? 16d sinkers ' v; 0.169 kips/ft v nail; 0.154 kips/each Spacing; 11 ' inches o/c ' Anchor bolts; ❑ Applicable? 1/2° dia. MF 2 x plate Min. 3 x mudsill req'd or double required anchor bolts I-wau; 29.54 feet v bolt; 0.728 kips/bolt ' v; 0.169 kips/ft Spacing; 0 inches o/c min. ❑ Double anchor bolts Connection at top plate; Length of attachment; 30000' feet Use;- a3s Total V; 4.983 kips v 0.166 kips/ft Minimum spacing; 33 inches o/c ' Check overturning; Single panel; MDT 44.85 ft -kips Additional tie force from above; 892 ". kips MR 67.97 ft -kips Net be force; 0.096' kips Use; C 16/2-2x (1.65k) Ok! } Multiple panels; ' Panel; Holdown; 0.00 feet None 0.00 feet None ` 0.00 feet None 0.00 feet None MOT 44.85 ft -kips ' MR ft -kips 0 41 ' La it, I L Sv. G-(, Single panel; ' Trib length of roof w Trib load W MR 002 0.1155 3.41 50.40 Trib length of floor 4 0 OOOi011k 0.000 0.00 0.00 ,*E. +QUI. 0.117 3.46 51.05 Wall height 00 0 0Ir3; ' 0.2325 101.45 Single panel; Total. panel length; 29.54 feet Wind loading ' Factored MR 0.67 x 101.45 = 67.97 •ft -kips ' Multiple panels; Factored; Holdowns_ Panel length;k0't000` feet DLRM 0.000 ft -kips 0.000 None 0.000 Panel length; 0,000 � feet 0000:_ DLRM 0.000 ft -kips 0.000 None � 0.000 Panel length; 'feet DLRM 0.000 ft-ldps 0.000 None 0.000 Panel length; feet DLRM 0.000 ft -kips 0.000 None 0.000 ' Total; 0.000 ft -kips 0.000 I /47 4 s 4- -t t �-/5 A -D r�nG�A v4- (.kJ --' e,01 D + Q, i s evuj,� ►� No% vt t i CD CD 0D� i fir,^�4 C-4 N P CD CD 0D� :. IN C-4 N P I _(y 1 i Gig®�, 1 1 I I 1 i 1 I� 1 I 1 1 ' Perforated h rwall design; erfo ated s ea . g , Used on empirical design method developed by:Sugiyama and further documented and tested in APA Report157 � Job name ARA1-IRE B t Line Framing; oFL Level2 ' Total wall length (L) X000 feet Piace� 112 .. < kips Wind load :. Wall height (h) is ,9� . ;feet A _ wall 270.00 feet` ' Openings: Check if door Width Height ❑ O(1)w�" rr<'+Cr'},� a <00 feet O(1)h350 z avP3 feet Area 7.00 feet ❑ 0(2)w '5,.00 feet O(2)h. X1'0 feet Area 7.50 feet2 ❑ O(3)w n�� 400 feet O(3)h4.1 fi00 feet Area 24.00 feet2 ❑. 0(4)w OOQ� , feet 0(4)h -` 000 . feet Area 0.00 feet 2 ❑ 0(5)w QUI°OfrO • feet O(5)h fp 0 O;U� : feet Area 0.00 feet 2 ' ❑ 0(6)w • � q 0,�� , feet O(q)h 0 0.0 feet Area 0.00 0.00 "2 feet fee ❑ O(7)w 00 , feet O(7)h feet Area ❑ 0(8)w Oe`00.' feet O(8)h C) feet Area 0.00 fee ❑ O(9)w U,.O feet 0(9)h 0¢00 feet Area 0.00 feet feef ` ❑ O(10)w 000' feet O(10)h . 0,00 feet Area 0.00 E Area 38.50 feet ' Calculate Opening Area Ratio (a); a _ EA,peroms - 0.143 , A wall ' Calculate Wall Length Ratio (0): Calculated total length of full-height wall segments: 19.00 . feet P _ E Wxighi wall seg m s = 19.00 = 0.633 L walk 30.00 Calculate Sheathing Area Ratio (r): r =. 1 0.816 Calculate Shear Ratio (F): F = r = 0:597 1 3`2r Net effective shearwall length:. Length (1) = 17.91 feet ' Shearwalls; :v cap; Side 1; a 3/8 cdx plywood with ad nails at 6% 12" O.C. 0.260- kips/ft Side 2; user deened 0.000 v capacity; . 0.260, kips/ft - kips/ft v actual; 0.063 kips/ft 1 Sill nailing; applicable? 16d sinkers , ' v; 0.037 kips/ft v nail; 0.154 kips/each Spacing; 16 inches o/c ' Anchor bolts; ❑ applicable? 1/2° dia. PTHF 2 x plate 2 x mudsill okl LH.au; 30.00 feet v bolt; 0.728 kips/bolt ' v; 0.037 kips/ft Spacing; 0 inches o/c mina Connection at top plate; ' Length of attachment; � ,30Ud0 , feet Use; aas Total V; 1.123 kips ' v 0.037 kips/ft Minimum spacing; 144 inches o/c Check overturning; ` Single panel; MOT 10.11 ft -kips Additional be force from above; ;, )- k: kips MR 104.92 ft -kips Net tie force; -2.322 kips Use; None • ' Multiple panels; Panel; Holdown; ' 0.00 feet None 0.00 feet None 0.00 feet None ' 0.00 feet None MOT 10.11 ft -kips ' . MR ft -kips ❑ Double anchor bolts Ok! �,4 Single panel; w Trib load . W MR ! Trib length of roof, Trib length of floor 11 E027y 010.000 0.231 6.93 0.00 103.95 0.00 3.51 52:65 Wall height 900 ;QOt++._ 0.117 ' 0.348 166.60 Single panel; Total panel length; 30.00 feet Wind loading Factored MR 0.67 x 156.60 - 104.92 .ft -kips ' Multiple panels; Factored; Holdowns Panel length; Q.000 feet DLRM 0.000 ft -kips 0.000 None n 0.000 ! Panel length; ==feet DLRM 0.000 ft -kips 0.000 None - 0.000 Panel length; 0. '+ feet DLRM 0.000 ft -kips 0.000 None 7E 0.000 Panel length; 0000 • feet DLRM 0.000 ft -kips 0.000- None 0.000 Total; 0.000 ft -kips 0.000 i %oayz. kA.. by 1t- A-Z,2T-co vl a P4 V", QO2 :7 Ob ------ ---- Perforated shearwall design; Based on empirical design method developed by Sugiyama and further documented and tested in APA Report 157 Job name ; SALLENGER kips/ft 0.000 kips/ft 0.260 kips/ft 0.165 Line B Framing; DFL • Level 2 Total wall length (L) 62.71 feet Piatuai 6.59 kips wind load • Wall height (h) 9.00 ;feet A wall = 564.37 feet^` Openings: Check if door Width Height ❑ O(1)w 2.00 feet 0(1)h 3.50 feet Area 7.00 feet ❑ 0(2)w 1.50 ;feet 0(2)h 6.00 ;feet Area 9.00 feet"' 0(3)w 3.00 1feet 0(3)h 1 6.67 Meet Area 20.01 feet"' ❑ 0(4)w 1.50 feet 0(4)h 6.00 ifeet Area 9.00 feet' ❑ 0(5)w 5.00 �� feet O(5)h 3.50 ! feet Area 17.50 feet"' 121 0(6)w 2.67 feet 0(6)h 6.67 feet Area 17.81 feet' ❑ 0(7)w 0.00 feet 0(7)h ; 0.00 Meet Area 0.00 feet"' ❑ 0(8)w 0.00 `feet O(8)h 0.00 Meet Area 0.00 feet"' 11 0(9)w 0.00 feet 0(9)h 0.00 feet Area 0.00 feet"' ❑ O(10)w 0.00 feet O(10)h 0.00 %feet Area 0.00 feet` E Area 80,32 feet Calculate Opening Area Ratio (a): a = "_ `.I ings = 0.142 A wall Calculate Wall Length Ratio ((i): Calculated total length of full -height wall segments: a = E b&KMht WMA <, = 47.04 = 0.750 62.71 L waft Calculate Sheathing Area Ratio (r): r= 1 Calculate Shear Ratio (F): 1 F = r = 0.637 3-2r Net effective shearwall length: Length (1) = 39.96 feet iSMarwalls; Side 1; 3/8" cdx plywood with 8d nails at 6", 12" o.c. Side 2; User defined v capacity; v actual; = 0.841 v cap; 0.260 kips/ft 0.000 kips/ft 0.260 kips/ft 0.165 kips/ft 47.04 feet 6�1 ❑ Double anchor bolts Ok! 6b ' Lt ►� .r � gm .& Sill nailing; (] Applicable? 16d sinkers V; 0.105 kips/ft v nail; 0.154 kips/each Spacing; 16' inches o/c Anchor bolts; (] Applicable? 1/2" dia. PTHF 2 x plate 2 x mudsill ok! LWall; 57.04 feet v bon; 0.728 kips/bolt V; 0.115 kips/ft Spacing; 72 inches o/c min. Connection at top plate; Length of attachment; feet Use; a3s Total V; 6.587 kips ' v 0.097 kips/ft Minimum spacing; 56 inches o/c ' Check overturning; Single panel; MOT 59.28 ft -kips Additional tie force from above;0892. `� kips MR 237.12 ft -kips ' Net be force; -1.967 kips Use; None Multile panels; P ' Panel; Holdown; 0.00 feet None 0.00 feet None 0.00 feet None 0.00 feet None MOT 5928 ft -kips MR ft -kips r ❑ Double anchor bolts Ok! 6b Single panel; w Trib load W MR ' Trib length of roof 0, y00" w0}'021` 0.063 3.95 123.87 k s nwr rz. Trib length of floor 00 O 0.000 0.00 0.00 S1 Y Wall height U ~ `3000;3 0.117 7.34 230.04 0.18 353.91 Single panel; Total panel length; 62.71 feet ' Wind loading Factored MR 0.67 x 353.91 237.12 ft -kips Multiple panels; Factored; Holdowns Panel length; "(0a), €f0�0t0,.�`' feet DLRM 0.000 ft -kips 0.000 None 0.000 Panel length; " feet DLRM 0.000 ft -kips 0.000 None 0.000 NPanel length; imO " feet DLRM 0.000 ft -kips 0.000 None 0.000 Panel length; 0 feet DLRM 0.000 ft -kips .0.000 None 0.000 ' Total; 0.000 ft -kips 0.000 I lo 1 i 7 g w � loos 14 rM t I t } i . I i Lu 6-0 KA oe i/2" cdx plywood with lOd nails at 3", 12" o.c. User defloed � Perforated shearwall design;, � Based on empirical design method developed by Sugiyama and further documented and tested in APA Report 157 Job name WHO E Y. Lines Framing; oFt Level ' Total wall length (L) �� 2950 feet Wall height (h) `9�0��,: feet P�at�826 _ kips . wha load • A wall = 265.50 feet` Openings: Check if door Width . Height ❑ 0(1)w y 6003` feet ' 0(1)h{4� OU feet : Area 24.00 feet. ❑ 0(2)w 6r0 feet 0(2)h �4bQ feet Area 24.00 feet' ❑` 0(3)w E F if11' a = 0 ;00 feet 0(3)h U. 0 , feet Area 0.00 feet' ' ❑ 0(4)w OaO feet O(4)h QU0_` feet Area 0.00 feet"' ❑ 6(5)w000 ; .. feet 0(5)h U© feet Area 0.00 feet"' ' ❑ 0(6)w Q.UU feet 0(6)h ©3U0 feet Area 0.00 -feet' feet2 ❑ 0(7)w . U;: 0. feet 0(7)h �s ©,.0©:. feet Area 0.00 ❑ 0(8)w O,OOµ feet 0(8)h O.UO ' feet Area 0.00 feet' ❑ 0(9)w fU:00 feet 0(9)h q�U.OU feet k Area 0.00 feet"' ❑ O(10)w ,3 000 ;, feet O(10)h Oa;U,Q ;: feet Area 0.00 feet` E Area 48.00 • feet72 ' Calculate Opening Area Ratio (a): a=bparrings = 0.181, A wall ' Calculate Wall Length Ratio (p):. Calculated total length of full -height wall segments: 17:50 feet a = E fLeusntwall seTwts 0.593. L walk 29.50 ' Calculate Sheathing Area Ratio (r): r Calculate Shear Ratio (F): F= r = 0.522 ' 3-2r Net effective shearwall length: Length (1) _ 15.41 feet ' Shearwalls; :v_cap; Side 1; 0.600 kips/ft ' Side 2, 0.000 v capacity; 0.600 kips/ft kips/ft ' v actual; 0.536 kips/ft i/2" cdx plywood with lOd nails at 3", 12" o.c. User defloed � Sill nailing; ❑ Applicable? 16d sinkers ' v; 0.280 kips/ft v nail; 0.154 kips/each Spacing; 0 inches o/c Anchor bolts; 10 Applicable? 5/8" dl,. FTHF 2 x plate Min. 3 x mudsill req'd or double required anchor bolts 1 Lwau; 29.50 feet v; 0.280 kips/ft v bolt; 1.058 Spacing; 23 kips/bolt inches o/c min. O Double anchor bolts ' Connection at top plate; Length of attachment; - '20.5'00,. feet Use; a3s Total V; 8.262 kips ' v 0.280 kips/ft Minimum spacing; 19 inches o/c ' Check overturning; Single panel; MOT 74.36 ft-kips Additional be force from above; : ;892„ , kips MR 37.90 ft-kips Net be force; 2.149 kips Use; FITT16/2-2x (3.48k) Ok! ' Multiple panels; Panel; Holdown; ' 0.00 feet None 0.00 feet None ' 0.00 feet None 0.00 feet None MOT 74.36 ft-kips ' MR ft-kips 1 1 . Single panel; ' Trib length of roof w Trib load W MR m000 ,may Oi01"4 1111` 0 0.00 0.00 Trib length floor n �� �O Oth3 66@ 0.013 0.38 5.66 of � � Wall height 00���b Otr3; 0.117 3.45 50.91 0.13 66.67 Single panel; Total panel length; 29.50 feet Wind loading ' Factored MR 0.67 x 56.57 - 37.90 ft -kips ' Multiple panels; Factored; . Holdowns Panel length; feet DLRM 0.000 ft -kips 0.000 None ' Panel length; feet DLRM 0.000 ft -kips 0.000 None Panel length; feet Ofeet DLRM 0.000 ft-Idps 0.000 NonePanel length; DLRM 0.000 ft -kips. 0.000 None ' Total; 0.000 ft -kips 0.000 - 1 1 , 1 0.000 0.000 0.000 0.000 �tA,U UPI. 4.1 Fto OL Ut co ,(.. . -z I i I- ll NtO IA A—Pp A -T— 4c") T7 -2,U (15 1 77-3 2 0 3/9" cdx plywood with 8d Halls at 6", 12" o.c. T User defined � Perforated shearwall. design; ' Based on empirical design method developed by Sugiyama and further documented and tested in APA Report 157 Job name B '` -NCS �� ;fit , w � IS3f7 {'"o]iY.+:: :Fi6'(✓iu .b.Sa!l1111 5i '1 LinePal"Mill, Framing; lDr Level ' Total wall length (L) 29{z3 s feet Plat ' 25,1,, kips wind load. Wall height (h) • 900 feet A Wan: = 263.97 'feet Openings: Check if .'door Width Height ❑ O(1)w 20 feet O(1)h35 feet Area 7.00 feet ❑ O 2 w 600 feet O 2 h d00 feet Area 24.00 feet"2 ❑ 0(3)w ` 0.:00 feet r 0(3)h U00 ; , feet Area 0.00 feet"2 ' ❑ 0(4)w Oy0 : feet O0(4')hh X00 feet Area 0.00 feet s - ' ❑ O(5)w,O A0 , , feet 0(5)h 0; © feet Area 0.00 feet"2 ❑ 0(6)w ❑ uE•'. q 0.00 .,. feet 0.0 0(6)h to ' O 0� feet Area 0.00 - feet12 O(7)w is feet 0(7)h `'kS '0 feet Area. .000 feet"2 ❑ O(8)vi 33 00 feet 0(8)h 0�, feet Area 0.00 feet"2 ❑ 0(9)w OsOU , feet 0(9)h O.OU feet Area 0.00 feet' ' ❑ ' O(10)w..`°0. feet O(10)h 0.0,0 feet Area 0.00 feetf' E Area 31.00 fleet'. ' Calculate Opening Area Ratio ((x): a .. _ E "opedngs L = 0.117' ' A wadi Calculate Wall. Length Ratio (ft Calculated total length of full -height wall segments: 21.33- feet p = E hdkceight Wall segments = 21.33. = 0.727 L walk 29.33 Calculate Sheathing Area Ratio (r): , r'= 1 _. 0.861' . 1+(a/(3) Calculate Shear Ratio (F): F = r _ '0.674 3-2r Net effective shearwall length: Length (1) = 19.76 feet Shearwalls; v cap_ Side 1; 0.260 kips/ft Side 2; 0.000 kips/ft ,. v capacity; ` 0.260 kips/ft v actual; 0.127 kips/ft 3/9" cdx plywood with 8d Halls at 6", 12" o.c. T User defined � Sill nailing; ❑ Applicable? 16d sinkers V; 0.085 kips/ft v nail; 0.154 kips/each Spacing; 0 inches o/c Anchor bolts; Applicable? • 1/2" dla. PTDF 2 x plate 2 x mudsill okl Lwaii; 29.33 feet v bolt; 0.814 kipsibolt V; 0.085 kips/ft Spacing; 72 inches o/c min. ❑ Double anchor bolts Connection at top plate; Length of attachment; 2;93:30:: feet Use; �5 • Total V; 2.506 kips v 0.085 kips/ft . Minimum spacing; 63 inches o/c Check overturning; Single panel; MOT 22.55 ft -kips Additional be force from above; -"0, 892` kips MR 37.46 ft -kips Nettie force; 0.375 kips Use; LTr2OB/2-2x (1.75k) � Ok! Multiple panels; ' Panel; Holdown; 0.00 feet None 0.00 feet None 0.00 feet None 0.00 feet None MOT. 22.55 ft -kips ' MR ft -kips 1 0.000 0.000 0.000 0.000 toq Single panel; w Tdb load W MR Trib length of roofCcs Trib length of floor -0 00 ,' @(D, 1* ��1 C00 r 3 0 0.013 0.00 0.36 0.00 5.59 Wall height f0 9 OOx ,; ;0 01A3* 0.117 3.43 50.32 0.13 66.92 Single panel; Total panel length; 29.33 feet Wind loading ' Factored MR 0.67 x 55.92 _ 37.46 ft -kips Multiple panels; Factored; Holdowns Panel length; 0000 feet DLRM 0.000 ft -kips 0.000 None —n I _� Panel length; O LL feet DLRM 0.000 ft -kips 0.000 None Panel length; OmQ T. feet DLRM 0.000 ft -kips 0.000 None Panel length;OOQJ, feet DLRM 0.000 ft -kips 0.000 None ' Total; 0.000 ft -kips 0.000 1 1 r 0.000 0.000 0.000 0.000 toq rwo(L in .. ........... -71 Av-5S; 6,,r Ps A-f- CA�- �am') 2.) 5` C J tb � ( j a1"C J 2,0 1 1 . 1 1 1 �1 i i t i - i r r 9& evZ'�% 2 �' r i r co,vi+deVev-eo� W O - 0t p O3o ICcf �,QSt�'!1 vJAll 'To✓ I�DtCviTIA l (Afe"�/'°� S U/ojODy f" ���� r vJ oA -f-"2 vhe A -�(o�� ofJc a ;,-CA e OL CaSQ- 1 73GS� �eSJvQ vi e'd a9aiv�Jf" s(ic .tvL 3012 �, 0.5 t 3o.2, (, Or + ��z (. o(o 4(1/24Z) WOU +2o(.or�> '74, CUR ).' CSQV-aSe . PQ,,,�v„e+emslad a� CZ?-�,— +2,) .037 4 ro .orb). C.Gl � C.�,eck L"+S '{,o1 / &10 ► 1 1,, o r i o'S / A) f I 1.. 1- C,as e II 11 vi0 Sal✓ aT �af2 ie�c�eviS(Dn cg-e I WAIS sjrc,�a✓5e - Z,O wa11 OkK c rswW nv,u� t- ,! U, u� M 000 NINN N CV N 1 r .. r �r r .. . r 1 ' # 22= Description;Basement retamin wall- Case 1 Job; 05 0 �- General data; Wall construction; Mason" Configuration; Cantilevered Lateral load type, Soil pressure . Backfill slope; [No slope. Allowable design stresses; Soil; " Class of materials (CBC); user defined �. User defined;:;. Allowable bearing pressure; 1.500 ksf 1 50Q ksf Allowablepassive; 0.250 ksf/ft depth. 0250 ksf. Lateral sliding coefficient;. . 0.350 0 350 Soil weight; kcf ®`1 001 Increase allowed for seismic/wind; . 1..33® Applied? No Concrete; Masonry;. fc 2'.50,0 ksi f m 1.50`® ksi FY 60 ksi FY bo ksi FS 24.00 ksi . Es 2900000'0- : psi,. � Es , 290®0®0® . psi m 28.235 E' 1125000 . Flexural n. 25.78 Shear , Unit we got 0,1s3;5, kcf Unit weight 0° 15® kcf " �Ve 1®0® Wall data Cantilevered wall may use varying. thickness segments Segment; (ft) (ft) Segment wd, Actual t (in) : Actual d(in) Max. d(in) 1 0.000 to E m4;®0 0.523 ii.6z5 9.250 9.250 2 4.000 to 3,10.50 4 0.850 11.625 9.250 9.250 3. 0.000 to 0:00 ' 0.000 0.000 0.000 Segment; b*d2 M(ft-kips) 1 363.00 6.623 ( 2 192.00 1.693 3 0.00 0.000. Input user defined wall thickness; 0.00 inches Override wall height for lateral sliding; 00 r-' feet ❑ override? 1 ' Loading WpL Axial; 0,®00 kips/ft WLL Axial; 2 3:30 kips/ft Equivalentfluid pressure (EFP); Ot®'30 kcf. . Sloping backfill, urcharge; 0.000 kcf Design EFP; 0.030 kcf: _ Surcharge; Distance " . Surcharge ' P(kips) Description to wall(ft) height(ft) 2"0,®0 Vehicle 3 00'0 0 505 , feet Input surcharge height; �, t0 0,0®,- feet Summary of lateral loads acting on wall (Cantilevered wall); t W lateral ataop of wall;. -0.0157 k/ft " w latera, at bottom of wall; 0.3302 k/ft w lateral at bottom of footing; " 0.3702 k/ft" -'Additional' concentrated load at top of wall; IWO®0 k/ft. Load type; N/A ` Min. EFP for cantilevered walls designed for restraint; Ov05:5 .: kcf , w lateral. at top of wall; (Restrained wall); '0.028 " k/ft ' w lateral at bottom of wall; (Restrained wall); "" , 0.605 k/ft Uniform lateral load; 0.00©0:F ksf Seismic/wind Masonry stem design ' Special inspection?. res 1 Segment; (ft) (ft) r h'Ir Segment wdi .Actual t Actual d Max. d 1 0.000 to .:. : 4.000 3.36 28.61. 0.523 11:625 19250 9.250. 2 4.000 to 10.500 3.36 75.09 - 0.850 ' -1.1.625 9:250 9.313 3 ~ 0.000 to 0.000 0.00 0.00 , 0.000 0.000 0:000 0.000 . Segment; F. Equation ' Fn Msemce ` K column 0.359 UBC (7-11) 0.500• 6.623 ; .2 2. 0.267 UBC (7,11) 0.500 1.693. 2 r 3 '. 0.000 UBC (7-11) .0.500 0.000 2 Segment ;1 reinforcing; ' As As min. ` Vertical reinforcing; #6 bars • at 8, inches,o/c 0.660 0.098 Horizontal reinforcing;ns Wars at 24 inches o/c ' 0.155 0.098 : Combined 0.815 0.279 Axial load at critical section; 3.703 kips/ft % 0.027 -ksi ` Service moment (M); 6.623 ft -kips ; fb, 0.428 ksi < 2M I j * k' d2 > fs 15.145 ksi. .. <.M/Ag*j*d> ' Check unity; ' 0.027 + 0.428 .. 0.929 Oki . 0.359 0.500 Check shear. at bas e. wall:: ; V kips/ft f, 1:813 0:019 ksi <VI(j*d*b)> F. 0.039 ksi allowable .: < Pm o.5 > Check. dowel embedment into footing;. Dowel size: #6 bars - ldh 18.000 inches <R02*We'2,*fy)�(`pc1s)*db> <ACI 12.5.1> Reduction factors: 0.700 <ACI 12.5.3a > . 0:429 < ACI 12.5.3d >. . Ian : 5.407 inches Oki When wall is designed as restrained - check moment at base of wall during backfill operations, or provide shoringuntil' . floor slab is in place. Segment 2 reinforcing; ' Vertical reinforcing; #spars- • at 24 inches o/c As 'As min. ' 0.155 0.098 Horizontal reinforcing; #s tiers - at 24 inches o/c 0.155 ,• 0.098 Axial load at critical section; 3.180 Combined kipslft ,: fa -0.310 0.023 '0.279. ksi Service moment (M); 1.693 - ft -kips fb 0.183 ksi ` fs 15.374 ksi Check unity; 0.023 + '0.183 _ 0.451• Oki 0.267 0.500 -Segment 3'reinforcing; :AS As min, Vertical reinforcing; None ` at 0 inches o/c -0.000 ' Horizontal reinforcing; None at _ 0 . inches o/c .0.000, 0.000 0.000 1 Combined 0.000, 0.000 Axial load at critical section; 2.330 kips/ft % 0.000 ksi Service moment (M); 0.000 ft -kips fb 0.000 ksi % 0.000 ksi Check unity; 0.000 + 0.000 = 0.000 Ok! 0.000 0.500 k i 1 a 1 1 1 1 ` o Check cantilevered walls to resist lateral forces when inadvertantly supported at top; ❑O Applicable ? ' M max. 4.459 ft-kips M max occurs at; 5.985 feet Segment 2 Vertical reinforcing; #6 bars at 16_ ..4 inches o/c A8 0.330 in d 9.250 inches Axial load at critical section; 3.180 kips/ft fa 0.023 ksi fb 0.362 ksi fs 19.638 ksi Check unity; 0.023 0.362 ` - 0.810 Ck! 0.267 0.500 Footing design; Toe length; - 30:©0 inches Safety factor; 3.050 Heel length; 2.365 feet Soil pressure; 1.391 ksf Total footing length (L);70 00; inches Allowable; ksf Footing depth; 1600.' inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? No 0 Design overturning moment (OTM); 6.623 ft-kips/ft ' ' Ignore footing weight when calculating soil pressure? Yes Check stability and soil pressure; w Arm DLRM WDL 0.000 kips 2.984 feet 0.000 ft -kips WLL 2.330 kips 2.984 feet 6.954 ft -kips Segment 1 0.523 kips 2.984 feet 1.561 ft -kips Segment 2 0.850 kips 2.984 . feet 2.537 ft -kips s Segment 3 10.000 kips 2.984 feet 0.000 ft -kips Soil 2:731 kips 4.651 feet 12.702 ft -kips Keyway 0.000 kips 5.333 feet 0.000 ft -kips Footing 1.167 kips 2.917 feet 3.403 ft -kips WDL 5.271 kips MDL min. 20.203 ft -kips ' WDL +WLL 7.601 kips MDL+MLL 27.157 ft -kips Check safety factor against overturning; MDL min./O.TM 1.050 > 1.5 Ok! Eccentricity (e); 0.215 feet [A/2-( M-OTM/ W] ' U6; 0.972 feet 8.104 feet [3*U2-e] 'Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.391 ksf 1.500 ksf [ Wtl/A +6*Wtl*e/A^2 ] Minimum soil pressure; 0.815 ksf 1.500 ksf j ' Footing reinforcement; Heel design; Vertical reinforcing s acin ; 8 inches o/c Heel length; 2.365 feet Reinforcing 1 #5 bars at32 � 4 inches o/c d; INN inches Load factor A, 0.116 in`/ft Me 5.489 ft -kips ' �Me 6.206 ft -kips Vu Heel 5.447, kips/ft �Ve 12.240 ' kips/ft (Concrete strength only) ' Toe design; Toe length; 2.500 feet Reinforcing; #6 bars at 8 inches o/c ' Max. soil pressure; =1 X10 '0 �• "° inches 1.391 ksf AS 0.660 in` /ft . At face of wall; 0.962 ksf Load factor MU 6.632 ft -kips; 17 �Me 33.334 ft -kips Vu Toe 5.002 kips/ft �Ve 12.240 kips/ft (Concrete strength only) i, Longitudinal footing reinforcement; AS required = Area * .002 As min. 2.240 in` 8�,i� #5 bars . As 2.480 in` S . 1 Lateral sliding; Rtopofwall 0.000 kips/ft Min. AS 0.000 in Rbaseofwall 1.813 kips/ft None at j,8,Fj� inches o/c N/a Calculate WpL' friction coefficient; Lateral sliding resistance; 1.845 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 2.635 max (0.5'Wdl) Allowable lateral passive pressure 0.250 ksf/ft depth ~' Consider footing for passive resistance? Lateral passive pressure provided; 0.222 kipstft [Footing only] Net resistance provided by footing only; 2.067 kips/ft [Footing only] Concrete slab at base of wall ? No • Slab thickness; 4000 , inches Width of slab; 12.000 , . feet Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance; 2.067 kips/ft Factor of safety; 0.000 — Shear key not required by inspection Shear key must provide additional; 0.000 kips lateral resistance Shear key provides; 0.000 kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 8.214 feet [Maximum 15'] Allowable passive pressure; 2.054 ksf [at bottom of footing] Allowable passive pressure; 2.054 ksf [at bottom of key] Shear key depth; x000 ," inches Shear key thickness; a 12 0, inches d 00 inches Load factor Mo 0.000 ft -kips 17, Reinforcing in key; #5 bars at 32 inches o/c As 0.116 int/ft Me. 3.07 ft -kips` a, scri tion;" Gara a retainin wall, Case 2 Oft retained Job;05 ®22 DeN f ' General data; Wall construction; Masonry Configuration; Cantilevered Lateral load type; Soii•pmssure ..: _ . Backfill slope; No slope7' . Allowable design stresses; '. Soil, .. Class of materials (CBC); .. user defined IT User defined; ' Allowable bearing,pressure 1.500 ksf 1 500. ksf Allowable.passive; 0.250 ksf/ft depth 0250 ksf Lateral sliding coefficient; 0.350 1 Soil weight; �" MIMI!kcfIncrease rvo allowedfor seismiclwind; Applied? Concrete; Masonry; fc -,2:50®° ksi" Pm, 150.® .,, ksi Fy :...60 ksi . Fy 60 .ksi . FS 24.00 ksi, ES 290®0.00,0 _ psi ES 2900000® psi m .. 28.235. Em 1125000 Flexural n 25:78. Shear Unit:weighY 0135 kcf Unit weight 0':150 kcf ' . We 1.0®0 Wall data Cantileveredwall may use varying thickness segments Segment; (ft) (ft) Segment wdi - Actual t (in) Actual d(in) Max. d(in) 1 0.000 4o A .200.": 0.262' ir.6z5 5.813 9.250 ' 2 2.000 to 4.00 0.262 5.813 9.250 3 0.000 to 0.00 0.000 0" ® .0.000 0.000 bdZ Se M ft-ki Segment; * 9 s P) 1' 363.00 0.441 2 192.00 .0.070 3 0.00 0.000 ' Input user defined wall thickness; ®0®. inches Override wall height for lateral sliding;- feet ❑override? A • Loading WDL Axial;. 0.®g® kips/ft WLL Axial; 6€661 kips/ft Equivalent fluid pressure (EFP); 0.®3.0 kcf Sloping backfill surcharge; 0.000 kcf ' Design EFP; '0.030 kcf ' Surcharge; Distance Surcharge P(kips) ' Description, to wall(ft) height(ft) 2000 Vehicle 3000,' ;, 0.505 �, feet Input surcharge height; feet Summary of lateral loads acting on wall (Cantilevered wall); W 16te,j at top of wall; 0.0152 klft w iace,i at bottom of wall; 0.1352 k/ft w �aterai at bottom of footing; 0.1652 k/ft " r Additional concentrated load at top of wall;, 0 000 °` k/ff Load'type; N/A Min. EFP for cantilevered walls designed for restraint; 0,A®5 kcf w lateral at top of wall; (Restrained wall); . °0.028 klff- ' w lateral at bottom of wall; (Restrained. wall); 0.248 */ft. Uniform lateral load; 0:0000, ksf : Seismic/wind • 1 Masonry stem design Special inspection? No • ' Segment; (ft) (ft) r h'/r - " Segment wd, Actual t Actual d Max. d 1 0.000 to 2.000 3.36 14.30 0.262 11.625 51813 9.313 " 2 2.000 to 4.000 - 136 28.61 0.262 11.625 581:3 9.313 r 3 0.000 to 0.000 0.00. 0.00: F' 0.000 0.000 0;000 0:000 • Segment; Fs Equation Fb M6WACO K column 1 0.371 UBC (7-11) 0.250. 0.441 2 _2 0.359 UBC (7-11) 0.250 ' 0.070 2 ' 3 0.000 UBC (7-11) -0.250 0.000 2 , Segment 1 reinforcing; As As min. Vertical reinforcing; ns tars • at 24 inches olc 0.155 0.098 s' Horizontal reinforcing; ns bars at ,: 24 inches'o/c 0.155' _ 0.098. Combined 0.310 0.279 Axial load at critical section; 1.184 kips/ft fa - 0.008 ksi Service moment (M);. 0.441 ft -kips fb .- ' 0.101 ksi <2M I j * k * dZ > fs 6.496 ksi <MIAs*j*d> ' ' Check unity; 0.008 + 0.101 = 0.427 ., Ok! 0.371 0:250 Check shear of base of wall: V 0.301 kipslft f� 0.005 ksi " <V/(j*d*b)> F� 0.039 :ks! allowable < fm 0.5 ; ' Check dowel embedment into footing; Dowel size:., #5 bars Idh 15.000 inches < (0.02 *eye * 1` * f, }/ (f.°•5) * db >. < ACI 12.5.1 > Reduction factors: 0.700 < ACI 12.5.3a > Idh 0.184 1.933 < ACI 12.5.3d > inches _. Ok! When wall.is designed as restrained - check moment atbase of wall during backfill operations, or provide shoring until " floor slab is in place: . Segment 2 reinforcing; • As As min. " Vertical reinforcing; ns tars , • at24 inches O/c 0.155 0.098 Horizontal reinforcing; us bars • at 24 inches o/c 0.155` 0.098" Combined 0:310 0.279 Axial load at critical section; 0:923 kips/ft fa 0.007 ksi Service moment (M); 0.070 ft -kips fb 0.016 ksi fs 1:035 ksi. Check unity; 0.007 + - 0.016 = .6.08 3 0k! " ' 0.359 0.250 Segment 3 reinforcing; ' As . As In. Vertical reinforcing; None • at :0 inches o/c 0.000 0.000 , Horizontal reinforcing; None at 0" inches o/c 0.000...: 0.000 ' ' Combined 0.000 0.000 Axial load at critical section; 0.661 kipstft % 0.000 ksi Service moment (M); 0.000 ft -kips fb 0.000 ksi fs 0.000 ksi Check unity; 0.000 + 0.000 0.000 Ok! 0.000 0.250 • 1 1 r I 1 Check cantilevered walls to resist lateral forces when inadvertantly supported at too: Applicable ? M max. 0.280 ft-kips M max occurs at; 2.240 feet Segment 2 Vertical reinforcing; u5 bars at x24` inches o/c A. 0.155 int ' d b:8'1�3.- inches Axial load at critical section; 0.923 kips/ft fa 0.007 ksi fb. 0.064 ksi fs 4.126 ksi Check unity; 0.007 0.064 0.275 Ok! 0.359 0.250 1 1 I Footing design; Toe length; , _6�U inches Safety factor; 2.766 Heel length; 0.531 feet Soil pressure; 1.141 ksf Total footing length (L); 24,00%2 £ inches Allowable; ksf Footing depth; 1r2 00 inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? No Design overturning moment (OTM); 0.441 ft-kips/ft Ignore footing weight when calculating soil pressure? ves • • Check stability and soil pressure; w Arm DLRM WDL 0.000 kips 0.984 feet 0.000 ft -kips WLL 0.661 kips 0.984 feet 0.651 ft -kips Segment 1 0.262 kips 0.984 feet 0.257 ft -kips Segment 2 0.262 kips 0.984 feet 0.257 ft -kips Segment 3 0.000 kips 0.984 feet 0.000 ft -kips Soil 0.234 kips 1.734 feet 0.405 ft -kips Keyway 0.000 kips 1.500 feet 0.000 ft -kips Footing 0.300 kips 1.000 feet 0.300 ft -kips WDL 1.057 kips MDL min. 1.220 ft -kips WDL + WLL 1.718 kips MDL+MLL 1.871 ft -kips Check safety factor against overturning; MDL min./OTM 2.766 > 1.5 Ok! Eccentricity (e); 0.168 feet [A/2-( M-OTM/ W] 1-16; 0.333 feet 2.497 feet [3*U2-e] Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.141 ksf 1.500 ksf [ Wtl/A +6*Wtl*e/A^2 ] Minimum soil pressure; 0.277 ksf 1.500 ksf 10 Footing reinforcement; ' Heel design; Heel length; 0.531 feet. Vertical reinforcin sacro ; Reinforcing #S bars at48 24 t,`,-• inches o/c inches o/c d;, ff8R00 inches Load factor AS 0.078 i0ft Mu On 0.106 2.758 ftkips ft -kips F1" Vu Heed 0.533 kips/ft On 8.160 kips/ft (Concrete strength only) ' Toe.design; Toe length; 0.500 „ feet Reinforcing; #5 bars at 24 inches o/c d; >&.Ou inches AS 0.155 int/ft ' Max. soil pressure; 1.141 ksf At face of wall; 0.913 ksf Load factor Mu 0.226 ft -kips "17 ' On 5.453 ft -kips Vu Toe 0.873 kips/ft On 8.160 kips/ft (Concrete strength only) 1 Longitudinal footing reinforcement; AS required = Area *.002 As min. 0.576 z in � . 2 #s bars • Ab 0.620 in q� Lateral sliding; ' "top of wall 0.000 kips/ftMin. AS 0.000 In 41 R 0.301 baseofwall kips/ft None at .;jT ,18,:;'. inches o/c N/a Calculate Wog' friction coefficient; Lateral sliding resistance; 0.370 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 0.528 max (0.5'Wdl) Allowable lateral passive pressure 0.250 ksf/ft depth ' Consider footing for passive resistance? ves Lateral passive pressure provided; 0.125 kips/ft [Footing only] Net resistance provided by footing only; 0.495 kips/ft [Footing only] Concrete slab at base of wall ? No • ' Slab thickness; inches b,a Width of slab; 1 2000 feet ❑Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft ' Total resistance; 0.495 kips/ft Factor of safety; 1.646 Ok! Shear key must provide additional; -0.044 kips lateral resistance Shear key provides; 0.000 kips lateral resistance ' Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 4.804 feet [Maximum 15'] ' Allowable passive pressure; 1.201 ksf [at bottom of footing] Allowable passive pressure; 1.201 ksf [at bottom of key] Shear key depth; i M"inches inches Shear key thickness; inches inches d Load factor Mo 0.000 ft -kips 17 Reinforcing in key; #5 bars at 48 inches o/c As 0.078 in` /ft ' Me 2.06 ft -kips ' Job; 05&®2�2`.: Description; Kamm wall .'Case 2 - 6ftretained General data; Wall construction; Masonry Configuration; Cantilevered Lateral load type;Soil pressure Backfill slope; No slope 'Allowable design stresses; ' Soil; Class of materials (CBC); User defined User defined ' Allowable bearing pressure;, Allowable passive; 1:500 ksf 0.250 ksf/ft depth 1500 ksf. ksf Lateral slid ing.coefficient; 0.350 Soil weight; Increase allowed for seismic/wind; ®.110, kc f 1.330 Applied? rvo Concrete; Masonry, . fc.: 2 5®® ksifm 11500x= ksl Fy 160. jvjkSi Fy bo • ksl FS 24.00. ksi ES 29000006 0 psi ES 29®00®0® psi ...• m 28.235 Flexural E 1125000 :. n25.78 n � Ot850 . Shear , Unit weight 0�1, 36�� , kcf Unit weight ,0® kcf 1.®00 1 i 1 Wall data Cantilevered wall may use varying thickness segments Segment; (ft) (ft) Segment wd, Actual t (in) Actual d(in) Max. d(in) 1 0.000 to2r00� 0.262 ii.ers 9.250 9.250 ' 2 2.000 to 6 001, 0.523 ii.6zs 5.813 9.250 3 0.000 to „ .-.0.00 .�- ' 0.000 0 0.000 0.000 Segment; b*dzM(ft-kips) ' 1 2 363.00 192.00 1.353 0.441 3 0.00 0.000 1 Input user defined.wall thickness; 000' :. inches Override wall height for lateral sliding; ';_ ' 0100'. feet ❑Override? 1 ,..: i i i . 1 1 . 1 Loading WDA Axial; 00 � kips/ft ' WLL Axial; Equivalent fluid pressure (EFP); Ofi61 m,. 0030 s = kips/ft kcf Sloping backfill surcharge; 0.000 ._ kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) Description to wall(ft) height(ft) L�,.e: 2000" s Vehicle 3r000 _. 0.505 feet .. ' Input surcharge height; st0000 feet ' Summary of lateral loads acting'on wall (Cantilevered wall); W latere, at top of wall; . 0.0152 k/ft w lateral at bottom of wall; 0.1952• k/ft ' w lateral at bottom of footing; Additional concentrated load at top of wall;0 0.2352 k/ft OOOr k/ft Load type; N/A • Min." EFP for cantilevered walls designed for restraint; , kcf. - � • w lateral at top of wall; (Restrained wall); 0.028 k/ft w lateral at bottom of wall; (Restrained wall); 0.358 k/ft . Uniform lateral load; 00000 :, ksf Seismic/wind Masonry stem design ' Special inspection? No ''Segment; (ft) (ft) r e h'/r Segment wdi Actual t Actual d Max. d 1. 0.000 to 2.000 -3.36 14.30 0.262 11.625 9f250 9.313 2 2.000 to , 6.000 3.36 42.91 -, 0.523 11.625 5813 9.313 3 0.000 - to 0.000 0.00 0.00 0.000 0.000 0=0 0 '0.000 Segment; Fs . Equation Fb Mics K column 1 .0.371 UBC (7-11) 0.250 , 1.353 2 2 0.340 , UBC (7-11) 0.250 0.441 . , 2 ' - 3 0.000. UBC (7-11) . 0.250 0.000 2, Segment 1 reinforcing; , As As min. Vertical reinforcing; #s bays • at. 24 inches.olc 0.155. 0.098 Horizontal reinforcing; #s bars at 24 inches o/c 0.155: 0.098 , y Combined 0.310 : 0.279. Axial load at critical section; 1.446 kips/ft fa 0.010. ksi Service moment (M); , 1.353 ft -kips fe :0.146 ksi < 2M 11 k `d2 > . s fs 12.283 ksi';: <M/As*j-d> # Check unity; 0.010 + 0.146 = 0.613' Ok! 0.371 0.250 ; Check shear at base of wall: ' V f 0.631 0.006 -' kips/ft ksi <VI(j"d"b•)> F, 0.039 ksi allowable < pm os ° Check dowelembedment into footing; Dowel size: #5 barsa . Idh 15.000, inches < (0.02 " We ' A . fy) I (p,,o.$) . db, > < ACI 12.5.1 > Reduction factors: 0.700 ` < ACI 12.5.3a > 0.348 < ACI 12.5.3d > Idh 3.654 inches Oki _ When wall is designed as restrained -check moment at base of wall during backfill operations, or provide shoring until ' floor slab is in place. Segment 2 reinforcing; As As min. Vertical reinforcing; ns ears • at • 24 inches olc ' 0.155 ` - 0.098 •' Horizontal reinforcing; . 5 cars at .e , 24 inches o/c 0.155' 0.098 ° Combined 0.316 , 0.27,9 Axial load at critical section; , 1.184 kips/ft ` ` fa 0.008 ksi Service moment (M); 0.441 ft -kips fb : 0.101' ksi fs 6.495: ksi - Check unity; 0.008 + 0.101 - 0.429 Ok! 0.340. 0.250 Segment 3 reinforcing As As min_ Vertical reinforcing; None at • 0 inches O/c 0.000 0.000 Horizontal reinforcing; Nope at , • 0, inches o/c 0.000 0.000 r Combined 0.000 0.000 Axial load at critical section; 0.661 kips/ft fa 0.000. ksi Service moment (M); 0.000 ft -kips fb . 0.000 ksi fs 0.000 ksi Check unity; 0.000 + 0.000. - 0.000 Ok! 0.000 0.250 r : 1 1 ; 1 1 1 1 .. r r r I 1 1 Check cantilevered walls to resist lateral forces when inadvertently supported at top; Applicable ? M max. 0.884 ft -kips M max occurs at; :3.420 feet Segment 2 Vertical reinforcing; #5 bare - at 24. inches o/c As 0.155 in ' d5 °inches Axial load at critical section; 1.184 kips/ft fa 0.008 ksi fb 0.202 ksi fs 13.022 ksi Check unity; 0.008 0.202 0.834 Ck! 0.340 0.250 1 i r q� Footing design; . Toe length; 1%2Op ,, inches Safety factor; 3.103 Heel length; 1.198 feet Soil pressure; 1.136 ksf ' Total footing length (L); 380+•0= d inches Allowable; ksf Footing depth; 1600 inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding.? No Design overturning moment (OTM); 1.353 ft-kips/ft Ignore footing weight when calculating soil pressures res . • . Check stability and soil pressure; w Arm DLRM WDL 0.000 kips 1.484 feet 0.000 ft -kips 1 WLL 0.661 kips 1.484 feet 0.981 ft -kips Segment 1 0.262 kips 1.484 feet 0.388 ft -kips Segment 2 0.523 kips 1.484 feet 0.777 ft -kips ' ' Segment 3 0.000 kips 1.484 feet 0.000 ft -kips Soil 0.791 kips 2.568 feet 2.030 ft -kips Keyway 0.000 kips 2.667 feet 0.000 ft -kips Footing 0.633 kips 1.583 feet 1.003 ft -kips ft -kips WDL 2.209 kips MDL min. 4.198 WDL +WLL 2.870 kips MDL+MLL 5.179 ft -kips ' Check safety factor against overturning; MDL min./OTM 3.103 > 1.5 Ok!; Eccentricity (e); 0.250 feet [A/2-( M-OTM/ WJ U6; 0.528 feet L' ; 4.000 feet [3'U2 -e[ Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.136 ksf ' • 1.500 ksf [ Wtl/A +6'Wtl'e/A^2 [ Minimum soil pressure; 0.277 ksf 1.500 ksf 1 r ' Footing reinforcement; ' Heel design; Heel length; 1.198 feet Vertical reinforcin sacro ; Reinforcing #s bars at"5{0�, 24 4' inches o/c inches o/c d; 12.00 , . inches Load factor AS 0.078 in'/ft Mu 0.805 ft -kips ? �7 �Mn 4.153 ft -kips ' Vu Heel 1.751 kips/ft OVn 12.240 kips/ft (Concrete strength only) Toe design; Toe length; 1.000 feet Reinforcing; #5 bars at 24 inches o/c d;�00„ inches As 0.155 in`/ft ' Max. soil pressure; 1.136 ksf At face of wall; 0.852 ksf Load factor Mu 0.885 ft -kips On 8.243 ft -kips Vu Toe 1.689 kips/ft OVn. 12.240 kips/ft (Concrete strength only) Longitudinal footing reinforcement; AS required = Area' .002 AS min. 1.216 in . 4' <<. �` "'` #s liars . - AS 1.240 m' 1 • a r r . t 1 1 1 1 1 Lateral sliding; Rtopofwall 0.000 kips/ft Min. AS 0.000 in Rbaseofwall 0.631 kips/ft None at18 inches olc Nla Calculate W0L' friction coefficient; ' Lateral sliding resistance; For class 5 soils; 0.773 kips/ft Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 1.104 max (0.5'Wdl) Allowable lateral passive pressure 0.250 ksf/ft depth Consider footing for passive resistance? res • Lateral passive pressure provided; 0.222 kips/ft [Footing only] Net resistance provided by footing only; 0.995 kips/ft [Footing only] Concrete slab at base of wall ? No ' Slab thickness; 00m inches Width Of Slab; .. 12;;000.„; feet El Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance; 0.995 kips/ft Factor of safety; 1.577 Ok! Shear key must provide additional; -0.049 kips lateral resistance Shear key provides; 0.000 kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 6.341 feet [Maximum 15'] Allowable passive pressure; Allowable passive pressure; 1.585 1.585 ksf ksf [at bottom of footing] [at bottom of key] Shear key depth; 0`00 inches Shear key thickness; RrN. inches 600 ; inches Load factor Mo 0.000 ft -kips 17 Reinforcing in key; #5 bars at 48 inches o/c As 0.078 in` /ft Mn 2.06 ft -kips t 1 1 1 1 1 Job; 05-Q22 Description; Garage retaining wall• Case2.- 8ft retained General data; Wall construction; : Masonry . . ' Configuration; Cantilevered Lateral load type; Soil pressure Backfill slope; _ No slope Allowable design stresses; Soil; Class of materials (CBC); user defined • User defined; ' Allowable bearing pressure; Allowable passive; 1.500. .ksf 0.250 ksf/ft depth - 1,50'0�ksf 0.250 ksf Lateral sliding coefficient; 0.350 X035® Soil weight; Increase allowed for seismic/wind; 0.11'® kcf - 51,330 Applied?' No .. Concrete; Masonry; fC . 25.0 ksi _ fm 1..50.® ksl ' Fy 160 - ksi Fy 160 1*1 ksi FS 24.00 ksi. .. ' E -s �psi ES ' 'psi m 28.235 090Q Flexural €m 9125000" .. • .. n'. .25.78'. 4 0.850 Shear -Unit we'ight ®.135 kcf Unit weight X0..150 kcf We 1 t9 2 Wall data Cantilevered wall may use varying thickness segments Segment; (ft) (ft) Segment wd, Actual t (in) Actual d(in) Max. d(in) 1 0.000 to 400'' 0.523 ii 625 9.250 9.250 2 4.000 to 0�0 0.523 11•bZs 9.250 9.250 3 0.000 to 0 00 0.000 o0.000 0.000 Segment; b*d2 M(ft-kips) 1 363.00 3.045 2 192.00 0.441 3 0.00 0.000 Input user defined wall thickness; �Q:�Od®_:�, inches Override wall height for lateral sliding; �� feet ❑ override? ' Loading Wog: Axial; 0:000, kips/ft " ' WAC Axial; 0.661 kips/ft.. Equivalent fluid pressure (EFP); 0030. kcf Sloping backfill surcharge; " 0:000 kcf Design EFP; 0.030 • kcf Surcharge; Distance Surcharge'. P(kips) Description to wall(ft) " 2000 Vehicle 3009 `height(ft) feet Input surcharge height; " k , S0 000 ,r feet Summary of lateral loads acting on wall (Cantilevered wall); '. tw late,, at top of wall;; 0.0152 ` Vft W latera, at bottom of wall; 0:2552 k/ft_ w late,, at bottom of footing; 0.2952 k/ft 1 Additional concentrated load at top of wall;, • . 0:000 k/ft Load type; I N/A T, Min . EFP for cantilevered walls designed for restraint; 0.055 kcf w lateral at top of wall; (Restrained wall); 0.028 k/ft. ' w lateral at bottom of wall; (Restrained wall); 0.468 klft . Uniform lateral load; 0000:0' ksf` Seismic/wind Masonry stem design Special inspection? vee • Segment; (ft) (ft) r h'Ir Segment Wdi Actual t Actual d Max. d 1 0.000 to 4.000 3.36 28.61 0.523 11.625 92250`, 9.313 2 4.000 to 8.000 3.36 57.21 0.523 11.625°:925Q� 1; 9.313 •�� 3 0.000 to 0.000 0.00 0.00 0.000 0.000 0000`= 0.000 Segment; Fa Equation Fb MSMIce K column 1 0.359 UBC (7-11) 0.500 3.045 2 2 0.312 UBC (7-11) 0.500 0.441 2 3 0.000 UBC (7-11) 0.500 0.000 2 Segment 1 reinforcing; Aa As min. Vertical reinforcing; #5 bars • at t6a inches o/c 0.233 0.098 Horizontal reinforcing; #s bars • at Inches o/c 0.155 0.098 1 Combined 0.388 0.279 Axial load at critical section; 1.707 kipstft fa 0.012 ksi Service moment (M); 3.045 ft -kips fb 0.281 ksi < 2M I j * k * dZ > fs 18.732 -ksi <M/Ag*j*d> ' Check unity; 0.012 + 0.281 = 0.597 Oki 0.359 0.500 Check shear at base of wall: ' V 1.081 kips/ft f" 0.011 ksi <VI(j*d*b)> F, 0.039 ksi allowable < fm'-' > Check dowel embedment into footing; Dowel size: #5 bars Idh 15.000 inches < (0.02 *eye * X * fy) I (f.0•5) * db > < ACI 12.5.1 > Reduction factors: 0.700 < ACI 12.5.3a > 0.531 < ACI 12.5.3d > ' Idh 5.573 inches Oki When wall is designed as restrained - check moment at base of wall during backfill operations, or provide shoring until floor slab is in place. Segment 2 reinforcing; As As min. Vertical reinforcing; #5 bars at.4' inches o/c 0.155 0.098 Horizontal reinforcing; #5 bars • at R2`4. inches o/c 0.155 0.098 Combined 0.310 0.279 ' Axial load at critical section; 1.184 kips/ft fa 0.008 ksi Service moment (M); 6.441 ft -kips fb 0.048 ksi % 4.006 ksi ' Check unity; 0.008 + 0.048 = 0.123 Oki 0.312 0.500 Seqment 3 reinforcing ' As As min. Vertical reinforcing; None • at x`0 `�' " inches o/c 0.000 0.000 Horizontal. reinforcing; None • at D inches o/c 0.000 0.000 C ' Combined 0.000 0.000 Axial load at critical section; 0.661 kipslft % 0.000 ksi Service moment (M); 0.000 ft-kips fb 0.000 ksi ' fs 0.000 ksi Check unity; 0.000 + 0.000 0.000 Ok! 0.000 0.500 " ' Che i Check cantilevered walls to resist lateral forces when inadvertently supported at too' ❑ Applicable . o M max. 2.024 ft -kips ' M max occurs at; 4.560 feet Segment 2 Vertical reinforcing; #5 bars at 24 : ' inches o/c AS 0.155 . in d�0•; inches' Axial load at critical section; 1.184 kips/ft fa 0.008 ksi fb 0.219 ksi fs 18.377 ksi ' Check unity; 0.008. + 0.219 = 0.464 Ok! 0.312 0.500 t 1 1 1 1 1 1 1 1 1 1 1 1 Footing design; Toe length; FEE M00 inches Safety factor; 2.224 Heel length; 1.198 feet Soil pressure; 1.404 ksf Total footing length (L); 44.00 ' ` inches Allowable; ksf Footing depth; 16fflOz inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding? No Design overturning moment (OTM); 3.045 ft-kips/ft Ignore footing weight when calculating soil pressure? Yes Check stability and soil pressure; w Arm DLRM WDL 0.000 kips 1.984 feet 0.000 ft -kips WLL 0.661 kips 1.984 feet 1.312 ft -kips Segment 1 0.523 kips 1.984 feet 1.038 ft -kips Segment 2 0.523 kips 1.984 feet 1.038 ft -kips Segment 3 •.0.000 kips 1.984 feet 0.000 ft -kips Soil 1.054 kips 3.068 feet 3.234 ft -kips Keyway 0.038 kips 3.167 feet 0.119. ft -kips Footing 0.733 kips 1.833 feet 1.344 ft -kips WDC 2.871 kips MDL min. 6.773 ft -kips WDL + WLL 3.532 kips MDL+MLL 8.085 ft -kips Check safety factor against overturning; MDL min./OTM 2.224 > 1.5 Oki Eccentricity (e); 0.406 feet [A/2--( M-OTM/ W) 1-I6; 0.611 feet L' ; 4.281 feet [3'b2 -el . Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.404 ksf 1.500 ksf [ Wtl/A +6*Wtl*e/A^2 ) Minimum soil pressure; 0.123 ksf 1.500 ksf 1 Longitudinal footing reinforcement; AS required = Area .002 Ab min. 1.408 in`i:5 #s bars • As 1.550 in`. ' Footing reinforcement; ' Heel design; Heel length; 1.198 feet Vertical reinforcin s ac1. ; . Reinforcing #s bars at 16 inches o/c 32 inches o/c d;V 9,2E00 inches Load factor Ab 0.116 in` /ft Mo 1.073 ft -kips 17a➢' ' On 6.206 ft -kips Vu Heel 2.199 kips/ft On 12.240 kips/ft (Concrete strength only) ' Toe design; Toe length; 1.500 feet Reinforcing; #5 bars at . 16 inches o/c d; �inches AS 0.233 in'/ft r Max. soil pressure; 1.404 ksf . At face of wall; 0.912 ksf Load factor Mo 2.372 ft -kips �Mo 12.269 ft -kips ' Vo Toe 2.953 kips/ft On 12.240 kips/ft (Concrete strength only) 1 Longitudinal footing reinforcement; AS required = Area .002 Ab min. 1.408 in`i:5 #s bars • As 1.550 in`. lto °l Lateral sliding; Rtopufwall 0.000 kipslftMin. As 0.000 in`. Rb..dwdl 1.081 kips/ft None � atX18 M inches o/c Nla Calculate WOL * friction coefficient; Lateral sliding resistance; 1.005 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 1.436 max (0.5'Wdl) Allowable lateral passive pressure 0.250 ksf/ft depth Consider footing for passive resistance? yes o Lateral passive priessure provided; 0.222 kips/ft [Footing only] Net resistance provided by footing only; 1.227 kips/ft (Footing only] Concrete slab at base of wall ? No 0 Slab thickness; 4 000 inches Width of slab;ffifidE-. feet ❑ Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance; 1.227 kips/ft Factor of safety; 1.135 No good! Shear key required! Shear key must provide additional; 0.395. kips lateral resistance Shear key provides; 0.453 kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 7.119 feet [Maximum 151 Allowable passive pressure; 1.780 ksf [at bottom of footing] Allowable passive pressure; 1.842 ksf [at bottom of key] Shear key depth; ,t3�00 : inches Shear key thickness; X1200 inches d t00P inches Load factor M� 0.097 ft -kips 17' Reinforcing in key; #5 bars at 32 inches o/c AS 0.116 in`/ft Mo 3.07 ft -kips 110 Job, " 05Q2�2 . ,, Description; Garaae retalnino wall "-Case 2 -�1,0 5ft retained General data; Wall construction; IAasonry Configuration; Cantilevered 171 Lateral load type; I sou pressure Backfill slope; I No slope Allowable design stresses; ' Soil; Class of materials (CBC); user defined User defined; . Allowable bearing pressure; Allowable, passive; 1.500 , ksf 0.250" ksflft,depth Mk'f, ksfLateral sliding coefficent; 0.350 ' Soil weight; Increase allowed for seismic/wind; 0.11{0' kcf 1.330 Applied? No " . Concrete;. Masonry,. , f c §2`.00 ksi f m . 1.5©®` ksl ' Fy . 6o ksi Fr ., so `ksl FS 24.00 ksi Es. psi. "Es, psi - m 28.235 "0"900. Flexural E, 1125000 n 25.78. .. Shear Unit wei "ht p,1y35 kcf Unit weight _ 0.15® kcf ' Ye ,'• . ilk • 1 Wall data Cantilevered wall may use varying thickness segments Segment; (ft) (ft) Segment wdi Actual f (in) Actual d(in) Max. d(in) 1 0.000 to 4.00' 0.523. ii.6zs 9.250 9.250 ' 2 4.000 to ` 1'05©4 ` 0.850 ii.6zs '9.250 9.250 . 3 0.000 to 0.00 0.000 0 0.000 0.000 .. Segment; b*d2 M(ft-kips) 1 363.00 6.623 2' 192.00 1.693 3 0.00 0.000 Input user defined wall thickness; 0"OQ inches Override wall height for lateral sliding; 0.00 feet ❑ override? f A Loading W Axial; - : o� p i'r 000 ,� kips/ft ' Wu. `Axial; Equivalent fluid pressure (EFP); 0 0.030 661 kips/ft . kcf ._ Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf ' Surcharge; Distance Surcharge ' P(kips) . Description, towall(ft) height(ft) . 0000, Vehicle.: X3 00`0 • InpuYsurchargeheight; _ 0,505 feet, 16!m6feet i Summary of lateral loads acting on wall. (Cantilevered wall);, w �atera� at top of wall OA152 klft W at bottom of:wall; lateral 0.3302. k/ft W lateral at bottom of footing; 0.3702 k/ft ' Additional concentrated load at top of wall; y£0 000 klft Load type; N/A '. Min. EFP for cantilevered walls designed'for restraint 0tQ55i kcf � ... w lateral at top of wall; (Restrained wall); 0.028 k/ft ' w lateral at bottom of wall; (Restrained wall); -0.605 k/ft Uniform lateral load, ' O;OOOOt ksf ' .` Seismic wind } Masonry stem design ' Special inspection? ves • Segment; (ft) (ft) r h'/r Segment Wdl Actual t Actual d Max. d ' 1 0.000 to 4.000 3.36 28.61 0.523 11.625 9 250 9.250 2 4.000 to 10.500 3.36 75'.09 0.850 11.625 9,.25U`°.`" 9.313 3 0.000 to 0.000 0.00 0.00 0.000 0.000 0.000- 0.000 ' Segment; Fe Equation Fb Msenlce K column 1 0.359 UBC (7-11) 0.500 6.623 2 2 0.267 3 0.000 UBC (7-11) UBC (7-11) 0.500 0.500 1.693 2 0.000 2 Segment 1 reinforcing; As As min. ' Vertical reinforcing; at 8 inches O/c 0.660 0.098 .. Horizontal reinforcing; #5 bars at 24., inches o/c 0.155 0.098 Combined 0.815 0.279 ' Axial load at critical section; 2.034 kipslft fa 0.015 ksi Service moment (M); 6.623 ft -kips fb 0.428 ksi < 2M 1 j * k * dZ > fs 15.145 ksi <M/As*j*d> ' Check unity; 0.015 + 0.428 = 0.896 Ok! 0.359 0.500 Check shear at base of wall. V k 1.813 0.019 kips/ft ksi <V/(j*d*b)> , F, 0.039 ksi allowable < fm os > Check dowel embedment into footing; Dowel size: #6 bars ' Idh 18.000 inches < (0.02 * We * * fy) I ( f,'-' * db > < ACI 12.5.1 > Reduction factors: 0.700 < ACI 12.5.3a > 0.429 < ACI 12.5.3d > ' Idh 5.407 inches Ok! When wall is designed as restrained - check moment at base of wall during backfill operations, or provide shoring until floor slab is in place. Segment 2 reinforcing; As . As min.' ' Vertical reinforcing; #s bars • at 24 n ` inches o/c 0.155 0.098 Horizontal reinforcing; #s bars at 24 inches o/c 0.155 0.098 Combined 0.310 0.279 Axial load at critical section; 1.511 kips/ft fa 0.011 ksi ' Service moment (M); 1.693 ft -kips fb 0.183 ksi fs 15.374 ksi Check unity; 0.011 + 0.183 = 0.406 Ok! ' 0.267 0.500 Segment 3 reinforcing; As As min. ' Vertical reinforcing; None • at 0 inches o/c 0.000 0:000 Horizontal reinforcing; None • at 0:.m inches'o/c 0.000 .0.000 ' Combined 0.000 0.000 Axial load at critical section; 0.661 kips/ft fa 0.000 ksi Service moment (M); 0.000 ft -kips , fb 0.000 ksi ' % 0.000 ksi' Check unity; 0.000 + 0.000 0.000 Ok! 0.000 0.500 1 1 1 ' Check cantilevered walls to resist lateral forces when inadvertantly supported at top; ❑' Applicable 7 ' M max. 4.459 ft-kips M max occurs at; 5.985 feet Segment 2 Vertical reinforcing; ns bars at ,%6" inches o/c A9 0.33O int d t€9250winches Axial load at critical section; 1.511 kips/ft fa 0.011 ksi fb 0.362 ksi ' % 19.638 ksi Check unity; 0.011 + 0.362 0.765 Ok! 0.267 0.500 1 ' Footing design; Toe length; �4 00,x'' inches Safety factor; 3.258 Heel length; 2.865 feet Soil pressure; 1.363 ksf Total footing length (L); 8 70,0&, ' inches Allowable; ksf 1 Footing depth; 16.00 inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? No Design overturning moment (OTM); 6.623 ft-kips/ft Ignore footing weight when calculating soil pressure? ves • Check stability and soil pressure; w Arm DLRM WDL 0.000 kips 2.484 feet 0.000 ft -kips WLL 0.661 kips 2.484 feet 1.642 ft -kips Segment 1 0.523 kips 2.484 feet 1.300 ft -kips Segment 2 0.850 kips 2.484 feet 2.112 ft -kips Segment 3 0.000 kips 2.484 feet 0.000 ft -kips i Soil 3.309 kips 4.401 feet 14.561 ft -kips Keyway 0.038 kips 5.333 feet 0.200 ft -kips Footing 1.161 kips 2.911 feet 3.403 ft -kips. ft -kips WDL 5.886 kips MDL min. 21.576 WDL ' WLL 6.547 kips MDL+MU 23.218 ft -kips Check safety factor against overturning; MDL min./OTM 3.258 > 1.5 Ok! Eccentricity (e); 0.382 feet [A/2-( M-OTM/ W] U6; 0.972 feet 1 7.604 feet [3*U2-e] Resultant is within middle third of footing Allowed, Maximum soil pressure; 1.363 ksf 1.500 ksf [ Wtl/A +6*Wtl*e/A^2 ] Minimum soil pressure; 0.481 ksf 1.500 ksf i 1 a i Footing reinforcement; ' Heel design; Heel length; 2.865 feet Vertical reinforcin sacro ; Reinforcing #5 bars at 8 inches o/c X24#-- ` inches o/c d; " 12k00 ;; inches Load factor AS 0.155 in`/ft Mu 8.056 ft -kips 7a� On 8.243 ft -kips Vu Heel 6.599 kips/ft On 12.240 kips/ft (Concrete strength only) Toe design; Toe length; 2.000 feet Reinforcing; #6 bars at 8 inches o/c d; 12.OQ,0 ; . inches AS 0.660 in`/ft Max. soil pressure; 1.363 ksf At face of wall; 1.005 ksf Load factor Me 4.229 ft -kips On 33.334 ft -kips Vu Toe 4.026 kips/ft OVo 12.240 kips/ft (Concrete strength only) i Longitudinal footing reinforcement; AS required = Area' .002 AS min. 2.240 ins 8;{ #5 bars AS 2.480 in` 1 1 ILateral sliding; Rropofwall 0.000 kips/ft41 Min. AS 0.000 In` I "baseurwali 1.813 kipslft None at 1�8. inches o/c Nla Calculate W0L *friction coefficient; Lateral sliding resistance; 2.060 kips/ft ' For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 2.943 max (0.5'Wdl) Allowable lateral passive pressure 0.250 ksf/ft depth Consider footing for passive resistance? res o ' Lateral passive pressure provided; 0.222 kips/ft [Footing only] Net resistance provided by footing only; 2.282 kips/ft [Footing only] Concrete slab at base of wall ? No Slab thickness; 4:000 h inches Width of slab; 1%2 000 feet ❑ Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft ' Total resistance; Factor of safety; 2.282 1.259 kips/ft No good! Shear key required! Shear key must provide additional; 0.437 kips lateral resistance Shear key provides; 0.581 kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 9.173 feet [Maximum 15'1 Allowable passive pressure; 2.293 ksf [at bottom of footing] ' Allowable passive pressure; 2.356 ksf [at bottom of key] Shear key depth; 3 OOu inches Shear key thickness; 12100 inches d6I0.0,� inches Load factor Ma 0.124 ft -kips zT17 Reinforcing in key; #5 bars at 24 inches o/c AS 0.155 in't t IMn 4.06 ft -kips Job, ®5x022 Description; Lamdscapeetaming wall =Case 3 ;' General data; wall construction; Masonry'; :, Configuration; cantilevered Lateral load type; s•tl'ressure Backfill'slope; No slope Allowable design stresses; ". ' Soil, Class of materials (CBC), user. defined - User defined; — ' Allowable bearing pressure; Allowable passive;,, 1.500 "ksf" 0.250- ksf/ft depth 150. ° ksf 0250 ksf Lateral sliding coefficient; ,- 0.350 0:350 Soil weight; 0.110 kcf Increase allowed forseismic/wind; 1:330 Applied?" No ; Concrete Mason f� 2"50®�r ksi Pm 15®0 a ksi ' Fy so ksi " Fy so ksi FS 24.00 ksi Es 29000096 psi ; Es 290®:0000 psi: m 28.235 Ems 1125000. - 0 9®0 Flexural 25.78 i Shear . Unit weight- ®.135 kcf Unit weight'01=50. " kcf We100© 10 ®0 i 1 Wall data , Cantilevered wall may use varying -thickness segments _ Segment; (ft) (ft) Segment wdi Actual t'(in) Actual d(in) Max. d(in) 1 0.000 to "4 ©0'. ~ 0,523 i.bzs 9.250 9.250 2 4.000 to ,1'0,50 0.850 ii•6zs 9.250 9.250 3 0.000 to 0 00`. 0.000.. o 0.000 0.000 Segment; b*d? M(ft-kips) # 1 363.00 6.623 2 192.00 ' 1.693 " 3 0.00. 0.000 ' Input user defined wall thickness; 0.00. inches' Override wall height for lateral sliding; ®00 feet ❑ override? o . a. y Loading WcL Axial;0:0.00.. kips/ft WLL Axial; " Equivalent fluid pressure (EFP) 0.000 0.®'30, kips/ft . kcf Sloping backfill surcharge; 0.000 kcf Design EFP; ' 0.030 kcf ' Surcharge; Distance Surcharge P(kips) Description to wall(ft) height(ft) - 2®,0�07 Vehicle. 30®Q Input surcharge height; 0.505 -' `feet 0' 00 feet a<, t Summary of lateral loads acting on wall (Cantilevered wall); - ' w �atera� at top of wall; 0.0152 k/ft W lateral at.bottom of wall;, :,.0'3302, k/ft w lateral at bottom of footing; 0.3702. k/ft Additional concentrated load at top of wall; 0.000 KIM Load type; N/A Min. EFP for cantilevered walls desi ned for, restraint ®.055 kcf > w lateral at top of wall; (Restrained wall); 0.028 k/ft w lateral at bottom of wall; (Restrained wall); - 0.605 k/ft Uniform lateral load; tQ"0000 ksf ' Seismic/wind 1 1 Masonry stem design " Special inspection?' res • Segment; (ft) (ft) r Or Segment wd, Actual t Actual d Max. d 1 0.000 to 1 ',4.000 ' 3.36 28:61 0.523 11.625 9 250 9.250 ; 2 4.000 - to 10.500 3.36 75.09. 0.850 11.625 9 250' 9.313 3 0.000. to 0.000 0:00 0.00 0.000 0.000 0:000 0.000 ' Segment; Fe Equation . Fti MSam� K column 1 0.359 UBC (7-11),, 0.500 6.623 2 , 2 0:267 3 0.000 UBC (7-11) UBC (7-11) ; 0.500 . 0.500 1.693 ' 2 0.000.2 . Segment 1 reinforcing, - As Asmin:' , Vertical reinforcing; #e ban • at 8 inches olc 0.660 0.098 Horizontal reinforcing; : #s bars •' at " 24 inches o/c 0:155 0.098 Combined 0.815 ' 0.279 ' Axial load at critical section, - 1.373 kipslft fa 0.010 ksi , -Service moment (M); 6.623 ft-kips fb: 0.428 ksi • < 2M /j * k' dZ > fs, ' 15.145, ksi <MIAS*j*d> ' Check unity; 0.010 + 0.428 _ 0.883 Ok! 0.359.0.500 t ,Check shear at base of wall• V 1.813 kips/ft r k '. 0.019 ksi F, 0.039 ksi allowable < fm o.e > . Check dowel embedment into footing; Dowel size:, _ #6 bars " ldh 18.000 inches <'(0.02 * q'e' X "fr) I (f, os) * de > < ACI 12.5.1 > Reduction factors: 0.700 < ACI 12.5.3a > , 0.429 < ACI 12.5.3d > Ian 5.407 inches Oki. When wall is designed as restrained - check moment at base of wall during backfill operation"s,'or provide shoring until floor slab is in place. J Segment 2 reinforcing; As,,,As min. '. .Vertical reinforcing; #s bars • . at24s� � inches o/c 0.155 0.098 Horizontal reinforcing; #s bars • at* 24 inches,olc 0.155 0.098 . Combined 0.310 - 0.279 ' Axial load at critical section; 0.850 kips/fl, fa 0.006 ksi Service moment (M); 1,693 ' ft-kips fb 0.183 ksi fs . 15.374 .. ksi Check unity; 0.006 + 0.183 _ . 0.389. Ok! ' 0.267 ' 0.500 Segment 3 reinforcing: .. As As min. Vertical reinforcing; rvone .. . • at .. 0 winches o/c 0.000 0.000, Horizontal reinforcing; Nope - at 0 inches o/c 0.000 0.000 3 1 ' Combined 0.000 0.000 Axial load at critical section; 0.000 kips/ft fa 0.000 ksi Service moment (M); 0.000 ft -kips fb 0.000 ksi ' % 0.000 ksi Check unity; 0.000 + 0.000 0.000 Ok! 0.000 0.500 A . •1 y - 3 1 Footing design; Toe length;m.�f'_8�0;0,� inches Safety factor; 3.573 Heel length; 3.531 feet Soil pressure; 1.403 ksf Total footing length (L);72 00" '1 ' inches inches Allowable; ksf Footing depth; Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? No - Design overturning moment (OTM); 6.623 ft-kips/ft Ignore footing weight when calculating soil pressure? Yes • Check stability and soil pressure; w Arm DLRM' WoL 0.000 kips 1.984 feet 0.000 ft -kips WLL 0.000 kips 1.984 feet 0.000 ft -kips Segment 1 0.523 kips 1.984 feet 1.038 ft -kips Segment 2 0.850 kips 1.984 feet 1.687 ft -kips. Segment 3 0.000 kips 1.984 feet 0.000 ft -kips Soil 4.079 kips 4.234 ' feet 17.270 ft -kips Keyway 0.013 kips 5.500 feet 0.069 ft -kips Footing 1.200 kips 3.000 feet 3.600 ft -kips WoL 6.664 kips MDL min. 23.664 ft -kips WoL + WLL 6.664 kips MDL+MLL 23.664 ft -kips Check safety factor against overturning; MDL min./OTM 3.573 > 1.5 Ok! Eccentricity (e); 0.443 feet [A/2-(M-OTM/ q 1-16; 1.000 feet 7.671 feet [YU2-ej Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.403 ksf 1.500 ksf [ WtIIA +6*Wtl*e/A^2 j Minimum soil pressure; 0.419 ksf 1.500 ksf 4 Footing reinforcement; j Heel design; Vertical reinforcing spacing; , 8 inches o/c ~ Heel length; 3.531 ° feet • "Reinforcing #5 bars. � at 16'. -. inches o/c d;�®0 inches Load factor ', As 0.233 in`Ift Mu 12.242 ft-kips e1j On 12.269 ft-kips 'Vo Heei 8.134 kips/ft , �Ve 12:240 kips/ft' (Concrete strength only) . ' Toe design; Toe length; 1.500 feet Reinforcing; #6 bars at 8 inches o/c. d; 1g200Q `inches AS 0.660 in`t Max. soil pressure; 1.403 ksf At face of wall; 1.128 ksf , Load factor Mu 2.508 ft-kips .1v7 On _ 33334 ft-kips ' Vu Toe 3.227 kips/ft On 12.240 kips/ft .(Concrete strength only) Longitudinal footing reinforcement; As required - Area .002 As min. 2.304" ' in` 8 4 ,m #s bars. . AS 2.480 ' in` Lateral sliding; y�� Rtopofwall 0.000 kips/ft . Min. AS 0.000 in` I ' Rbaseofwall 1.813 kips/ft None of inches o/c, Nla Calculate WOt * friction coefficient; Lateral sliding resistance; 2.333 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 3.332 max (0.5*Wdl) Allowable lateral passive pressure 0.250 ksf/ft depth Consider footing for passive resistance? res • ' Lateral passive pressure provided; 0.222 kips/ft [Footing only] Net resistance provided by footing only; 2.555 kips/ft [Footing only] Concrete slab at base of wall ? No Slab thickness; inches INEZ, feet Width of slab; 000 ❑ Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance; Factor of safety; 2.555 1.409 kips/ft No. good! Shear key required! Shear key must provide additional; 0:165 kips lateral resistance Shear key provides; 0.211 kips lateral resistance Calculate equivalent depth of key due to overburden; ' Bearing pressure (p) / soil weight; Equivalent depth of shear key; 10.097 feet [Maximum 15'1 Allowable passive pressure; 2.524 ksf [at bottom of footing] Allowable passive pressure; 2.545 ksf [at bottom of key] Shear key depth;1 00 s inches N _ �,o,�,, C, � (7 / N �'!, `' 1 Shear key thickness; X12 0, inches d X6'00 inches Load factor Mo 0.015 ft -kips Reinforcing in key; #5 bars at 16 inches o/c As 0.233 in �lft 1 Mn ' 5.99 ft -kips y�� f r, ,. �' ._ ' � 4 f r, A.7 .4. PROPERTY QVVN, lLOCATION; JQHN STARR 60 3 KANA" AVENUE PROVII , CA 950§6 (5�0) 321.-G7�7 843 BAST F►tANC_]SCQ HL_Vp, SUITt A SAN RAFAFI„ CA 94991 _ _ - 415-459-4201 CA LIE. #759086 A.7 .4. PROPERTY QVVN, lLOCATION; JQHN STARR 60 3 KANA" AVENUE PROVII , CA 950§6 (5�0) 321.-G7�7 r - 94.m n 0 �.��c nm<� At czoo c1l o °" D�Z� Po 8 F V� cwo cT '� x Q N �[ m O �o c m �D o oz e s Wo z n Fn = cn p cn z cn N PROPERTY OWNER/LOCATION: JOHN STARR 6073 KANAKA AVENUE OROVILLE,CA 95966 (530) 321-6747 IIIIII�II�� M ai � d �=cit���tll iN 863 FAST FRANCISCO RM, SUM A SAN RAFA ,L, CA 04901 415459-4201 CA IC. #759086 N PROPERTY OWNER/LOCATION: JOHN STARR 6073 KANAKA AVENUE OROVILLE,CA 95966 (530) 321-6747 IIIIII�II�� t PRQP RTY 01I�N R� QCATION STA�RR 6073 K�A- NAiC�4 A�V�NUE r pROVI�,pile 9 96f (§10-) 329=6747' O— �- N MZ8 O x M O M O- A O '' 0 G1TRJI►iM 0 2 CY opow oh -��-. � WP v o��cmn HOD! p � 0-1 S4� >vAST F�INCISC9 �}T-Yl� QUIT#_'• AEL, CA 94991 - SAI, 4�s- -4201 CA JCJ759086 9 RR C Fn A N - p `� Ca O Q t� Fl $03 EAST FRANCISCO Al Vp1 St111! SAN RA FAFL, CA 94991 415-4594901, CA LICA759086 LVL9- L & (Otg) 99696 VO'�IIIAO�0 inWIAV VAVNVA CLO9 JWViSNHOr 'NOUVOOININMO Al�I�WOW in - 9., cl M -� 0!:—. -;;9qgi kOW4- 0 +x I 98065LUDI'l VO 0 PH in - 9., cl M -� 0!:—. -;;9qgi kOW4- 0 +x I 98065LUDI'l VO UH in - 9., cl M -� 0!:—. -;;9qgi kOW4- 0 +x I 98065LUDI'l VO MAP in 0:10 z cog 8 4-4 �066 V�-- 6A td tj ZOUH, o af o 0 k 0 WARNING ! BC�SI-B1 SUMMARY SHEET - GUIDE FOR AN.ING, INSTALLI!NG-�6,AND BRACING OF METAL NNECTED WOOD TRUSSES GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary bracing. Follow the recommendations for handling, Installing and temporary bracing of trusses. Refer to BCSI 1-03 Guide to Good Practice for Handling. Installing & Bracino of Metal Plate Connected Wood Trusses for more detailed information. Truss Design Drawings may specify locations of permanent bracing on individual compression members. Refer to the BCSI-83 Summary Sheet - Web Member Permanent Bracing/Web Reinforcement for more information. All other permanent bracing design is the responsibility of the Buildin Designer NOTAS GENERALES Los trusses no estan marcados de ning6n modo que identifique la frecuencia o localizad6n de los arriostres (bracing) temporales. Use las recomendaciones de manejo, instalad6n y arriostre temporal de los trusses. Vea el fOl W BCS[ 1-03 Guia de Buena Prictika Dara el Manajo. Instalad6n y Arriostre de IDs Trusses de Madera Connectedma Placas de Metaloara pard mayor informad6n. Los dibujos de diseno de los trusses pueden especificar las localizaciones de los ariostres permanentes en los miembros individuales en compresi6n. Vea la hoja Ies6mep BCSI-B3 pard los arriostres Dermanentes y refuerzos "IDS miembros secundarios (webs) para mayor informad6n. EI resto de arriostres permanentes son la responsabilidad del 9 Disenador del Edificio. ® The consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. EI resultado de un manejo, instalaci6n y arriostre inadecuados, puede ser la caida de la estructura o a6n peor, muertos o heridos. Banding and truss plates have sharp edges. Wear © gloves when handling and safety glasses when !ice cutting banding. Empaques y placas de metal tienen border m afilados. Use guantes y lentes protectores cuando corte los empaques. HANDLING - MANE)O Allow no more No permita mas © Use special care in �I •• �r than 3" of deflec- de 3 putgadas de windy weather or tion for every 10' pandeo por cada 10 near power lines of span. pies de tramo. and airports. m ICY e•max. I �1N• Irl Pick up vertical Levante de la cuerda r • I bundles at the superior los grupos top chord. verticales de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK QBundles stored on the ground for one week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la tierra por Una semana o mas deben ser elevados con bloques a cada 8 o 10 pies. 1-7f For long term storage, cover bundles to pre - IJ vent moisture gain but allow for ventilation. Para almacen-amiento por mayor tiempo, cubra los paquetes para prevenir aumento de humedad pero permita ventilaci6n. Utilice cuidado especial en dias ventosos o cern de cables electricos o de aeropuertos. . Avoid lateral bending. — Evite la fiexi6n lateral. Do not store No almacene unbraced bundles verticalmente los upright. trusses sueltos. 0 Do not store on No almacene en uneven ground. tierra desigual. HAND ERECTION — LEVANTAMIENTO A MANO QTrusses 20' or , ; % ; , Trusses 30' or less, support less, support at at peak. r quarter points. r Levante Levante de del pito los los cuartos trusses de 20 de tramo los pies o menos. trusses de 30 E Trusses up to 20' i pies o menos.E Trusses up to 30' Trusses hasta 20 pies I Trusses hasta 30 pies HOISTING — LEVANTAMIENTO QHold each truss in position with the erection equipment until temporary bracing is installed and truss is fastened to the bearing points. Sostenga cada truss en posici6n con la gr6a hasta que el arriostre temporal este instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. No levante del pini IDs trusses de mos de 30 pies. Greater than 30' Mas de 30 Dies HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS 60' or less Approx.�I truss length Tagline TRUSSES UP TO 30' TRUSSES HASTA 30 PIES Toe -in ��i �� Toe -in Spreader bar 1/2 to 2/3 truss length Tagline TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spreader bar Attach above or stlffback 10' o.D. max. mid -height E— Spreader bar 2/3 to I 3/4 truss length �II TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE QRefer to BCSI-B2 Summary Sheet - Truss Installa- o R and Temporary BradM for more information. Vea el res6men BC5I-B2 - Instalad6n de Trusses s y Arriostre Temper para mayor informaci6n. Q i Do not walk on unbraced trusses. No Gamine en trusses sueltos. QLocate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tierra para el primer truss directamente en linea con cada Una de las filas de arriostres laterales temporales de la cuerda superior. Brace first truss well �— before erection of additional trusses. Top Chord Temporary Lateral Bracing (TCTLB) min. BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO QThis bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Spreader bar for Es aciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' truss bundles \i. Hasty 30 pies ea��e 30' to 45' 8' o.c. max. 30 a 45 pies QCheck banding Revise los empaques prior to moving antes de mover los bundles. paquetes de trusses. Avoid lateral bending. — Evite la fiexi6n lateral. Do not store No almacene unbraced bundles verticalmente los upright. trusses sueltos. 0 Do not store on No almacene en uneven ground. tierra desigual. HAND ERECTION — LEVANTAMIENTO A MANO QTrusses 20' or , ; % ; , Trusses 30' or less, support less, support at at peak. r quarter points. r Levante Levante de del pito los los cuartos trusses de 20 de tramo los pies o menos. trusses de 30 E Trusses up to 20' i pies o menos.E Trusses up to 30' Trusses hasta 20 pies I Trusses hasta 30 pies HOISTING — LEVANTAMIENTO QHold each truss in position with the erection equipment until temporary bracing is installed and truss is fastened to the bearing points. Sostenga cada truss en posici6n con la gr6a hasta que el arriostre temporal este instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. No levante del pini IDs trusses de mos de 30 pies. Greater than 30' Mas de 30 Dies HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS 60' or less Approx.�I truss length Tagline TRUSSES UP TO 30' TRUSSES HASTA 30 PIES Toe -in ��i �� Toe -in Spreader bar 1/2 to 2/3 truss length Tagline TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spreader bar Attach above or stlffback 10' o.D. max. mid -height E— Spreader bar 2/3 to I 3/4 truss length �II TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE QRefer to BCSI-B2 Summary Sheet - Truss Installa- o R and Temporary BradM for more information. Vea el res6men BC5I-B2 - Instalad6n de Trusses s y Arriostre Temper para mayor informaci6n. Q i Do not walk on unbraced trusses. No Gamine en trusses sueltos. QLocate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tierra para el primer truss directamente en linea con cada Una de las filas de arriostres laterales temporales de la cuerda superior. Brace first truss well �— before erection of additional trusses. Top Chord Temporary Lateral Bracing (TCTLB) min. BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO QThis bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Lon itud de Tramo Es aciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasty 30 pies 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies maximo 45' to 60' 6' o'c. max. 45 a 60 pies 6 pies maximo 60' to 80'* 4' D.C. max. 60 a 80 les* 4 les maximo *Consult a Professional Engineer for trusses longer than 60'. 'Consulte a un Ingeniero para trusses de mas de 60 pies. See BCSI-B2 for TCTLB options. Vea el BCSI-B2 para las options de TCTLB. I - ® cl� BCSI-86 Sheet - d Erdme Repeat diagonal braces. 6men - ArtiostreRepita los arriostres terminal diagonales. cho a dos aquas. Set first five trusses with spacer pieces, then add diagonals. Repeat 10 process on groups of four trusses until all trusses are set. Instate los Gino primeros trusses con espaciadores, luego los arriostres diagonales. Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4xl2' length lapped over two trusses. , 10'45' max. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web Diagonal braces every 10 truss spaces (20' max.) 10'-15' max. same spacing as bottom chord Some chord and web members not shown for clarity. lateral bracing t6DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! 46 BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 ® Refer to BCSI-B7-B7 Maximum lateral brace spacing Out -of -Plumb. 1/4" T Summary Sheet Tolerancias para, 1/2" 2' 10' o.c. for 3x2 chords Fuera-de-Plomada. n 3/4" 3' - Temporary and Permanent 15 15' o.c. for 4x2 chords Diagonal braces Bracing �0' Of 2° ?33.3' every 15 truss for Parallel Chord 2° 1 a 8' spaces (30' max.) Int for more ® Do not proceed with construction until all bracing is securely Maximum Stack Height and property in place. information. No proceda con la construcci6n hasta que todos los arriostres esten Colocados en forma apropiada y Segura. Vea el res6men BCSI-B7 - Artiostre temporal y permanente de The end diagonal Misses de cuerdas brace for Can paraleWi para mayor trusses must be placed Lateral braces upulluauthl. an vemcal wens In line 21(4x11' lengln lappea with the support. over two trusses. INSTALLING - INSTALACION zTolerances for Out -of -Plane. — Tolerancias para Fuera-de-Plano. Max. Truss -..Length —► Max. Bow Max. Bow BOW Length r g ---- 3/4° 12.5' Mex. Bow Length —► � L' f Length ► I I 7/8° 14.6' QTolerances for D/50 D (ft.) 1° 16.7' Out -of -Plumb. 1/4" T 1-1/8° 188' Tolerancias para, 1/2" 2' 1-1/4° 20.8' Fuera-de-Plomada. n 3/4" 3' 1.3/8° 22.9' c I Plumb bob 1" 4' 1-1/2° 25.0' 1-1/4° 5' 1-3/4° 29.2' D/50 max I 1-1/2° 6' 2° ?33.3' 1-3/4" 7' 2° 1 a 8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION ® Do not proceed with construction until all bracing is securely Maximum Stack Height and property in place. for Materials on Trusses No proceda con la construcci6n hasta que todos los arriostres esten Colocados en forma apropiada y Segura. Do not exceed maximum stack heights. Refer to 5051 -Bi Summary Sheet -Construction Loading for more information. No exceda las maximas alturas recomendadas. Vea el res6men BCSI-B4 Carga de Construod6n para mayor informaci6n. .r I'!r Do not overload small groups or single trusses. / I I No sobrecargue pequefios grupos o trusses individuales. Melenic) Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 8" Clay Tile 3-4 tiles high QPlace loads over as many trusses as possible. P, Coloque las cargas sobre tantos trusses tomo sea posible. QPosition loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES ® Refer to BCSI-85 Summary Sheet - Truss Damage. lobs'[ Modifications and Installation Errors. Vea el res6men BCSI-B5 Dafios de trusses. Modificeciones en la Obra y Emores de Instalad6n Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No Corte, altere o perfore ning6n miembro estructural de los trusses, a menos que este especificamente pem itido en el dibujoAD� del diseno del truss. ® Trusses that have been overloaded during Construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la mnstrutxi6n o han sido alterados sin Una autorizad6n previa del Fabricante de Trusses, pueden reducir o eliminar la garantia del Fabricante de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and vane operator (if applicable) are ca- pable to undertake the work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding construction pracdces from a competent parry. The methods and procedures outlined are Intended to ensure that the overall construction techniques employed will put floor and roof trusses Into place SAFELY. These recommendations for handling, Installing and bracing wood trusses are based upon the collective experience of leading technical personnel In the wood truss Industry, but must, due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer or Erection/Installation Contractor. It is not Intended that these recommendations be Interpreted as superior to any design spedfication (provided by either an Architect, Engineer, Ne Building Designer, the Erection/Installation Contractor or otherwise) for handling, Installing and bracing wood trusses and It does not preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by the truss Erection/Installation Contractor. Thus, the Wood Truss Council of America and the Truss Plate Institute expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and Information contained herein. WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane ° Madison, WI 53719 218 N. Lee St., Ste. 312 ° Alexandira, VA 22314 608/274-4849 ° www.woocitruss.com 703/683-1010 ° www.tpinst.org , 6IWARNIlx17 20050501 iADVIE RTiE N[111101,11111111111111A! HO]A RESUMEN DE LA GUTA DE BUENA PRAGTIGA PARA EL MANEJO, INSTALACION Y ARRIOSTRE DE LOS TRUSSES DE MADERA GONEGTrADOS CON PLAGAS DE METrAL