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HomeMy WebLinkAbout041-620-007041-620-007 04-125i i ( y � y j ij _F �-_ 4t}( ` s ._ >^ii ���+ � •. ;' � 3y s� �S:><+ crkC 5 a'.� t ate•- .. ,?yt�'y�'r ..y, j�3 s 35 �Ff� tnijtljfli,�j� t) r- ; , '�,a�i ,� �' tj" �S' _'.r•J, �` i 1 raft ir�T..'� s �` 1 5,x•4 1(�T;rf+i F 1 }' - - Y i;s. t r {5 =.y- _ � �ax {�L "�''-�►ifyM7,f:.'�� ti r�- y , } ri3 ii It tfd ��e s tai i¢;l NOTES RESIDENTIAL PERMIT NO. 041-620-007 04-1250 �''���1 FINCH, GENES i'.erva�•e.( v W. C.o/-fy Q^�� ! 4442 , PARADISE Cont: DAND M CONST t NSP 2889SQ FT/ATT GARAGE SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER "OFFICE COPY �. Address 1 JOB FINALED (at w Signature- GAS Meter By ELECTRIC Meter By Date Date 1 JOB FINALED (at w Signature- J=OK 0 = Not OK . = Not Readyable MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'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-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L 'ft. / P Nat. or / /" L "ft./ P LPG MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 7. Well Clearance & Disconnect 2. 8. Utility Clearance 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. Date 7. Card B-1 Date Card B-1 - Date Frmg.; Sills-Anchors-Studs-Rftrs-Trusses Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s Card B-1 Date Card B-1 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) Card B-1 Date Card B-1 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 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 0 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-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 0 J=OK 0 = Not OK - = Not Applicable . = Not Ready RESIDENTIAL (Single & Duplex) Date UNDEAFLOOR (Plans) OK except #'s / 'f./Fj@^Main; Soils -Elect GrRd.-/ */U' Ftg. Depth Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth t�,., Porches & Decks; Soils -Steel-/ %" Ftg. Depth 5LAtkmwalls, Main; Steel -Blockouts-Wrapped . 6. and Special Anchors / 1A 8! P' s -Fire lace Ftg.-Steel q/ V D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test ater Pipe; Test -Anchors -Regulator -Service Test la,,Electric Underground Hums & Ducts; Clearance -Material -Support -Ins. Irders-Sills-Anchor Bolts-Joists-Vents-Crippies ess & Ventilation ,Va—Inablation Date Card B-1 Date Card B-1 Date Xf>1 Card B-1 Date Card B-1 Date PLUMBING ( ermit) OK except #'s 17. Water Htr.; Vent -Access -Combustion Air Baffle 18. Water Pipe; Test & Anchor -Nail Protection 19. D ; Test Fittings & Anchor -Nail Protection - O Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. 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 Fixture & Transformer Clearance -Ins. Protection 2 lec. Receptacles Spacing -Lights & Switches at Doors 25e*5ize Boxes & No. of Conductors Stapled 27,,96—mex Installed Close to Edge of Studs & C.J. 28�. ,ip. Ground made up w/Mech Fasteners -Bond Gas & Water 2 Appliance Circuits in Kitchen & Conductor Size GFI 3p! Subfeed Wire Size/ 2�ga. AI-A.C. Wire Size/ /ga Cu or At 3Vange Circle/- lWga ft or AI -Oven Circ. / /ga Cu or Al Insulated Neutral ❑ No 3ice-Riser Conductors & Ground Main Disconnect 33e!�Eip. Clearances Panels-Motors-Mech. Equip. 34. C hes Closet Light -Shower Light -Spa Light 3 . Smoke Detector Date 4 Z eh Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 36. A.C. Ducts Insulation & Support 37. Vent Fan, Exhaust above insulation 38. Condensate Drain & Overflow, Size & Grade 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 40. Attic Access & PI tform if Furnace in Attic Datey / Card B-1 Date Card B-1 Date rF � Card B-1 ° Date Card B-1 Date FRA (Permit) OK except #'s Sills Proper Materials & Anchors 4 fills Studs -Nailing Spacing & Braces -Plates -Sound 4q,Ae2ring Walls over Girders & Floor Nailing 44 raft Stop in Walls (rat proof) 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 4k.19eaders & Beams -Size & Bearing Date FRAMING (Continued) 47 Hangers -Post Caps -Anchors -Connectors A. Cling. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rtng. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 5 . Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 5 . drm. Windows or Exiting Doors -Sill Ht. & imensions 5 . Garage Fire Protection Framing -RC &At6nel 55croperty Line Firewall & Openings 5 Ext. Doors -One 3' -Check Garaae 3rd Storv, 2 Exits fairs; Width -Headroom -Rise -Run -Landing -Fire Protection 5 Plvwood on Roof Overhana-Attic Vents -Rafter Outriaaers -Nailina Veneer 58/Skucco Mesh -Drip Screed -Fd. Vents-Underflr. Access "( V. brace Int*or/Ext6k6r Wall Panels 6 . Insulation -Walls -Ceilings 63. Infiltration -Wall Window Date Card B-1 Date Card B-1 Date Card B-1 Date. Card B-1 Date FINAL (Whs) OK except #'s r54_-Ext!Steos-Door & Sideliaht Protection- Land inas 6&--,ru-rnace nts-clearance-Comb, Air -Connector - In age; Above Floor-Ducts-Mech. Protection &?-tedpa6m Exiting 6 G.F.I�th Fixtures & Tub Access -Spa 6 ec. Trim & Suboanel. Breaker Sizes & Labels 70. 7 Ir c or Stove, Clearance -Hearth 72e-'151!,utlets at Wood Panel, Int. & Ext. 7 i ppliance; Ground -Air -Gap -Cooking Cleara ce 7 E . Outlets & Receptacles at Kit. Counter 78- G e Fir -Door; Swing -Landing -Closure 76--A,peuct in Garage -Damper 7 tr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. . in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 8 sulatierfFoam-Looked in Attic 81,J26ard _Rads & Deck Construction -Post Caps 82. VBents & Crawl Hole Door Drainage & Wood -Earth CI a Looked unde or ❑ Yes _ Pie/ ollo i Instld./Drive es O No/Walks es O No/Planters ZrYes O No cco Brown -Finish A.C. U Ot Disconnect, Electrical -Plumbing 8 nt ove Roof, Plbg-Appliance-Fireplace-Clearance to Openings at!L,Well, Disconnect, Electrical, Plumbing xterior Elec. Trim, G.F.I. Receptacle -Underground ~ 89. Venti ' n Throughout House ---- lass Prot ction 9 orre s from Previous Inspections 9 as st=Meters Tagged, Gas -Electric 9 . Wat Sewer Connected -C/O to Grade -HD Approval gy Compliance Certificate -Other Certificates 95, Address Posted 96. Fire Sprin DatCard B Date Card B-1 Date Card B-1 Date Card B-1 Date Card B 1 Date Card B-1 Comments at Final: BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAX#: (530)538-2140 WEBSITE: www.buttecounty.net\dds PERMIT NO. BP041250 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date: APN: 041-620-007-000 the Business and Professions Code, and my license is in full force and effect. License Class: T) 0 i e— License Number: 'J r3 b0 7 Z Site Address: 4442 CASA DEL REY PAR Date: 7 Zv v Contractor:? _—,., , b'l Map Index: Description: NSF(2970) GAR (825) OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior Owner: GENE FINCH 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 P O BOX 374 the Contractor's State License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or PARADISE, CA 95967 she is exempt therefrom and the basis for the alleged exemption. Any (530) 872-7862 violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Applicant: GENE FINCH Code: The Contractors' State License Law does not apply to an Pp owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). ❑ I, as owner of the property, am 'exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, Contractor.- D AND M CONSTRUCTION COMPANY and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ❑ I am Exempt under Article 3 of the Business and Professions Code 4222 CO ROAD S ORLAND, CA 95963 Date: Owner: (530) 892-8008 WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: License #: 536872 ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Architect: El have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of Engineer: the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: Total Square Ft: 3795 S.F. Valuation: $212,850.00 Policy #: fd' I certify that in the performance of the work for which this permit is issued, 1 shall not employ any person in any manner so as to Census Code: become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those. provisions. Date: 7 CIAI Ik Applicant: WARNING: Failure to securwor rs' compensation coverage is unlawful, and shall subject ane er to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and aftomey's fees. f j x 5 )x%^, � _r - CONSTRUCTION LENDING AGENCY--•--- —This perrrc,'. its hereby iisssved-undecthe applicable provisions of the 80e.County CodA ?nrUor, I hereby affirm that there is a construction lending agency for the Resolutions to do work is ed above for which fees have been paid. - performance of the work for which this permit is issued (Sec 3097 Civ.) BY Date: Name: D U PERMIT EXPIRES ON: Address: Date ❑ I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purposes. PrintName: lG r„ c�R z— Signature: U Date: /4"/ ❑ Owner lid' Contractor ❑ Agent for Owner ❑ Agent for Contractor I I "INSULATION CERTIFICATE Job Number::::::::: ........50Q5....... :- ............. ..................... ....................... .......... ........... : ............ I .............................................. .................................................... 4....4..-. 2:Skri4: eFS0kPAradeXA*-- Contractor/Owner Name - ...... Job Address (street, city, state) ................. ... .......... . ............. : ................ ............... ...... .......... County Subdivision Name Lot Number DESCRIPTION OF INSTALLATION 1. ROOF 3. EXTERIOR WALL Frame A. Cavity Insulation .......... Material: ............... Thickness ...................... .. ...................... B. Exterior Foam Sheathing Material: T Thickness inches ........................................................ 4. RAISED FLOOR ........................................................................ ............ Thickness (inches): . . 5. SLAB FLOOR/PERIMETER .............. ....... Thickness (inches): ............. . ........ Perimeter Insulation Depth ..................... 6. FOUNDATION WALL ................................................ Thickness (inches):::: Br"d Name: 46fiiii ... M ... in' ... v"ifte"'t ... K ... n'*a' ... u'f­'::':::`:: ............ . ....... Thermal Resistance .. . ......... ..... 4 ....... 4 ....... Brand Name:.......... s: ........ * ........... . aauf Thermal Resistance ................................. 0 ........ I ............ Brand Name: .......... Thermal Resistance Brand Name: Thermal Resistance (R -Value):::'""":,"*'* ................. .............. .......... : .............. Brand qwd; ........... ................... Thermal Resistance DECLARATION I hereby certify that the above insulation was installed in the building at the above location in conformance with the current Energy Efficiency Standards for residential buildings (Title 24, Part 6, California Code of Regulations) as indicated on the Certificate of Compliance, where applicable. ............ .......... . ......... .. ...... .. kl&# — uro .. .Insulation........................................... ..... . ... .... ... ..... Item Number's Si atu and D& Installing Subcontractor (Co. Name) or Item Number's Signature and Date General Contractor (Co. Name) or Owner Installing Subcontractor (Co. Name) or General Contractor (Co. Name) or Owner AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building 3 permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this. property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Date -7 — Zl;> PROPERTY OWNERS: ?: State of California ) County of --5 On 041 be ipre me, personally appeared 7Z • e,j 1� �L� - personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. pl Signature Seal: Oe r Q�?46e'° fht�9 MARSHA VIERRA b: Comm. #1278711 NOTARY PUBLIC CALIFORNIA a V � K- P-1 (' y w �D ©.•.0 ��r BUTTE COUNTY J My Commission Expires Oct. 26, 2004 d 2004-0043937 Recorded I REC FEE 13.00 Official Records I CONFORM 1.00 CouuntyyOf COPIES 3.00 CANDACE J. GRUBBS I Recorder I ROSEMARY DICKSON I Assistant I Kathyh 10:59AM 20 -Jul -2004 I Page 1 of 3 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building 3 permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this. property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Date -7 — Zl;> PROPERTY OWNERS: ?: State of California ) County of --5 On 041 be ipre me, personally appeared 7Z • e,j 1� �L� - personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. pl Signature Seal: Oe r Q�?46e'° fht�9 MARSHA VIERRA b: Comm. #1278711 NOTARY PUBLIC CALIFORNIA a V � K- P-1 (' y w �D ©.•.0 ��r BUTTE COUNTY J My Commission Expires Oct. 26, 2004 d Preliminary Report Description Order No. BU -197656-2 CH The land referred to herein is situated in the State of California, County of Butte, and is described as follows: PARCEL I: LOTS 2 AND 4, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CASA DEL REY UNIT M", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 25, 2000, IN BOOK 149 OF MAPS, AT PAGES) 56 THRU 61. THIS DEED IS MADE AND ACCEPTED UPON THE COVENANTS, CONDITIONS AND RESTRICTIONS AS SET FORTH IN THAT CERTAIN DECLARATION OF RESTRICTIONS RECORDEDAUGUST 31,2000,2000-33726, BUTTE COUNTY, CALIFORNIA; ALL OF WHICH ARE INCORPORATED HEREIN BY REFERENCE THERETO WITH .THE SAME FORCE AND EFFECT AS THOUGH FULLY SET FORTH HEREIN AT LENGTH AND GRANTEES BY ACCEPTANCE OF THIS DEED APPROVE, ADOPT, RATIFY AND AGREE TO THE TERMS OF SAID DECLARATION. APN: 041-620-007-000, 041-620-009-000 ' PARCEL H: AN EASEMENT FOR ROAD PURPOSES OVER LOT A, RV STORAGE OVER LOT B, AND SEWER DISPOSAL OVER LOT C, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CASA DEL REY UNIT #1", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 25, 2000, IN BOOK 149 OF MAPS, AT PAGE(S) 56 THRU 61. PARCEL III: AN EASEMENT FOR INGRESS AND EGRESS 40 FEET WIDE LYING 20 FEET ON EACH SIDE OF THE FOLLOWING DESCRIBED LINE: THAT PORTION OF THE LANDS OF ROBERT CONWAY BEING A PORTION OF THE NORTHWEST ONE QUARTER OF THE NORTHWEST ONE QUARTER OF SECTION 6, TOWNSHIP 21 NORTH, RANGE 4 EAST, M.D.M, AS SHOWN ON THAT CERTAIN RECORD OF SURVEY FOR ROBERT CONWAY, FILED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 22, 1985, UNDER BOOK 101 OF RECORD OF SURVEYS, AT PAGE 9, MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF SAID SECTION 6; THENCE NORTH 891 282211 EAST, ALONG THE NORTHERLY BOUNDARY OF SAID SECTION 6, 868.88 FEET TO A POINT ON THE WEST RIGHT OF WAY LINE OF PENTZ-MAGALIA HIGHWAY AS SHOWN ON SAID RECORD OF SURVEY, SAID POINT ALSO BEING ON A NON -TANGENT 5040 FOOT RADIUS CURVE, CONCAVE EASTERLY FROM WHICH A LINE TO THE RADIUS BEARS NORTH 840 08' • Uvjff b Preliminary Report Order No. BU -197656-2 CH PARCEL III: CONTINUED 57" EAST; THENCE SOUTHERLY ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 30 32' 13", A LENGTH OF 311.13 FEET, THENCE SOUTH 90 23' 16" EAST, 654.00 FEET TO THE TRUE. POINT OF BEGINNING OF THE HEREIN DESCRIBED EASEMENT; THENCE SOUTH 800 36' 44" WEST, 344.00 FEET TO THE END OF SAID EASEMENT. BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAX#: (530)538-2140 WEBSITE: www.buttecounty.neAdds PERMIT NO. BP041250 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date•- APN: 041-620-007-000 the Business and Professions Code, and my license is in full force and effect. License Class : } 1 I �— License Number: J 3 b67 Z Site Address: 4442 CASA DEL REY PAR Date: -7 Zv n ContractoCL J�nVIl� V'l ��KS}► �c+r� c°o Map Index: Description: NSF(2970) GAR (825) OWNER -BUILDER DECLARATION I I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior Owner: GENE FINCH to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 commencing with Section P O BOX 374 7000) of Division 3 of the Business and Professions Code) or that he or PARADISE, CA 95967 she is exempt therefrom and the basis for the alleged exemption. Any (530 ) 872-7862 violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Applicant: GENE FINCH Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, Contractor: D AND M CONSTRUCTION COMPANY and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ❑ I am Exempt under Article 3 of the Business and Professions Code 4222 CO ROAD S ORLAND, CA 95963 Date: Owner: (530) 892-8008 WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: License #: 536872 ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ I have and will maintain workers' compensation insurance, as Architect: required by Section 3700 the Labor Code, for the performance of Engineer: the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: Total Square Ft: 3795 S.F. Policy#: Valuation: $212,850.00 2' I certify that in the performance of the work for which this permit is Census Code: issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: Applicant: WARNING: Failure to securwor rs' compensation coverage is unlawful, and shall subject an a er to criminal penalties and one / J hundred thousand dollars ($100,000), in addition to the cost of '- (u*' ✓✓✓ J'( U compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. rtthe CONSTRUCTION LENDING AGENCY Thispermitis hereby issued under applicable provisions of the Butte County Coda anNor I hereby affirm that there is a construction lending agency for the Resolutions to do coo is ed above for which fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) -� . X - 6 Name: By: Date: z L( - e) 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 or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purposes. 7,,k Name: I,,k F STD Q Z Signature: h IT Date: 0 Owner til' Contractor ❑ Agent for Owner 0 Agent for Contractor I BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION 24 HOUR INSPECTION M (530).538-7636 (OROVILLE) (5 34-( CHICO) OFFICEM (530) 538-7541 PERMIT NO.. BP DATE: APN:/ � ^ '? ZONING: OW R'S LA T NAME: OWNER'S FIRST NAME: PHONE S ET ADDRESS: FAX CITY, ZIP: E-MAIL: SITE ADDRESS: ®7/- Z P ` CITY. ZIP:/T/ / (.� �G! • l!f t �U NEAREST CROSS STREET: TRACTILOT B APPLICANT NAME: � . � �G PHQNE� �j (F/fA�XCITY, STREET AD RESS: � no. rP CONTRACTOR NAME:Aj f ONE � �+ s• STREET ADDRESS: Vr /! CITY, ZIP: j 'y� E-MAIL: LICENSE NUMBER LICENSE TYPE ARCHITECT/ENGINEER NAME:c,�� PHONE STREETADDRESS. FAX CITY.ZIP- // / G U Com. S LICENSE NUMB E-MAIL:* DESCRIPTION OR SCOPE OF WORK: �,,-► 9F -7C) G .., (28sQ n-rr cse_ szs ❑ 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, anew application, plans and fees 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. For office use only: / X47.02 Notes: Application Received by: Date: 51304 Receipt number: Amount Received: .2000 - `— COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION OWNER: FIr lC N 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET ASSESSOR PARCEL NUMBER 6 4 1 • 4- P'e:' - 04n' Proposed Building Use: K I CP F Counter Technician: V �l Date: S 3 Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. ,0 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. . '.9 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and.signed„calculations. 4. Engineered truss details and layouts in duplicate. No faxes! 5. Letter from Engineer or Architect for truss design review. 6. Energy compliance design and supporting documentation in duplicate. it 0 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings., ❑ 8. Manufactured homes: (A) Data sheets and installation inst, (B) Marriage line info; (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. s ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, .(C)oElevations in triplicate. (D) Floor plans in triplicate. All cf these must be stamped and wet -signed by the engineer. �. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate f,Ctrs ❑ 11. Site plan and business license approval from the City of Biggs; a' ❑ 12. Letter of intent for. non-residential buildings ❑ 13. Detached Access6ry Building Form filled out by the owner ❑ g..1 4. Hazardous Material Form 00015. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable. ❑ 16. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) ❑ 17. Fire Sprinklers............................................................................................ ❑ 18. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 19. Soils Report and/or Engineered Foundation required ........................................... ........ 20. Erosion Control Plan Required........................................................................ ........ 21. Fees as shown on the attached Schedule of Fees Due Sheet .............................. 7- 22. City of Chico Plumbing permit....................................................................:.... 7 A/ 23. California Department of Forestry plan approval ❑ paid. Sent by: ............. 24. Planning approval (A) Use: a (B)Parking: (C) Parcel Check: ' 5 -1)((3 ❑ 25. Contact Land Development about _ Improvements, _ Drainage ......................... 4,1 26. NPDES Form.............................................................:.............................. ❑ 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Pre -Inspection for required....... ❑ 29. Contractor's license information. (Number, Name Style, Classification) ................... ❑ 30. Worker's Compensation Carrier and Policy Number .......................................... ❑ 31. Owner -Builder Verification (_ Given to owner, _Mailed to owner) ..................... 2. Letter of Signature authorization ........... ................................................ .......... . 3. Recorded copy of Agricultural Acknowledgment Statement.............. ❑ 34. Manufactured home utility clearance............................................................. ❑ 35. Existing violations and/or expired permits......................................................... ❑ 36. Deed Restriction......................................................................................... ❑ 37. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 38. Other: ❑ 39. Other: When issued Telephone Ai"i, - r Gid-. and hold for pickup. I have been inf a of the above items and requirements for obtaining a building permit. Applicant: 1�0 Date: -1- 3 a 1. Index permit application for the above items numbered: Plan CheA Lett 2. Additional items required Contractor, designer, owner, was advised of the above da,tAy 4 p ne, ❑mail, C3 counter, by Date: Contractor, designer, owner,s advised of the abv a ota by ❑ phone, ❑ mail, ❑ count7,b Date: Plans reviewed by: Li Date: Plans approved by: Date : 7 Structural reviewed by' Date:0 Structural approved by: Date: V Note transfer by: D Yellow: Building Division COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 TELEPHONE (530)538-7541 SCHEDULE OF RECEIPT OF FEES OWNER T;,J GN A.P. # 641. 62 0 •007 PROPROSED BUILDING USE 0SF (2-7 70) ATT Gst-j2 070 DATE 5-3. 04- RECEIPT # DATE REC. 0�1. BUILDING PERMIT FEES --- Balance Due ..................... $ --- Additional Fees Due........... $ --- Revised Plan Checking Fee.... $ V111 � S HOOL DISTRICT FEES 7A aA c> 1 S r_— �� Q (paid at School District Office) (form available after Plan Check) 3. SHERIFF FEES (paid at Building Division) _ esidential............ X $360.00 =$ 3�• Units -' Commercial (sq. ftg.)..... X $0.03 = $ Sq.Ftg. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit)..... X = $ # Units Amt. Commercial (Sq. Ftg.).... X —=$ r Sq. Ftg. Amt. 5. RECREATION DISTRICT FEES (paid at Recreation District Office) (form available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK FEE .$99:69 (paid at Building Division) 1 5:2.q8 8. WATER TENDER FEES BATTALION # $200.00 (paid at Building Division) 9. NORTH CHICO SPECIFIC PLAN (paid at Building Division) Residential Zone X = $ Zone # Units Amt. Commercial (sq. ftg.) ......... ✓ 16,�iER �*''t i P X =$ Sq. Ftg. Amt. :*Z1.aq bs'blo z *04 - At time 'f permit applica ' , I was advised the,,above fees are required to be paid prior to issuance of the permit. These fees may be changed d th Ian checking process. APPLICANT DA� .3 Pursuant to Government Code Section 66020, you are hereby notified that items, 2, 3, 4, 5, 6, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Division Yellow -Applicant Pink -Owner (rev. 2/2003) zzY/9 ✓O �/C�c�s7` �. m ', ',, „ In .' .- z :;a� `y'I k -sr � -: r' 3r • � 1;." <. -:k, >�.. n y3l f , 1 • ' atrl�R .•J�.�. J A . •�4i � t 1 " � . A •6. , � � ' , •ia.Rf K r e N j, Y _ fij 4 �a _. p i .. ILi. BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District 1011, Sb ` Building Department No. A.P. Number 41 1-4 o Jurisdiction: City County Property Owner 1 }� !� 77� A C'! A Property Location/Address CL.;f7 0 4A g2 Subdivision Lot No. ........................................................... :........... _......................... Residential Development Q Q Q € Sq. Footage �V 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) 0 «. Sq. Footage Addition (Including Exterior Roofed Areas) 6 -0 11( Date Commercial/Industrial Q New District Identification No. �5 *14aool District certifies that 4 (Applicant) (Stree Address) (Phone Number) . � (City) / (State) (Zip Code) has complied with the requirements of Resolution No. / by payment of $ (�u representing —7V square feet.' 2926 $ g FULL MITIGATION $ .. .z•w+.; ;1'-- moi,.. � .. ..l.G?:,+r`' ,•;... :t --r � '�:-.i�'•�^r• �� .., :---.a .� -� School District Representative `1 Date Paid by Check # // & Nodde: You may protest the Imposition of the has Identified above by submitting a written protest to the District, In compliance with Govenn lent Code section 66020(a), within 90 days from the dab hes are paid. Failure to submit a timely written protest will'prohibit you tram challenging the Imposition of the hes In any court action K, subsequent to the School District Representative signing this Butte County Schools'Impact Fee Certification Form,, the School District is ratified by the applicable Local Planning Agincy that this protect is being reviewed under the California ErMromnntai Quality Act (CECIAh this project may be subtract to adilklonal school hes to fully mitigate its inped on the school dbtrkft schools. White (applicant), Yellow (building department), Pink (school district) feeform.xis 110/03)dmm 1 A. AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 COPY of Document Recorded 20 -Jul -2004 2004-0043937 Has -not been compared with original BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT . Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. . All that real property situate in the County of Butte, State of California, described as follows: Date "7 •- ZJ L:� `4 State of California County of - ale_ On 7—•/— OZ/ PROPERTY OWNERS: me, ;)��6� b personally appeared, "7;�_> • - j personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument; the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Sign atuSeal:�5 `°`'� ^ MARSHA VIERRA Ck)mm. #127 8%11 NOT/aRY PUBLIC CALIFORNIA 0 A.P. # (0 ;� Q r 00-7 i ` K BUTTE COUNTY y mly Commission Expires OCI.26, 2004. 6 Preliminary Report Description Order No. BU -197656-2 CH The land referred to herein is situated in the State of California, County of Butte, and is described as follows: PARCEL I: LOTS 2 AND 4, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CASA DEL REY UNIT #1--, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 25, 2000, IN BOOK 149 OF MAPS, AT PAGE(S) 56 THRU 61. THIS DEED IS MADE AND ACCEPTED UPON THE COVENANTS, CONDITIONS AND RESTRICTIONS AS SET FORTH IN THAT, CERTAIN DECLARATION OF RESTRICTIONS RECORDEDAUGUST 31,2000,2000-33726, BUTTE COUNTY, CALIFORNIA; ALL OF WHICH ARE INCORPORATED HEREIN BY REFERENCE THERETO WITH .THE SAME FORCE AND EFFECT AS THOUGH FULLY SET FORTH HEREIN AT LENGTH AND GRANTEES BY ACCEPTANCE OF THIS DEED -APPROVE, ADOPT, RATIFY AND AGREE TO THE TERMS OF SAID DECLARATION. APN: 041-620-007-000, 041-620-009-000 PARCEL II: AN EASEMENT FOR ROAD PURPOSES OVER LOT A, RV STORAGE OVER LOT B, AND SEWER DISPOSAL OVER LOT C, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CASA DEL REY. UNIT #1", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 25,• 2000, IN BOOK 149 OF MAPS, AT PAGE(S) 56 THRU 61. PARCEL III: AN EASEMENT FOR INGRESS AND EGRESS 40 FEET WIDE LYING 20 FEET ON EACH SIDE OF THE FOLLOWING DESCRIBED LINE: THAT PORTION OF THE LANDS OF ROBERT CONWAY BEING A PORTION OF THE NORTHWEST ONE QUARTER OF THE NORTHWEST ONE QUARTER OF SECTION 6, TOWNSHIP 21 NORTH, RANGE 4 EAST, M.D.M, AS SHOWN ON THAT CERTAIN RECORD OF SURVEY FOR ROBERT CONWAY, FILED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 22, 1985, UNDER BOOK 101 OF RECORD OF SURVEYS, AT PAGE 9, MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF SAID SECTION 6; THENCE NORTH 89° 28'22" EAST, ALONG THE NORTHERLY BOUNDARY OF SAID SECTION 6, 868.88 FEET TO A POINT ON THE WEST RIGHT OF WAY LINE OF PENTZ-MAGALIA HIGHWAY AS SHOWN ON SAID RECORD OF SURVEY, SAID POINT ALSO BEING ON A NON -TANGENT 5040 FOOT RADIUS CURVE, CONCAVE EASTERLY FROM WHICH A LINE TO THE RADIUS BEARS NORTH 84° 08' CONTINUED -Preliminary Reports Order No. BU-1 -97656-2 CH PARCEL III: CONTINUED 57" EAST; THENCE SOUTHERLY ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 30 32' 13", A LENGTH OF 311.13 FEET; THENCE SOUTH 90 23' 16" EAST, 654.00 FEET TO THE TRUE. POINT OF BEGINNING OF THE HEREIN DESCRIBED EASEMENT; THENCE SOUTH 800 36' 44" WEST, 344.00 FEET TO THE END OF SAID EASEMENT. LIMITED STRUCTURAL CALCULATIONS FOR CUSTOM HOME FOR r GEN FINCH D � M CONST. JOB SITE LOT 2 . CASA DEL REY SUBDIVISION, CA AECGKOUr ARCHITECTURE + ENGINEERING + CONSULTING Larry J. Warner A.I.A., ARCHITECT ' - 10 Declaration Dr., SUITE D BUTTE COUNTY CHICO,CALIFORNIA 95973 BUILDING DIVISION 530-892-8008 /APPROVED. 7 14 O UILDING DEPTa COPY PROJECT: FINCH /_D&M CONST RESIDENCE PROD. No. Krenek-finch LOCATION: 'PARADISE, CA DATE: 5/19/03 BY: LJW PAGE 1 OF CODES: Uniform building code, 1997 Edition AISC, Manual of steel construction, 9th Edition ACI, Manual of Concrete Practice, 1988 Edition RITC, Timber Construction Manual MATERIAL: Concrete: f c = 2,500 psi min. @ 28 days Masonry: f c = 1500 psi Mortor: f c = 1800 psi, Type "S" Grout: f c = 2500 psi @ 28 days Steel Reinforcing: ASTM A-615 Grade 40 for #4 or smaller ASTM A-615 Grade 50 for #5 or larger Structural Steel: ASTM A-36 Steel Pipe: ASTM A53 Grade B Steel Tubing: ASTM A500 Grade A or B Machine Bolts: ASTM A307 Grade A Anchor Bolts: ASTM A307 Grade A, unfinished Wood Connectors: Simpson Strong -Tie or equal Wood: Light Framing: Const. Grade Douglas Fir Struct. Lt Framing, Joists & Planks: Doug, Fir No. 2 Beams & Stringers, Posts & Timbers: Doug Fir No. 1 Plywood: A.P.A. Rated sheathing, Grade CD, UBC Std.25-9 Glue -Lam Timber: ANSI / AITC Al 90.1-1983 Simple Spans: 24F -V4 Combination Cantilevers: 24F -V8 Combination LOADS: Roof Live Load: 20 psf Non -Snow Floor Live Load: 40 psf Seismic Zone: 3 Wind Speed: 80 mph Exposure: B Method 2 used unless noted otherwise. Allowed Soil Bearing: 1,500 psf NOTE: Any structural or non-structural items that are not specifically addressed in the following calculations and or details are designed by others and are not the responsibility of AEC Group, Larry J. Warner AIA, Architect. Verification of the soil conditions at the project site to determine the expansive or bearing capacity is by others. AEC GROUP., Larry J. Warner AIA, 10 Declaration Dr. Ste -D, Chico, CA 95973, 530-892-8008 PROJECT: FINCH / D & M RESIDENCE PROJ. No. Krenek-Finch LOCATION: •PARADISE, CA DATE: 5/19/03 BY: LJW PAGE 2 OF ROOF DEAD LOAD CALCULATIONS CONVENTIONAL FRAMED ROOF ROOFING ' 3.0 PSF 1/2" CDX PLY 1.5 TJ1 @ 24" O.C. 1.1 TH@24"O.C. 1.1 5/8" GYP BRD. 2.8 INSUL 0.5 MISC 0.5 TOTAL 10.5 PSF USE 11.0 PSF. TRUSSED ROOF SYSTEM ROOFING 3.0 PSF 1/2" CDX PLY 1.5 TRUSSES @ 24" O.C. 3.5 5/8" GYP BRD. 2.8 INSUL 0.5 MISC 0.5 TOTAL 11.8 PSF USE 12.0 PSF. FLOOR SYSTEM 15.0 PSF SHEATHING 2.3 ( 2x FRAMING FLOOR) (I -JOIST FRAMING FLOOR) INSULATION 3/4" CDX PLY 2.3 PSF 3/4" CDX PLY 2.3 PSF JOIST . 2.2 I -JOIST 1.4 INSULATION 0.6 5/8" GYP BRD 2.8 GYP 2.8 - MISC& INSUL 1.5 FLOORING 1.5 FLOORING 1.5 MISC 0.5 TOTAL 9.9 PSF TOTAL TOTAL 9.5 PSF USE 10.0 PSF. USE 10.0 PSF. EXTERIOR FRAMED WALLS INTERIOR FRAMED WALLS EXT. FINISH 3.0 PSF GYP. BRD 2.2 PSF SHEAR PLY 1.5 FRAMING 2.0 FRAMING 2.0 GYP. BRD 2.2 GYP BRD 2.2 FINISHOES N/A INT. FINISH 0.2 INSUL N/A INSUL 0.3 TOTAL 9.2 PSF USE 9.2 PSF. CONCRETE FLOOR SLAB 15.0 PSF SHEATHING 2.3 FRAMING 3.5 INSULATION 0.5 TOTAL 21.3 PSF USE 21.3 PSF TOTAL 6.4 PSF USE 6.4 PSF. AEC GROUP., Larry J. Warner AIA, 10 Declaration Dr. Ste -D, Chico, CA 95973, 530-892-8008 , I , Column( 97 Uniform Building Code (91 NDS) ) Ver: 5.07 mer AIA, AEC Group on: 08-26-2003: 6:15:24 PM Proiect: KRENEK-F - Loca j : C-DM-1 - r Summary:V 3.5 IN x 3 - ouglas Fir-Larch - Dry Use ec ion dequate By: 58.5% Vertical Reactions: Live: Vert-LL-Rxn= 1248 LB Dead: Vert-DL-Rxn= 1105 LB Total: Vert-TL-Rxn= 2353 LB Axial Loads: PL= 1248 LB Live Loads: Dead Loads: PD= 1074 LB Column Self Weight: CSW= PT= 31 2353 LB LB Total Loads: Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= Cd-Axial= 0.00 1.00 IN Axial Duration Factor. Column Data: 9.0 FT Length:L= Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y-Y Axis): Lv= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 3.50 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 12.25 IN2 Section Modulus (X-X Axis): Sx= 7.15 IN3 Section Modulus (Y-Y Axis): Sv= 7.15 IN3 Slenderness Ratio: Lex/dx= 30.86 Ley/dy= 30.9 Properties For: #2- Douglas Fir-Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity-. E= 1600000 PSI Bending Stress (X-X Axis): Fbx= 875 PSI Bending Stress (Y-Y Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 463 PSI Adiustment Factors: Cd=1.00 Cf--1.15 Cp=0.31 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 192 PSI Allowable Compressive Stress: Fc'= 463 PSI Column( 97 Uniform Building Code (91 NDS) ) Ver: 5.07 By: Larry J Warner AIA, AEC Group on: 08-26-2003: 6:15:12 PM Project: KRENEK-F - Location: C-DM-1 Summary: 3.5 IN x 3.5 IN x,9 FT / #2 - Douglas Fir-Larch - Dry Use Section Adequate By: 58.5% Vertical Reactions: Live: Vert-LL-Rxn= 1248 .LB Dead: Vert-DL-Rxn= 1105 LB Total Vert-TL-Rxn= 2353 LB Axial Loads: PL= 1248 LB Live Loads: Dead Loads: PD= 1074 LB Column Self Weight: CSW= PT= 31 2353 LB LB Total Loads: Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ev= Cd-Axial= 0.00 1.00 IN Axial Duration Factor: Column Data: L= 9.0 FT Length: Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y-Y Axis): Lv= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: dx= 3.50 IN Column Section (X-X Axis): dv= 3.50 IN Column Section (Y-Y Axis): A= 12.25 IN2, Area: Section Modulus (X-X Axis): Sx= 7.15 IN3 Section Modulus (Y-Y Axis): Sv= 7.15 IN3 Slenderness Ratio: Lex/dx= 30.86 Ley/dy= 30.9 Properties For: #2- Douglas Fir-Larch Fc­- 1300 PSI Compressive Stress: Modulus of Elasticity: E= 1600000 PSI Bending Stress (X-X Axis): Fbx= 875 PSI Bending Stress (Y-Y Axis): Fby= 875 PSI Adjusted Properties: Fc'= 463 PSI Fc': , Adjustment Factors: Cd=1.00 Cf--1.15 Cp=0.31 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 192 PSI Allowable Compressive Stress: Fc'= 463 PSI ME 0 INN mmmm 0 mimmm m (Guall momm ELI MEN mmmm NO mmommmomm ME v rl W mm mmma mmm 0 mmmmm I ON mm m m in ON 21-1 11 an no M WD m m m 01 m ION 11 1 mm mm CC . � � ,r ,y���Y �' f �' � t.a. c.�'*° . Mr�V' w . ����5�, ~'�"� �� � �;. k' • +� �,� :'�' . a � • ` � ' � ,� .�: ,t >;�, • , ,i��?:a . . �y . 3.�- �� • `, � � �"�7x i 7AA i'w...+. .�� � �µty�.• °�"z,u ' : a � '� � ,_ � . �. ; �t,i -� �µY_� �' _ � , ,: � ". e r. 'y �[ + . � � ;�;�K 'yY�L: ' � ... 1 t*,.T� a ��� t,"* � . !K,y�t4, ,�.#4 #' . . .._.: e � r .'.z �' �_ ,��„ t, w�. , . �f4 �; .1 ��°�:� � �� r.{T �. � .� ,. b _t kj� :«'; (�dt � _ � n y ... /,t �€R NOTE SHEAR WALL SUMMARY Proj. No Krenek-Finch Lot4 DATE May 15 2003 SHEET' OF GRID WALL SEG. LOAD PANEL PANEL H.D. H.D. LINE SEG. LGTH PLF TYPE No. LOAD TYPE 1 a 7'-0 , 138 B-3 5/ 787 H b c 16-0 138 B-3 5 236 n/a d 6-0 138 B-3 5 849 H e f 2 a n/a b c d e f 3 a n/a b c d e f 4 a n/a b c d e f 5 a b T-0 115 B-3 5 440 H c 4'-0 115 B-3 5 / , 661 H d 6-0 / 115 B-3 5 512 H e 17-0 115 B-3 5 77 n/a f 101-0 115 B-3 5 222 n/a 6 a n/a b c d e f • 7 a n/a b c d e f 8 a n/a b c d e f NOTE c SHEAR WALL SUMMARY Prof'No Krenek-Finch Lot -4 DATE May 152003 SHEET OF GRID WALL SEG. LOAD PANEL PANEL H.D. H.D. NOTE LINE SEG_ LGTH PLF TYPE No. LOAD TYPE A 1 n/a 2 3 ' 4 5 6 B 1 3'-0 242 c 7 / 1910 H 2 3'-0 242 c 7 1941 H 3 4'-0 242 c 7 1879 H 4 4'-0 242 c 7 1879 H 5 6 c 1 n/a 2 3 4 5 6 D 1 n/a 2 3 4 5 6 E 1 7'-0 130 B-3 5 102 n/a 2 3'-6 / 130 B-3 5 634 H 3 4'-0 130 B-3 5 557 H 4 4'-0 130 B-3 5 •557 H 5 16-0 130 B-3 5 n/a n/a 6 F 1 n/a 2 3 4 5 6 G 1 2 / 3 8'-0 92 B-3 5 ! 106 n/a 4 8'-0 92 B-3 5 .106 n/a 5. 6 H 1 n/a 2 3 4 5 6 COLLECTOR, SUMMARY GRID PANEL PANEL DIAPH .. COLLECTOR LOAD LINE C-2 PLF LENGTH PtoP SEGMENT 1 end a 75 5 375 a c 75 3 225 c d 75 5 375 d end 75 3 225 0 2 N/A 0 0 0 0 0 3 N/A 0 0 0 0 0 4 N/A 0 0 0 0. 0 5 end b 64 4 256 b c 64 3 192 c d 64 4 256 d e 64 4 256 e f. 64 27 1728 6 N/A 0 0 0 0 0 7 N/A 0 0 0 •0 0 8 N/A 0 0 .0 0 0 0 0 0 0 0 ,0 COLLECTOR C-2 C-2 n . C-2 V C-2 C-21 C-2 _ W C-2 C-2 C-2 0 STRAP SPLICE COLLECTOR SCHEDULE Krenek-Finch Lot -4 GRID PANEL PANEL DIAPH COLLECTOR LOAD t@ COLLECTOR STRAP LINE PLF LENGTH PtoP SEGMENT SPLICE A N/A 0 0 0 0 t 0Ct�0 B 1 2 65 5 325 C-2 ? 2 3 65 28 1820 C-2�' 3 4 65 7 455C-2 4 end 65 3 195 C-2 0 C N/A 0 0 0 0 0 D N/A 0 0 0 0 0 E end 1 63 8 504 C-2 1 2 63 6 378 C-2 2 3 63 7 441 C-2 3 4 63 6 378 C-2 4 5 63 10 630 C-2 2 J F N/A 0, 0 0 0 , 0 . G 3 4 59, 9 531 C-2 0 0 0 0 H N/A 0 0 0 0 0 0- SHEAR WALL SCHEDULE per ER -2403 PANEL PANEL LOAD 7 SHEATHING TYPE No. PLF A 1 100 1/2" GYP BRD ONE S ............................................................................................................. B 2 180 B-1 3 175 B-2 4 200 B-3 v 165 B-4 6 200 Upadated 10/01/02 1,2,5,7 EDGE 9 NOTE NAILING unblockd) 2 5d 5/8" GYP BRD ONE SIDE (blocked) 2 1/2" GYP BOTH SIDES 2 3/8" COX 2 THREE'COAT STUCCO 2 8, 1/2" GYP INTERIOR FACE 2 2 PAGE FIELD 9 A.B. SIZE & SILL 3,4 A -35F 8 NAILING SPACING NAILING CLIPS sd. ..................... ��2::.��.72':...........Ied'2. 2:'........ 48" 0: . .. .. . . .... ............. .............. .............. .......................... ....... .....................................; 16G 7/8" @ 8" C 1/2" 245 1/2" COX PLY C-1 8 245 3/8" COX PLY ONE SIDES C-2 9 200 3/8" COX PLY EXTERIOR 1/2" @ 48" 18d 4" 1/2" GYP BRD INTERIOR C-3 10 330 3/8" COX PLY BOTH SIDES 2 2 PAGE FIELD 9 A.B. SIZE & SILL 3,4 A -35F 8 NAILING SPACING NAILING CLIPS sd. ..................... ��2::.��.72':...........Ied'2. 2:'........ 48" 0: . .. .. . . .... ............. .............. .............. .......................... ....... .....................................; 16G 7/8" @ 8" 16G 7/&'@6" 1/2" @ 48" 18d @ 8" 30" O.C. 6d@4" 6d@4" 1/2"@48" 0-1 18d 0" 30" O.0 5d @ 7" 5d @ 7" 1/2" @ 48" 18d 4" 24" O.C. 8d @ 6" 8d @ 12" 1/2" @ 48" 18d @ 6" 30" O.C. 16G 7/8" @ 6" 16G 7/8"@6" 1/2" @ 48" 18d @ 4" 24" O.C. ...8d..9.r.................5d.. �::........................ D-3 t.........:':::......:...:................:::::..........::::::::::::::::::::::::::::::::::::::::::::::';...:....................................:...;:.......::::::::::::::..................... ..............15.... 14 390 :10d.L�".g....:............:10d 8 8d �i.8......................8d..,r.12::..................5/8::.�r.38................18d...3':............ ......................... ........... ....... ........ �.2° 0. C. E (g 12'...............5/8"® 480 48"...........:led. .4::..........:181,O.C.:.: 10d @ 3" .. ......10d0..12.................64' 8d @ 4" 8d 12" 5/8" @ 48" 18d @ 4" 18" O.C. 8d(@8" 8d@12" 1/2"@48" 5/8" @ 36" 18d@4" 24"O. C. 5d@7" 5d@7" 7/16" COX PLY BOTH SIDES 8 8d @ 4" 8d @ 12" 5/8" @ 30" 8d.r.. r. ........... . . ............ d.3� Q........ �:C:....................a. 1. 7. All shear walls with load pill of over 350 shall have 3X min framing menber at plates and panel edges 8. ALL EDGES BACKED W/ 3 -INCH NOM. OR WIDER 9. Naile based on following 6d.099 dia 71g, 8d .113 dial 21/7' Ig, 10d .128 dial 3" Ig. DW Collars 5d.086 dial 1 5/8" Ig 6d.092 dial 17/8" Ig, 8d.1 13 dia 2 3/8" Ig 11 349 1/2" PLY EXTERIOR 2 10d @ 4" ......................................................................................................................... 10d @ 12" 5/8" @ 36" 18d @ 3" 12" O.C. 0-1 12. 380 7/18" COX PLY BOTH SIDES 8 8d.@ 8" 8d @ 12" 6/8" @ 38" 18d @ 4" 12" O.C. D-2 13 360 3/8" PLY EXTERIOR 8 8d @ 8" 8d @ 12" 5/8" @ 36" 18d @ 4" 12" O.C. 5/8"" GYP BRD INTERIOR 6d @ 4" 6d @ 4" D-3 t.........:':::......:...:................:::::..........::::::::::::::::::::::::::::::::::::::::::::::';...:....................................:...;:.......::::::::::::::..................... ..............15.... 14 390 1/2" COX PLY BOTH SIDES 8 8d �i.8......................8d..,r.12::..................5/8::.�r.38................18d...3':............ �.2° 0. C. E 480 1/2" COX PLY EXTERIOR.......................8.. 10d @ 3" .. ......10d0..12.................64' @ 38/..........(2) 18d C 4�,........9„O,C.:..::# E-1 16 490 3/8" COX PLY BOTH SIDES 8 8d @ 4" 8d @ 12" 5/8" @ 36" (2) 18d @ 4" 9" O.C. E-2 17 540 7/16" COX PLY BOTH SIDES 8 8d @ 4" 8d @ 12" 5/8" @ 30" (2) 18d @ 4" 9" O.C. F 18 620 1/2" COX PLY EXTERIOR 8 10d @ 2" 10d @ 12" 5/8" @ 24" (2) 18d @ 4" 8" O.C. F-1 19 650 3/8" COX BOTH SIDES 8 8d @ 3" 8d @ 12" 5/8" @ 24" (2) 18d @ 4" 8" O.C. F-2 t........:...::::::':::......; 20 ................780..........1/2" 720 7/18" COX PLY BOTH SIDES 8 8d @ 3" ............... 8d„ 12,' S/8:' ( 24:; S2) 18d 3" 8" O,C. G 21 COX PLY BOTH SIDES......................8.......:8d @..3 ..................8d'@ 12":..............:5%8"@.18............ 2) 16d.C�..:3��........W O.C....::# G-1 22 830 ......::.... 3/8" COX PLY BOTH SIDES 8 8d @ 2" 8d c� 12" 5/8" 18" �2) 18d ( 3" 8" O.C. t: :::.......:..::.:::.:::::.........::::::::.:..... .......... .0j.? .................. . ..................... ..........�2)18d: ....... 1. ......... H. 23. 970........1/2" COX PLY BOTH SIDES....................::8.......10d:@�...3�/................10d:@ 1. .3.�.......... 8"'O.C....... H-1 24 1240 1/2" COX PLY BOTH SIDES 8 10d @ 2" 10d @ 12" 5/8"@ 12" (2) 20d @ 2" 4"O.C. J 25 1370 1/2" COX PLY BOTH SIDES 8 18d @ 2" 18d @12" 6/8"@ 12" (2) 20d @ 2" 4" O.C. 1. OVER DOUGLAS FIR FRAMING 2. ALL PANEL EDGES BACKED W/ 2 -INCH NOM. OR WIDER FRAMING U.N.O. 3. STAGGER ALL SILL NAILING 4. PRE -DRILL ALL 20d 8; LARGER 5.5/8"T-1 -11 SIDING MAY BE SUBSTITUTED FOR 3/8" CDX PLY. 8. A -35F CLIPS +440# EA. 7. All shear walls with load pill of over 350 shall have 3X min framing menber at plates and panel edges 8. ALL EDGES BACKED W/ 3 -INCH NOM. OR WIDER 9. Naile based on following 6d.099 dia 71g, 8d .113 dial 21/7' Ig, 10d .128 dial 3" Ig. DW Collars 5d.086 dial 1 5/8" Ig 6d.092 dial 17/8" Ig, 8d.1 13 dia 2 3/8" Ig HOLDOWN SCHEDULE ALL HOLDOWNS ARE SIMPSON STRONG TIE U.N.O. FTOOTING/SLAB HOLDOWNS SINGLE OR DBL POUR 2500 PSI CONCRETE H,D. H.D. A.B. STEM NAIL / SCREW LOAD WOOD NOTE TYPE NAME TYPE WALL BOLT READ, CAPACTY MEMBER A LSTHD8 N/A 6" 24-18d SINKERS 1825' 2-2x B STHD8 N/A 8" 24-16d SINKERS 2210 2-2x C STHD10 N/A 8" "28-16d SINKERS 2880 2-2x D STHD14 N/A 6" 38-18d SINKERS 4295 2-2x E PAHD42 N/A 8" 7-16d SINKERS 980 2x F HPAHD22 N/A 6" 9-18d SINKERS' 1315 2X G HPAHD22-2P N/A 6 12-16d SINKERS 2030, 2x H PHD2-SDS3 SSTB20 6" 10-SDS1/4x3 3610 2.2x 5/8" A307 J PHD5-SDS3 SSTB24 8" 13-SDS1/4x3 4865 2-2x 5/8" A307 K PHD8-SDS3 SSTB34 8" 18-SDS1/4x3 5880 2-2x 7/8" A307 L PHD8-SDS3 SSTB34 8" 24-SDS1/4x3 8730 2-2x 7/8" A307 M HD8A SSTB34 8' 3-7/8" 7460 4x 7/8" A307 N HD10A SSTB34 8" 4-7/8" 9540 4x 1" A307 O HD20A 1 1/4"46" 8" 4.111 13380 8x 1 1/4" A307 P HD15 1 1/4"46" 8" 5-1" 15305 6x 1 1/4" A307 STRAP TIE SCHEDULE OCT 23 2000 REV 11/28/00 No. STRAP / TIE NAILS / BOLTS QTY OF CAPACITY TYPE NAILS / BOLTS 1 LSTA18 10-d SINKERS 14 885 s ST6224 .16 -d' -SINKERS 28 2115 3 MST27 16d -SINKERS 30 2315 4 MST37 16d -SINKERS 42 3204 5 MST48 16d -SINKERS 48 4460 6 MST60 16d -SINKERS 56 4870 7 MST72 16d -SINKERS 60 5800 8 HST3 3/4" BOLTS 6 6195 9 HST6 3/4" BOLTS 12 12465 10 MSTI72 10d X 1 1/2" 72 4415 11 CS20 PER FOOT 8d SINKERS 48 1340 12 CS20 4' END 8d SINKERS 192 5360, LOAD REDUCED TO 0.84 OF THE RECORDED VALUES IN THE SIMPSON CATALOG COLLECTOR SCHEDULE No. COLLECTOR CAPACITY C-1 2 x 4 2231 2 x 6 3506 C-3 _ 2 x 8 4405 C-4 2 x 10 5800 C-5 2 x 12 6440 C-6 (2) 2 x 4 3125 C-7 (2) 2 x 6 4900 C-8 (2) 2 x 8 6160 C-9 (2) 2 x 10 8310 C-10 (2) 2 x 12 11170 C-11 9 1/2" 1- JOIST 2150 C-12 11 7/8" 1- JOIST 3480 C-13 14" 1- JOIST 5140 C-14 9 1/4" LVL 6880 C-15 11 1/2" LVL 7645 C-16 14" LVL 8650 C-17 14" 350 -1 -JOIST 6052. Lateral Loading: Area, Height & Weight Data Date: May 15 2003 Firm: AEC Group Job: Krenek-Finch lot -4 By: Larry Warner All FLOOR PLAN AREAS & SHEAR WALL GRID SPACING •Establish Grid SDacino and Rloor Plan I mf1mirsNnn sf C -k i -.I. Page 1 Left 8 73 ar Wall Spacing 11.5 35 7.5 17.5 Typical ac 1.5 Roof Block Z= hRe= 87.5 Overall Depth of Roof at 2nd FI 881.25 2257.5 686.25 2nd FI/Rf 8 R R R 71.5 3.5 We= 615.25 1st Fl 1 1 1 70 87.5 Z= 3.6 We= 64.8 Roof 216 LtoR A 2 2nd FI/Rf 4 R R R 4964 297 9 hRe= 1st A 1 4.5 2514 29 hRl= Roof Base/ -6r vRe 1812 Ave. Sill to FI Ht wt I A 2nd FI/Rf 5.5 R R R Floor Area 4614 WindHt.(g7Rldge 19 1st F11 VVI Perimeter 318 Wind Ht.@Gable 14 Ridge F to B L to R Roof 14 Runs? at least 3ft. Hips? Y Y 2nd FI/Rf 36 R R R R 1st FI 1 1 Roof 2nd FI/Rf 7 R R R 1st Fl 1 1 1 Roof 2nd FI/Rf 27 R R st FI1 1 Roof 2nd FI/Rf st FI ront Roof Roof Block Area Overall Depth 2nd FI / Roof Roof Block Area Floor Block Area Perimeter Wall Overall Depth 1st Floor Floor Block Area Perimeter Wall Overall Depth hRi= hRi= 353 VVI= Wl= 576.7 MaxQuake All Rights Reserved ' Right 2 Typical Overhand F to 81 1.5 Gyp. Bd. Block Z= hRe= 87.5 Overall Depth of Roof at 2nd FI 881.25 2257.5 686.25 1295 87.5 Z= 3 hRe= 4.5 71.5 3.5 We= 615.25 2117.5 656.25 1225 53.5 7 44.5 70 87.5 Z= 3.6 We= 64.8 A horiz. dim. or 40% of ht. but not lass than AO, hRi= hRi= 353 VVI= Wl= 576.7 MaxQuake All Rights Reserved ' Right Insulation Roof Floor 1.5 Gyp. Bd. Block Block Perim Overall Area Area Wali Width 484 Sheathing 2 71.5 3.5 432 54 71.5 N I L Plan w/ both -s>15% Roof at 2nd FI 71.5 232 5N of Plan Y? Roof Area 6 1026d TypOH FI/of 216 LtoR A 2 319 Hzproj 4964 297 9 hRe= 2718 4.5 2514 29 hRl= 448 433 420 35 WI Area We= 01995 Archforms Ltd. Lateral Load Analysis & Construction Design Software TYPICAL DEAD LOADS •Establish Dead Loads (Ibs/sf)• Roof Roofing 3 Sheathing 1.5 Framing 2 Snow 6.5 Ceiling Insulation 0.5 Framing 1.5 Gyp. Bd. 2.8 Other 0.5 Gyp. Bd, 4.8 Floor Flooring 4 Sheathing 2 Framing . 3.5 Insulation 0.5 Other N I L Plan w/ both -s>15% -0 Interior Wall Gyp.Bd 4.4 Framing 2 Int. Finish Other 6.4 Exterior Wall Ext Finish 7 Shear 1.5 Framing 2 Insulation 0.5 Gyp. Bd, 2.2 Int .Finish Other Pitch Height Helaht 13.2 783 FLOOR HEIGHTS & WIND AREA 675 25 64.8 •Establish Floor to Floor and Roof Heights (ft) - W= Roof Roof Floor Pitch Height Helaht 722.7 X/12 N I L Plan w/ both -s>15% Roof 5N of Plan Y? Roof Area 6 1026d FI/of vRe A 2nd FI Depth Roof Area 4964 FI to FI Height 9 F 1st Floor Floor Area VVI Perimeter 1st FI Dp - S If Slab S Base/ -6r vRe 1812 Ave. Sill to FI Ht wt I A 3788 Floor Area 4614 WindHt.(g7Rldge 19 Slab/Foundatlol VVI Perimeter 318 Wind Ht.@Gable 14 Ridge F to B L to R Mean Roof Ht. 14 Runs? at least 3ft. Hips? Y Y Lateral Load A )ate: May 15 2003 Page 2 MaxQuake ®1995 Archforms Ltd. AEC Group All Rights Reserved Lateral Load Analysis & SEISMIC LOADS Trib Area F to B ,Establish Dead Loads, Wind Load Mat. Weights 2nd Floor let Floor Base Level Item DL(psf) Area (at DL(Ibs) Area(sf) DLllbs) Area(sf) DL(lbs) Wt Roof 6.5 4964 32266 Wt Cell 4.8 4814 22147.2 Wt Ext WI 13.2 1431 18889.2 Wt Int WI 10 Wt Floor 10 Sum 2nd Sum tat 73302.4 Base Interior wail default 10 psf of floor area Sum 2nd,lst & Base 73302.4 ,Distribute Weights to Various Levels - Tributary Weight Wt Roof 2nd Wt Cell 2nd 1/2Wt Ext WI 2 Wt Int WI 2 Wt Floor 2 Wt Roof 1 at Wt Cell 1 1/2 Wt Ext WI 1 Wt Int WI 1 Wt Floor 1 1/2Wt Ext WI Bsmt Wt Cell Bsmt Roof 2nd FI let FI Line Line Line 32266 22147.2 18889.2 Wt Sum 32266 22147.2 18889.2 Line Sum 73302.4 W= 73302.4 BUILDING CODE •Select Code, 95 BOCA 97 SBCCI X 97 UBC •Determine Base Shear• UBC Section 1630.2 Zone 3 FIg.16-2 Seismic Source Type B Table 16-U Soil Prof SD Table 16-1 Fault Distance 20 in km to Seismic Source Z= 0.3 Table 16.1 Ca= 0.36 Table 16•Q 1= 1.0 Table 18-K Cv= 0.54 Table 16-R T= 0 ula (30-8) Na 1.00 Table 10.8 R= 5.5 Table 16-N (Tied to Pg 9) Nv= 1.00 Table 16-T •Dietribute Shear to Various Levels* UBC formula (30-15) Force at Level x = V (Wtx)(Htx)/Sum(W67(Hti) Ft assumed = 0 Ht Is measured from plate to foundation E -Eh p (30-1) Wt x Ht x (Wt)(Ht) Fx p F to B p L to R Roof 2 2nd FI/Roof 1 73302 9 659722 8568 1.00 1.00 - 1st Floor 1.00 1.00 Sum 73302 . 9 659722 8568 WIND LOADS •Wind Pressure• UBC Section1620 P=gsiwCeCg 0 Vp 75 Figure 16.1 Ex C Section 1616 Iw01 Table 16•K qs 12.6 Table 16-F Ce 1.06 Table 16-t3 hCq 1.3 Table 1.6-1-1, #2 vCq -0.7 Table 16-H, #2 Phu 17 Hz. Force (psf) Pv- -9.349 Vt. Force (psf) •Total Wind Load In Each Direction At Each Level (lbs)• GOVERNING LATERAL LOADS *Maximum Total Load In Each Direction At Each Level (lbs)* Front to Back Side to Side Roof 2 formula -4) (30.5) (30.6) (30.7) E= CvIW/RT but not > 2.5CaIW/R but not < 0.11CeIW zone 4 not< 0.8ZNvIW/R 49719 11995 2903 E/1.4= 8,568 lbs E/1.4=V 1612.3.1 formula (12-9) For Code Table references used by MaxQuake see Code Sections cited or Appendix A (below) 2nd FI/Roof 1 8,568 Seismic 8,568 Seismic 1st Floor Trib Area F to B Trlb Area L to R Wind Load End Z Inter Z SumP"At End Z Inter Z SumP'At F to B L to R Roof 2 Roof 1 5 353 6,207 5 433 7,596 2nd FI 6,207 7,696 let Floor Up Roof 2 Uplift Up Roof 1 1,812 3,788 Uplift 52,356 52,356 GOVERNING LATERAL LOADS *Maximum Total Load In Each Direction At Each Level (lbs)* Front to Back Side to Side Roof 2 formula -4) (30.5) (30.6) (30.7) E= CvIW/RT but not > 2.5CaIW/R but not < 0.11CeIW zone 4 not< 0.8ZNvIW/R 49719 11995 2903 E/1.4= 8,568 lbs E/1.4=V 1612.3.1 formula (12-9) For Code Table references used by MaxQuake see Code Sections cited or Appendix A (below) 2nd FI/Roof 1 8,568 Seismic 8,568 Seismic 1st Floor Shear Wail Segments Data, Lines 1.8 Page 3 MaxQuake ®1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: May 15 2003 Firm: AEC Group Job: Krenek-Finch lot4l BY: LarTy Warner AIA CSI Q99.03We7 Construction Desl n Software Line 1 Line 2 1 Line 3 1 Line 4 Line 5 1 Line 6 11.1ne 7 Line 8 Segment (Seg) names a -g appear to show possible quadrants (q). Remove Sega not used. Move and add 1,2 ... to denote multiple (m) sag's In a quadrant, Is., b2. S Variables : Bet: S t iron 11. B: Beadn al - B- es. E/I: Ext. a Int. .Wall? • = =1 t S: Stacked S above some row & s L . 2n Seg Wall Variables Beg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&rn Lg Ht B E/I q86 -Lg Ht 8 E/I q&m Lg Ht 8 Ell q&m Lg Ht B Ell q&rn Lg Ht B Ell q&m Lg Ht B Ell q&rn Lg Ht B Ell q9m Lg Ht 8 Ell 1,2,3.. Wail Lines Run From Front to sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum $yet Back st Seg Wall Variables Seg Wall Variables Seg Wali Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wali Variables Seg Wall Variables Level q&m Lg Ht 8 Ell S q&rn Lg Ht 8 E/I S,q&m Lg Ht 8 Ell S q&m Lg Ht B Ell S q&rn Lg Ht 8 E/I S &m L Ht B E/I S Orn Lg Ht 8 E/I S Orn Lg Ht 8 E/I S a 7 9 8 E a 9 a 9 a 9 b 9 b 9 b 9 b 9 b 7 9 8 E c 16 9 B E c 9 c 9 c 9 c 4 9 8 E d 6 9 8 E d 9 d 9 B E d 9 d 6 9 8 E e 9 e 9 e 9 e 12 9 B E f 9 f 9 f 10 9 B E sum 29 Syst SW sum Syst sum Syst sum $yet sum 39 Syst SW sum Syst sum Syst sum Syst load trans to adj.line load trans to adj line load trans to adj line Bass Seg Wall Variables Beg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wail Variables Level q&m Lg Ht B Ell S q&m Lg Ht 8 Ell S q&m Lg Ht 8 Ell S q&m Lg Ht 8 E/I S q&m Lg Ht 8 E/I SOn Lg Ht 8 E/1 S q&rn Lg Ht 8 E/I S m l Ht 8 Ell 8 sum Systaum Syst sum Syst sum Syst sum Syst sum Syst sum $yet sum Syst load trans to adj line load trans to ad) line load trans to adi line load trans to ad) line load trans to adj line Shear Segment Heigh Lenratio is limited to 2/1 for edge blocked panel. "Ht/L>2 limit" appears if exceeded. See Code Ch.16 for Ht/La limits for other assemblies. Shear Wall Segments Data, lines A-H Page 4 MaxQuake 01995 Archforms Ltd. Date: May 15 2003 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: Krenek-Flnch lot4 By: Larry Wamer AIA CSI 499.03We7 Construction Design Software Line A I Line B I Line C I Line D Line E Line F ILine G Line H Segment (Seg) names 1-7 appear to show possible quadrants (q). Remove Segs not used. Move and add a,b... to denote multiple (m) seg's In a quadrant, is., 2b. Sea Variables: 6o: $ t . Ht: Sea h ht ONm . 8: Beadflno l . B- es. Ell: Ext. a Int. -Wall? - =Int. S: Stacked Se hove some row. aft &!9 2nd Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level Orn Lg Ht B E/I Orn Lg Ht B Ell q&m Lg Ht B Ell q&rn Lg Ht B E/I q&rn Lg Ht B Ell q&rn Lg Ht B Ell q&m Lg Ht B Ell q&m Lg Ht B Ell A,B,C.. Wail Lines Run From Side to sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst Side Ist Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wali Variables Seg Well Variables Seg Wail Variables Seg Wall Variables Seg Wall Variables Level Orn Lg Ht B Ell S Orn Lg Ht B E/1 S Orn La Ht B Ell S q&m Lg Ht B Ell S q&m Lg Ht B E/I S q&m Lg Ht B Ell S q&m Lg Ht B E/I S q&rn Lg Ht B E/I S 1 9 1 3.5 9 8 E 1 9 1 9 1 7 9 6 E 2 9 2 3 9 8 E . 2 9 B E 2 9 2 3.5 9 B E 2 9 3 9 3 4 9 B E 3 9 3 9 B E 3 4 9 8 E 3 9 3 8 9 8 E 4 4 9 B E 4 9 4 4 9 B E 4 9 4 8 9 8 E 5'18 9BE sum Syst sum 15 Syst SW sum $yet sum Syst sum 35 Syst SW sum Syst sum 18 Syst SW sum Syst load trans to adj line load trans to ad} fine load trans to adj line load trans to adj line Bass Seg Wail Variables Seg Wall Variables Seg Well Variables Seg Wall Variables Seg Wall Variables Seg Wail Variables Seg Wali Variables Seg Wall Variables Level q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B Ell 8 q&m Lg Ht B E/I 9 q&rn Lg Ht B E/I S q&m Lg Ht 8 E/1 S q&rn Lg Ht B E/I S q&rn Lg Ht B E/I S sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst load trans to adj line load trans to adj line load trans to adj line load trans to adj line load trans to adj line load trans to adj line iloadtranstoadj line Shear S nent HeIghttLenath ratio Is limited to 2/1 for edge blocked panel. uHULg >2 Iimir appears if exceeded. See Code Ch.16 for Ht/LQ limits for other assemblies. Lateral Load Distribution & Overturning Moment Page 5 MaxQuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: May 15 2003 Firm: AEC Group Job: Krenek-Flnch lot -4 B : Law Wamer AIA CSI Q99.03We7 Construction Design Software Lateral Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Force Sels %= Wind %= W/ft= It °w", -snow RM= if "W .61,"90.85 OTM= If SYk Vnet'ht Vadj= V= SumV= Dletrib trib fl A/Sum DA trib W A/Sum WA Sum ley, w" ib area t/ft'L 2/2 SumVHtLaTL-Q SumV from adl Ln Ln%'Vmax SorW Vad +Vabv+V 2n % $NV % SNV % SNV %S % SNV % S/W % SNV % SNV Level Sag W/ft RM OTM Sag W/ft RM OTM Sag W/ft RM OTM Se W/ft RM OTM W/ft RM OTM Sea W/ft RM OTM Sag W/ft RM OTM W W/ft RM OTM SW r=V wall •10nw / V level Frame V frame/ Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 VaA line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 V level 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V Sum V Sum V Sum V Sum V Sum V Sum V Sum V Sum V let % SMI 6.88 8.04 % S/W 29.4 32.5 % S/W 29.7 29.7 % SNV 20 17.5 % SNV 13 12.2 % WW % SNV % S/W Level Sag W/ft RM OTM Sea Wit RM OTM Sag W/ft RM -OTM Sag W/ft RM OTM Sag W/ft RM OTM Sag W/ft RM OTM Sea W/ft RM OTM Se W/ft RM OTM Seismic a 184 3 8.52 8,568 b 218 3.56 6.64 c 184 15.7 19.5 c 218 1.48 4.12 d 1842.21 7.3 d 2182.61 5.69 P, a 218 10.5 11.4 2-20/ i 218 7.26 9.48 (r max Ab".5) Vadj line 2 3.42 Vadj line 1 or 3 Vadj line 2 or 4 Vao line 3 or 5 Vadj line 4 or 6 3.35 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 1.00 r= V above r= V above r= V above r= V above r= V above * ro V above r= V above r= V above 0.16 1st lev, V 0.57 let lev V 2.52 let lev, V 2.54 1st lev, V 1.71 0.13 tet lev V 1.12 1 at lev V let lev V 1 at lev V s Sum V 3.99 s Sum V s Sum V s Sum V s Sum V 4.47 Sum V Sum V Sum V Base % S/W 6.67 8.04 % SNV 29.6 32.5 % S/W 30.1 29.7 % SNV 20.4 17.5 % SNV 13.3 12.2 % SNV % S/W % S/W Level Sao W/ft RM OTM Sag Wit RM OTM Sag Wit RM OTM Se W/ft RM OTM Sag W/ft RM OTM Sag W/ft RM OTM SagWlft RM OTM Se W/ft RM OTM PX 2.20/ (r max W.5) Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 r- V above 3.99 r- V above r- V above r- V above r- V above 4.47 r- V above r= V above r= V above L] Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V w Sum V w Sum V w Sum V w Sum V w Sum V Sum V Sum V Sum V 11 9 o � 0 0 O j.i m » C7 to _atn 5 to ca 5-� mw �11 111 + > N > 1 y W 1 J C ��> o o N o t» A to aD m ( . - !R a0 it V 0 —0 mto O it =o � >d >>r. mEr- tp w 2 m» ww Om£�°C >» �� E V 9 y" C �� tC U...15 C>�� =>my v �?j :N m o in 3 > W -00- J>Jo N 0Vto m 0 to = O 0 m J O>>Q WmE m»o� p �>> E 4D W�mN ® c �fA N LUI��3� � — . > � go a" 0® A S E > > I` 3 0 > L! 3 J> U CY� Oi4mr m M�lb� 4m OO N0t�o� r %r �- NANOcx � �t Q Y J 5 {meqp 0 m E (9 In A N N l7 O m g M 8 OJ 5� a NS-. GAN �NNtNpNN C> � �" 7 C>COW ® 11 ��C07�C7�0 W JI. O m > ���evasv�n tff > Lo mo to > 3 tD CC! "M m NO � a� 0 NO N d g LP>>! ID >> t�! 0>_> c m ca C> O to 4D m Co Vi oil > ' > U Q :3 �� O 1` 3 �+ w o = m 0 tt6 0 tL6 0 Q Q E O>>tr m Q m>>m Q -D» on p C9 U trS m �U� W c> c> m to l� Q J V 4 _ N _ _ ®11 E U m > g • m > �o v Cs > t` 3 C Jv00 o O L 3 � amo_gv�ti>a m 0 ao01--cmaoao N ois60 YC �Eom�.- rox>? EEOC O m= S }� E 7 tl O 7 CD ca A O Q mm�� >�� I -- Q' C> ON ♦� N > e tAr CM CIO > LN aD�� > L }i J��o C 3 in -be O .40 O v 0 fAC, O o>> m>m CO >»mom E m 4D» c J 7 N LLW m0 >`on v> coN 4D J m E We= N o P1 (Ao Z 3 J�So O O m on 1.4 m �N E �pO O J1021 0 2 1OLLG =J L� >LL> I > NJ m� N� Go f3� N • po p CL l F co V! c — nCLCL = a = 'a �3 m~ c� iso woo -' c C. LI O C O _ W C N W — — � s �_ = J Ca re3—LMw3=wLon3 Co M p_ p r La CIL = F ® C C CL O EL E (A c r W J c x zQ x Z 30 • H x x - mm X. J Z o W 44444 4 S is o CO a o �m��� °° a �3- mOMgD �3s� �3 co __ J a a' rn CL sxCD E o o k m� a t- pp x�- o � 3' " m v) of Q1�P ' a � ' id~ D w cCL o W�� U c g°� rA 3LM cn 3 LLCIOv 3 S �EE`O m J W W C7cd W oCLH p—W SCM CL ` !- o g m C€ Q� ..= m t t t tt t t to~ = m E LL c J� rA�� c �3� cx cx w Q I ii m .. J 1-- Ocr C Edi in St- — CL m —CL. 3 t m,-� m. --v LM to wit, to J. v w .49 v 3:3r - i C m 4w H LL C5 CN LLLo m CL 106 8 Y :3:5 fly . ,C, cac 98 m m _� N�3c Q q{ c o N� ��LLCL Sm Shear Wall and Hold Down Schedules Page 10 MaxQuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: May 15 2003 Firm: AEC Group Job: Krenek-Finch lot -4 By: Larry Wamer AIA CSI 499.03We7 Construction Design Software DIAPHRAGM OPTIONS: Rf/FI Framing Mat Rf/FI Diaphragm Fasteners X DF or So.Pine X All Unblocked 8d Com Only COLLECTORME AND DIAPHRAGM SCHEDULE CR Max. Collector/Tle Tie Tle Rod Hem Fir Rf UnBik, FI Bik X 8d@Rf,10@FI Other Block All Edges 10d Com Only Type Force Cont. Joist or Strap Washer 14 ge Staple Symbol (lbs) Solid Blocking or Cont. Die. Die, HD To Customize, Overwrite Schedule or See Apx. C Other less of C&T par to grain: 425 Joist 20ksl 625 Note 1,2 ,6 Note 2,3 ,4 Note 4 Note 5 Note 7 Use Collector/Tle as speed per symbol or any below NA 300 7Frameodel A Cl 2,231 20 MST27 A C2 3,506 2x8 MST37 3/4" 1.79 2- HD5A Numbers and Un t Shear Capacities Qbs) eg1t 6 it 9 R loft ' A C3 4,405 2x8 MST46 7/8" 2.24 2- HDBA Lgth A C4 5,800 200 MST60 7/8" 2.96 2- HDBA A C5 6,440 2X12 2- MST37 7/8" 3.28 2- HDBA A A A Ce 8,310 2.2X10 HSTS 718" 4.23 HD10A A A C7 11,170 2. 2X10 HSTS 7/8" 5.69 2- PHD6 A A C8 17,891 3.2x10 7/8" 9.01 2- HD10A A ? ? ? ? ? 1 Provide Cont. Rim Jolst/Rafter or Solid Blocking at all Shear Wall Grid Lines 2 A properly sized continuous Rafter or Joist can act as both Collector and Tie 3 Between Blocks or breaks in Refters/Joists provide straps to maintain Tie continuity 4 Run All -thread Rod thru Rft/Jst, IgthsLoad/Shear(plQ, secure ends w/ Washer or HD 5 Provide Washer w/ Dia. Qnches) at end of blocked Rft/Jst bays, Mal. iron or 1/4" St. 6 Connect Continuous CollectorMe to shear wail as required by $hear Wall Schedule 7 HD at Rod to Shear Wall and/or RfUJst. Mfg. by Simpson Strong -Tie Cat C-99 ROOFIEXT. WALL UP -LIFT SCHEDULE Roof Shear Diaphragm Edge Floor Shear Dlaph. Diaphragm - Load Material Nail Diaphragm Load Material Wall Uplift Stud to Plate Plate to Rafter Stud to Rafter T I at 16" oc at 24"oc at 18" at 16" oc bol I Note 1.2 ,4 Note 3 Symbol I Note 12,4 50 8d Nail 10d Nall A T 100 Ply Nailing or H2 H2 A R6 180 1/2" Ply 6" A FB 215 314" Ply A U ISO A35 H4 H2 A R4 1/2" Ply 4" A F4 314" Ply A V 310 SPI H10 H1 H2 A R3 1/2" Ply 2.1/2" A F3 314" Ply A W 460 SP4 H7 H10 LTS10 A R2 1/2" Ply 2" A F2 3/4" Ply A X 800 SP2 H10 H7 ? ? A Y 1,170 FTA2 1 Sheathing: Floor 3/4 CD -AC Ply/OSB, Roof 1/2 CD or CC Ply/OSB, Unblocked A Z 2,560 FTA7 2 Framing: 2x typ, 3x redd if 10d pen more thani-&8", or nails spaced less than 3"oc ? 3 Typ. Fasteners: 8d Com. @ Roof,10d Com. @ Floor (no sinkers) field 12"@Rf,10"@FI 1 Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-99 4 Continuous Rim Rafter/Joist recommended at perimeter of unblocked diaphragms Collector/Tie & Diaphragm Loads, Lines 1.8 Page 11 MaxQuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: May 15 2003 Firm: AEC Group Job: Krenek-Finch lot4 BY: Larry Wamer AIA CSI 098.03WO Construction Desl n Software Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Seg C/T Load (back) - max. load on the Collector /Tie between this and Seg above. C/T Type - min. adequate Collector/Tie. Seg beg - feet Seg begins front of Quad Line. front - C/T load at front side of the front most Seament. Shear -.the erais Dlephrawn Shearalona theine. IF "Oa " appears correct Line Ca discontinuity. nd CIT LoadCIT Beg CLoad Seg CIT LoadGrr Seg CIT LoadSag CfT LoadSeg CIT LoadCIT SegLoad CfT Seg CIT LoadSeg Roof Sag back Type be S back Type beg S back Type beg Seg back Type beg Seg back T Sag back Type beg Beg back Type beg Beg back Type be 1,2,3.. Well Lines Run From - Front to front front front front front front front front Back Shear(plf) Shear(pM Shear(pjQ Shear(pli) Shear(plt) Shear(plf) Shear(pM Shear(plf) Rf Dia h Rf Dlaph Rf Dlaph Rf Dlaph Rf Dlaph Rf Dlaph Rf Dlaph Rf Dlaph I Rf C/T Load CfT Sej CIT Load CIT S CIT Load C/T Sej CIT Load CIT S CfT Load CIT S CIT Load CIT Sej CfT Load CIT Sel CIT Load CIT Seg 2 FI ISeg back Type beg SiM back Type beg Beg back Type beg Seg back Type beg Beg back Type beg Beg back T ;ek back Type beg Beg back To ban a b 255 NA c 441 A C1 o 1153 A C1 d 1860 A C1 d 1355 A C1 e 1564 A C1 f 677 A C1 front 2238 A C2 front front front front 1085 A C1 front front front Shear(pM 75 Shear(pl♦ Shear(plt Shear(plf) Shear(plf) 64 Shear(plf) Shear(plf) Shear(pl1) Rf Diaph A R8 Rf Dlaph Rf Diaph Rf Diaph Rf Dlaph A R8 Rf Dlaph Rf Diaph Rf Diaph FI Dlaph A F8 FI Dlaph FI Dlaph FI Dlaph FI Dlaph A F8 FI Dlaph FI Dia h FI Dlaph St CIT Load CIT Seg C/T Load CIT 3 C/T Load CIT Se CIT Load CIT Beg C/T Load C/T Se C/T Load CIT Sqj CIT Load C/T S C/T Load CIT Seg Floor Beg back Type beg.Seg back Type beg Beg back Type beg Sea back Type beg Beg back Type beg Beg back Type beg Seg back Type beg Beg back Type be front front front front Ifront front front 1front Shear(pIQ Shear(plf) Shear(pM Shear(plf) Shear(plf) IFI Shear(pip Shear(plf) Shear(pM FI Dlaph FI Diaph Dlaph FI Dlaph FI Diaph FI Diaph IFI Diaph IFI Diaph If Rf or FI Diaph return "block?" load values are higher than the diaphraom capacity. Chane to blocked diaphraam or fastener Option 10 or add Shear Wall 3or4 Collector/Tie & Diaphragm Loads, Lines A -H Page 12 MaxQuake ©1985 Archforms Ltd. Date: May 15 2003 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: Krenek-Finch lot4 BY: Larry Wamer AIA CSI 499.03We7 Construction Design Software Line A I Line B 1 Line C I Line D Line E I Line F Line G I Line H Sag C/T Load (left) - max. load on the Collector /Tie between this and Sag to left. C/T Type - min. adequate Coilector/Tle. Seg beg - feet Sag begins right of Quad Line. ht - C/T load at rl ht a de of the daht most 3 tament. Shear - the av Dia Sear alon .the Line. "0 rs correct Line C discontinul . 2n C LoadC S C LoadS GaC/T 8 CIT Load CIT Sol CR Load C Se C/T-LoadC/T-Load CrT Beg CIT Load CfT S Seg Roof -Seg left Typebe Beg left Type beg Sag left Type beg Sag left Type beg Sag left Type Seg left T beg Sag left Type be Seg left Type beg A,B,C., Wall Lines Run From Side to right right ri ht right right r1aht right right Side Shear(plf) Shear(plf) Shear(plf) Shear(plt) Shear(plf) Shsar(plf) Shear(plf) Shear(plj Rf Dlaph Rf Dlaph Rf Dla h Rf Dlaph Rf Mph Rf Oleph Rf Dlaph Rf Dlaph 1 Rf CIT Load CIT Se C/T Load CIT S CIT Load C/T Be;CIT Load C/T S CIT Load C/T Se CIT Load CIT Siq CIT Load C/T Sej CIT Load CIT $eg 2 FI Seg left Type beg Sig left T beg Beg left Type beg 6#9 left Type Sag left Type beg Sag left Type beg Sag left Type beg Sag left Type bN 1 1 2 819 A C1 2 472 A Cl 3 1448 A C1 3 1555 A Cl 3 4 740 A C1 4 1505 A C1 4 295 NA S 2084 A Cl d t ri ht 877 A C1 right right right 1005 A Cl right t 561 A C1 right Shear(pif) Shear(pit) 85 Shear(plf) Shear(pit) Shear(plf) 63 Sheor(plt) Shear(plf) 69 Shear(plf) Rf Dlaph Rf Dlaph A R6 Rf Dlaph Rf Dlaph Rf Dlaph A R8 Rf Dlaph Rf Dlaph A R6 Rf Dlaph FI Dlaph FI Dlaph A F6 FI Dlaph FI Dlaph FI Dlaph A F8 FI Dlaph FI Oleph A F6 FI Dlaph lot CIT Load CIT Se CIT Load C/T S CIT Load CIT Seg CIT Load CIT Sej CIT Load CIT S CIT Load C/T Se C/T Load C/T Sej CIT Load C/T Seg Floor Sag left Type beg Sag left Type W S left Typ beg Seg left Type beg Sag left Type beg SM left Type beg Seg left Type beg Beg left Type beg right right right right right right right right Shear(plf) Shear(plt) Shear(plt) Shear(plf) Shear(plf) Shear(pit) Shear(pM Shear(plf) FI Dlaph FI Dlaph FI Dlaph FI Dlaph FI Diaph FI Dlaph FI Dlaph I FI Dlaph If Rf or FI Diaph return "block?" load values are hlaher than the dia hra m camcity. Chane to blocked diaDhram or fastener Option 10 or add Shaw Wall 3or4 Wind Pressure for Components & Cladding Page 13 MaxQuake 01995 All Rights Reserved Archforms Ltd. Lateral Load Analysis & Date: May 15 2003 Firm: AEC Group Job: Krenek-Finch lot-4 B : Larry Wamer AIA CSI 099.03We7 Overturning Calculation Template Wind Wind Pressure P and Wind Coefficients GCp for Components and Cladding of enclosed Buildings Pressure for GCp Vertical Wind Loads for Gable or Hip Roofed Buildings Horizontal Wind Loads for Buildings Wali* 10 GCp :2:8 •2.6 -2.0 GCp :z;e •2.6 -2.0 GCp 14 14 IZI •1.a -1.0 e W Horlz P 1.4 (3Cp si -3.6 -63 Uplift -3.4 •59 -1.a -1.a •1.8 -1.a -0.8 -0.4 W • • or -3.2 -56 •1.4 -1.4 r rl Out- -3.0 -52 •1.2 .1.0 -1.2 -1.0 0•a Pius: In, Minus: out, design for Force -2.8 •49 •0.a •0.a E of Roof o:C maximum i pressure •2.6 -45 •0•13 •0•a 1.2 For partially enclosed buildings -2.4 -42 0.4 0.2 1.4 +GCp add 0.1. -GCp minus 0.4. -2.2 -38 0,e 0.4 1.4 Reduce GCp 10% when a < 10 -2.0 -35 Flgure1606.2D GCp for Roof Slope 0 < a < 10 0 < a < 10 10<a<" Figure 1606.2C Wall GCp -1.8 -31 .3.0 -3.o Vertical Wind Loads for Monoslope Roof* -1.6 •28 -1.4 •24 2:4 I�_ .3.4 Z -3.2 IZI I� -1.2 -21 -2.2 •2:4 -2.2 :2:8 -2.0 -1.0 •11 2.0 -0.6 •10 •1.4 .1.4 -2.2 -0.4 -7 2 •1.0 1.1 0 S r rl -2.0 r S -0.2 -3 -0:6 -0:� E of Roof ;1 4 0.0 0 :1.2 E of Roof Down 0.2 3 Load 0.4 7 0.4 0.a 0.6 r r Figure 1606.2F 3 < a < 10 9 51 1.11 or 0.6 10 Figural 606.213 GCp for Roof Slope 10 < a < 30 In- 0.8 14 Force 1,0 17 1.2 21 1.4 24 -2.0 -1.a •1:4 -1.2 -20 •1.a -1.4 •1.2 o<a<10 10<a<4s -34 -3.2 •2.8 •2.6 3<a<30 1.6 28 :b:8 :81 -2.4 a -2.2M a Note: -0.a -0.s :i e 1. Values are for1.0 o.a :1:4 enclosed Buildings. 1.2 1.0 -1.2 2. SBCCI Values for GCp are equlvalent 0 20 100 1000 0 20 100 1000 Q 20 100 ror Overhang GCp Include offset Reduce C 10% If 3 < a < 5 to UBC Table 16•H Effective Wind Area sq.ft. Effective Wind Area sq.ft. of both upper & lower surface Effective Wind Area (sq.ft.) If a< 3 see Figure 1606.2D for values of C . Flgure1606.2E GCp for Roof Slope 30 < a < 45 Degrees Figure 1606.2G Monoslope Roofs 10 < a < 30 Degrees LIMITED STRUCTURAL CALCULATIONS FOR CUSTOM' HOME, FOR GEN FINCH D $ M CONST. AR JOB SITE' NO. C18688 iZEN.7-31-03 � LOT 4 C2,.A CA d. L CASA DEL REY SUBDIVISION, CA AF,CC3KOUF AKCHITI=CTURE + ENGINE.ERING + CONSULTING Larry J. Warner A.I.A., ARCHITECT 10 Declaration Dr.' SUITE D CIRCO, CALIFORNIA 95973 530-892-8008 PROJECT: FINCH / D&M CONST RESIDENCE PROD. No. Krenek-finch LOCATION: PARADISE, CA DATE: 5/19/03 BY: LJW • PAGE 1 OF CODES: Uniform building code, 1997 Edition AISC, Manual of steel construction, 9th Edition ACI, Manual of Concrete Practice, 1988 Edition AITC, Timber Construction Manual MATERIAL: Concrete: f c = 2,500 psi min. @ 28 days Masonry: f c =1500 psi Morton f c = 1800 psi, Type "S" Grout: f c = 2500 psi @ 28 days Steel Reinforcing: ASTM A-615 Grade 40 for #4 or smaller ASTM A-615 Grade 50 for #5 or larger Structural Steel: ASTM A-36 Steel Pipe: ASTM A53 Grade B Steel Tubing: ASTM A500 Grade'.A or B Machine Bolts: ASTM A307 Grade A Anchor Bolts: ASTM A307 Grade A, unfinished Wood Connectors: Simpson Strong -Tie or equal Wood: Light Framing: Const. Grade Douglas Fir Struct. Lt Framing, Joists & Planks: Doug, Fir No. 2 Beams & Stringers, Posts & Timbers: Doug Fir No. 1 Plywood: A.P.A. Rated sheathing, Grade CD, UBC Std.25-9. Glue -Lam Timber: ANSI / AITC A190.1-1983 Simple Spans: 24F -V4 Combination Cantilevers: 24F -V8 Combination LOADS: Roof Live Load: 20 psf Non -Snow Floor Live Load: 40 psf Seismic Zone: 3 Wind Speed: 80 mph Exposure: B Method 2 used unless noted otherwise. Allowed Soil Bearing : 1,500 psf pea C, lEE0 rc. ," peed r7-7 NOTE: Any structural or non-structural items that are not specifically addressed in the following calculations and or details are designed by others and are not the responsibility of AEC Group,. Larry J. Warner AIA, Architect. Verification of the soil conditions at the project site to determine the expansive or bearing capacity is by others. AEC GROUP., Larry J. Warner AIA, 10 Declaration Dr. Ste -D, Chico, CA 95973, 530-892-8008 1 � , , e .,r�,.. d, -w' • Y. �i . � ' r ��' moi,. �. ,,, f . ,.. e� ,,.�s L• r�.-' ����,� i t Cb Y S fiJS * r�{,.. 'gid �'� I�.: " �. `�... ' < +�,'l �,' 4�t4'� e:: `* � . �:� � �`'� ' �'!'r s �' :q "4?, g,?,,; s, j �� f ,�.c: .. �,r� �a .� Lie. � �, ' � �, �� r 4�� _� ��_ � �} 1jy c �1 tl.k y.. •�',, i ' w��� �^T �� 1. j,� Z� .� . � Z.. �Ti ek ~ � .'1 .. �� :� '•�� �, �' ' � p�: H � ,h 2 �C^.� Yy. #�. r[�+[ �� �� w'� �i" ��4 N � ,, d.. Fe -a,.. �. , �i� ; =,�#4 ,+ �t, '+ :�j�� i � k 45�A � � ���,�A ., . wy�� vf� 7� . v'x �'�+ �. ;..�� � �Y1 ,�� ,..(y «, Stt.' ^'!i i a� �� �+3 �+'F D'T, ��r • � �:� .i,;�; a.. .. - 1��sµrr� C. Cn PROJECT: FINCH / D & M RESIDENCE PROJ. No. Krenek-Finch LOCATION: PARADISE, CA DATE: 5/19/03 BY: LJW PAGE 2 OF ROOF DEAD LOAD CALCULATIONS CONVENTIONAL FRAMED ROOF ROOFING 3.0 PSF 1/2" CDX PLY 1.5 TJ1 @ 24" O.C. 1.1 TH @ 24" O.C. 1.1 5/8" GYP BRD. 2.8 INSUL 0.5 MISC 0.5 TOTAL 10.5 PSF USE 11.0 PSF. FLOOR SYSTEM 3.0 PSF ( 2x FRAMING FLOOR) 3/4" CDX PLY 2.3 PSF JOIST . 2.2 INSULATION 0.6 GYP 2.8 FLOORING 1.5 MISC 0.5 TOTAL TRUSSED ROOF SYSTEM ROOFING 3.0 PSF 1/2" CDX PLY 1.5 TRUSSES @ 24" O.C. 3.5 5/8" GYP BRD. 2.8 INSUL 0.5 MISC 0.5 TOTAL 11.8 PSF USE 12.0 PSF. ( I -JOIST FRAMING FLOOR) 3/4" CDX PLY 2.3 PSF I -JOIST 1.4 5/8" GYP BRD 2.8 MISC& INSUL 1.5 FLOORING 1.5 9.9 PSF TOTAL USE 10.0 PSF. EXTERIOR FRAMED WALLS EXT. FINISH 3.0 PSF SHEAR PLY 1.5 FRAMING. 2.0 GYP BRD 2.2 INT. FINISH 0.2 INSUL 0.3 TOTAL CONCRETE FLOOR SLAB SHEATHING FRAMING INSULATION TOTAL ..A. 1 vi USE 9.2 PSF. 15.0 PSF 2.3 3.5 0.5 21.3 PSF USE 21.3 PSF TOTAL 9.5 PSF USE 10.0 PSF. INTERIOR FRAMED WALLS GYP. BRD 2.2 PSF FRAMING 2.0 GYP. BRD 2.2 FINISHOES N/A INSUL N/A TOTAL 6.4 PSF USE 6.4 PSF. AEC GROUP., Larry J. Warner AIA, 10 Declaration Dr. Ste -D, Chico, CA 95973, 530-892-8008 Roof Beam( 97 Uniform Building Code (91 NDS) ) Ver: 5.07 By: Larry J Warner AIA, AEC Group on: 08-26-2003: 6:15:22 PM Project: KRENEK-F - Location: BM -1 BEAM AT NOOK V= Summary: LB 1.75 IN x 14.0 IN x 15.5 FT / 1.8E StrucLam - Willamette Industries 52.71 Section Adequate By: 8.5% Controlling Factor: Section Modulus /Depth Required 13.44 In Deflections: - Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Ireq= Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live.Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: WT= Properties For: 1.8E StrucLam- Willamette Industries Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.15 Cf=0.98 Fv': Fv'= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 7.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 0.37 IN 0.40 IN = U461 0.77 IN = U241 1736 LB 1584 LB 3320 LB 2.71 . IN 15.5 FT 0.0 FT 6 :12 240 180 248.0 SF One 14.0 PSF 11.0 PSF 8.0 FT 14.0 PSF 11.0 PSF 8.0 FT 1.15 8. PLF 15.5 FT 224 PLF 204 PLF 428 PLF 2600 PSI 285 PSI 1800000 PSI 700 PSI 2929 PSI 328 PSI M= 12866 FT -LB V= 3320 LB Sreq= 52.71 IN3 S= 57.17 IN3 Areq= 15.20 IN2 A= 24.50 IN2 Ireq= 299.09 IN4 1= 400.17 IN4 Multi -Loaded Beam[ 97 Uniform Building Code (91 NDS)1 Ver: 5.07 By: Larry J Warner AIA, AEC Group on: 08-26-2003: 6:15:23 PM Project: KRENEK-F - Location: GDH-1 GARAGE HEADER@GIRDER TRUSS Summary: 3.5 IN x 11.25 IN x 9.0 FT / #1 -Douglas Fir -Larch -Dry Use Section Adequate By: 8.1% Controlling Factor: Section Modulus / Depth Required 10.82 In Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Lenqth-Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: . Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: #1- Douglas Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 Cf=1.10 Fv': Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 3.33 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live Controlling Shear: At ri ht support of span 2 (Center Span) DLD-Center= 0.06 IN LLD -Center= 0.06 IN = U1789 TLD -Center— 0.12 IN = U877 LL-Rxn-A= 976 LB DL-Rxn-A= 1119 LB TL-Rxn-A= 2095 LB BL -A= 0.96 IN LL-Rxn-B= 1160 LB DL-Rxn-B= 1043 LB TL-Rxn-B= 2203 LB BL -B= 1.01 IN L2= 9.0 FT Lu2-Top= 0.0 FT Lu2-Bottom= 9.0 FT Cd= 1.00 U 360 U 240 wL-2= 0 PLF wD-2= 0 PLF BSW= 10 PLF wT-2= 10 PLF PL1-2= 792 LB PD1 -2= 1152 LB X1-2= 3.0 FT TRL-Left-1-2= 224 PLF TRD-Left-1-2= 154 PLF TRL-Right-1-2= 224 PLF TRD-Right-1-2= 154 PLF A-1-2= 3.0 FT B-1-2= 9.0 FT C-1-2= 6.0 FT Fb= 1000 PSI Fv= 95 PSI E= 1700000 PSI Fc—perp= 625 PSI Fb'= 1100 PSI Fv'= 95 PSI M= 6261 FT -LB loads on span(s) 2 V= 2203 LB q Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Sreq= 68.31 IN3 S= 73.83 IN3 Areq= 34.79 IN2 A= 39.38 IN2 1req= 113.66 IN4 1= 415.28 IN4 Roof Beam[ 97 Uniform Building Code (91 NDS)1 Ver: 5.07 By: Larry J Warner AIA, AEC Group on: 08-26-2003: 6:15:23 PM Project: KRENEK-F - Location: DB -1 TYP PORCH/DECK BEAM V= Summary: 3.5 IN x 11.25 IN x 12.0 FT / #2 -Douglas Fir -Larch -Dry Use LB Section Adequate By: 95.5% Controlling Factor: Section Modulus / Depth Required 8.05 In Deflections: Dead Load: LLD= Live Load: LLD= TLD= Total Load: 15.94 Reactions (Each End): LL-Rxn= Live Load: Dead Load: L-Rxn= Total Load: Bearing Length Required (Beam only, Support capacity not checked): T L-Rxn= BL= Beam Data: L= Span: Maximum Unbraced Span: Lu= Pitch Of Roof: RP= U Live Load Deflect. Criteria: U Total Load Deflect. Criteria: Non -Snow Live Load: RLA= Roof Loaded Area: Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= TW2= Tributary Width -Side Two: Cd= Roof Duration Factor: BSW= Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: L = Adjusted Beam Length: w L= Beam Uniform Live Load: wD_adi= Beam Uniform Dead Load: WT= Total Uniform Load: Properties For: #2- Douglas Fir -Larch Fb= Bending Stress: Fv= Shear Stress: E_ Modulus of Elasticity: Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb'= Fb' (Tension): Adjustment Factors: Cd=1.15 Cf--1.10 Fv,: Fv'= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 6.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At support. Critical shear created by combining all dead and live loads. . Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 0.06 IN 0.07 IN = U1972 0.14 IN = U1060 624 LB 537 LB 1161 LB 0.53 IN 12.0 FT 0.0 FT 6 :12 240 180 78.0 SF One 16.0 PSF 11.0 PSF 5.0 FT 16.0 PSF 11.0 PSF 1.5 FT '1.15 10 PLF 12.0 FT 104 PLF 90 PLF 194 PLF 875 PSI 95 PSI 1600000 PSI 625 PSI 1107 PSI 109 PSI M= 3483 FT -LB V= 1161 _ LB Sreq= 37.76 IN3 S= 73.83 IN3 Am= 15.94 IN2 A= 39.38 IN2 Ireq= 70.52 IN4 1= 415.28 . IN4 Column[ 97 Uniform Building Code (91 NDS)1 Ver: 5.07 Bv: Larry J Warner AIA, AEC Group on: 08-26-2003: 6:15:24 PM Project: KRENEK-F - Location: C -BM -1 Summary: ( 2 ) 1.5 IN x 3.5 IN x 9.0 FT / Stud - Douglas Fir -Larch - Dry Use Section Adequate Bv: 16.4% • Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Vertical Reactions: Live: Vert-LL-Rxn= 1736 LB Dead: Vert-DL-Rxn= 1610 LB Total: Vert-TL-Rxn= 3346 LB Axial Loads: Live Loads: PL= .. 1736 LB. Dead Loads: PD= 1584 LB Column Self Weight: CSW= 26 LB Total Loads: PT= 3346 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricitv (Y -Y Axis): ev= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X -X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 0.0 FT Column End Condition: , Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 3.50 IN Column Section (Y -Y Axis): dv= 3.00 IN Area: A= 10.50 IN2 Section Modulus (X -X Axis): Sx= 6.13 IN3 Section Modulus (Y -Y Axis): Sv= 2.63 IN3 Slenderness Ratio: Lex/dx= 30.86 Ley/dy= 0.0 Properties For: Stud- Douglas Fir -Larch Fc= 825 PSI Compressive Stress: Modulus of Elasticitv: E= 1400000 PSI Bending Stress (X -X Axis): Fbx= 675 PSI Bending Stress (Y -Y Axis): Fby= 675 PSI Adjusted Properties: Fc': Fc'= 381 PSI Adjustment Factors: Cd=1.00 Cf --1.05 Cp=0.44 Column Calculations (Controlling Case Oniv): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 319 PSI Allowable Compressive Stress: Fc'= 381 PSI P3 Column[ 97 Uniform Building Code (91 NDS) ) Ver: 5.07 By: Larry J Warner AIA, AEC Group on: 08-26-2003: 6:15:25 PM Project: KRENEK-F - Location: C-GDH-1-A 5.25 Summary: 1.5 IN x 3.5 IN x 8 FT / Stud - Douglas Fir -Larch - Dry Use Section Adequate By: 12.1% IN3 Vertical Reactions: Vert-LL-Rxn= Live: Dead: Vert-DL-Rxn= Total: Vert-TL-Rxn= Axial Loads: PL= Live Loads: PD= Dead Loads: Column Self Weight: CSW= Total Loads: PT= Eccentricity (X -X Axis): ex= Eccentricity (Y -Y Axis): ey= Cd -Axial= Axial Duration Factor: PSI Column Data: L= Length: Unbraced Length (X -X Axis): LX=Maximum Maximum Unbraced Length (Y -Y Axis): Ly= Column End Condition: Ke= Calculated Properties: dx= Column Section (X -X Axis): dv= Column Section (Y -Y Axis): A= Area: Section Modulus (X -X Axis): Sx= Section Modulus (Y -Y Axis): Sy= Lex/dx= Slenderness Ratio: Properties For: Stud- Douglas Fir -Larch Compressive Stress: Modulus of Elasticity: Bending Stress (X -X Axis): Bending Stress (Y -Y Axis): Adjusted Properties: Fc': Adjustment Factors: Cd=1.00 Cf --1.05 Cp=0.53 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: Allowable Compressive Stress: Leyldy- Fc= E_ Fbx= Fby= Fc'= fc= Fc'= 976 LB 1131 LB 2107 LB 976 LB 1119 LB 12 LB 2107 LB 0.00 IN 0.00 IN 1.00 8.0 FT 8.0 FT 0.0 FT 1.0 3.50 IN - 1.50 IN 5.25 IN2 3.06 IN3 1.31 IN3 27.43 0.0 825 PSI' 1400000 PSI 675 PSI 675 PSI 457 PSI 401 PSI 457 PSI Column[ 97 Uniform Building Code (91 NDS) ) Ver: 5.07 By: Larry J Warner AIA, AEC Group on: 08-26-2003: 6:15:25 PM Project: KRENEK-F - Location: C-GDH-1-B Summary: 1.5 IN x 3.5 IN x 8 FT / Stud - Douglas Fir -Larch - Dry Use Section Adequate By: 3.9% Vertical Reactions: Live: Vert-LL-Rxn= 1160 LB Dead: Vert-DL-Rxn= 1143 LB Total: Vert-TL-Rxn= 2303 LB Axial Loads: Live Loads: PL= 1160 LB Dead Loads: PD= CSW= 1131 12 LB LB Column Self Weight: PT= 2303 LB Total Loads: Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ev= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: Length: L= 8.0 FT Maximum Unbraced Length (X -X Axis): Lx= 8.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 3.50 IN Column Section (Y -Y Axis): dv= 1.50 IN Area: A= 5.25 IN2 Section Modulus (X -X Axis): Sx= 3.06 IN3 Section Modulus (Y -Y Axis): Sy= 1.31 IN3 Slenderness Ratio: Lex/dx= 27.43 - Ley/dy= 0.0 Properties For: Stud- Douglas Fir -Larch Fc= 825 PSI Compressive Stress: Modulus of Elasticity: E=- 1400000 PSI Bending Stress (X -X Axis): Fbx= 675' PSI Bending Stress (Y -Y Axis): Fby= 675 PSI Adjusted Properties: Fc'= 457 PSI Fc': Adjustment Factors: Cd=1.00 Cf --1.05 Cp=0.53 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= Fc'= 439 457 PSI PSI Allowable Compressive Stress: Footing Design f 97 Uniform Building Code (91 NDS) ) Ver: 5.07 By: Larry J Warner AIA, AEC Group on: 08-26-2003: 6:15:21 PM Proiect: KRENEK-F - Location: FTG-GDH-1-A Summary: Footing Size: 1.0 FT x 1:0 FT x 12.00 IN Footing has been designed without reinforcement Footing Loads: Live Load: PL= 976 LB Dead Load: PD= 1131 LB Total Load: PT= 2107 LB Ultimate Factored Load: Pu= 3243 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 2500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 1.0 FT Length: L= 1.0 FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: , Column Type: (Wood) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 2107 PSF Effective Allowable Soil Bearing Pressure: Qe= 2350 PSF Required Footing Area: Areq= 0.9 SF Area Provided: A= 1.0 SF Baseplate Bearing: Bearing Required: Bearing= 3243 LB Allowable Bearing: Bearing -Allow= 33841 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 0 LB Allowable Beam Shear: vc1= 5200 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 0.00 IN Punching Shear: Vu2= 0 LB Allowable Punching Shear: vc2= 0 LB Bending Calculations (Long Direction): Factored Moment: Mu -long= 4864 IN -LB Nominal Moment Strength: Mn -long= 32500 IN -LB Bending Calculations (Short Direction): Factored Moment: Mu -short= 4864 IN -LB Nominal Moment Strength: Mn -short= 32500 IN -LB Footing Design f 97 Uniform Building Code (91 NDS)1 Ver: 5.07 By: Larry J Warner AIA , AEC Group on: 08-26-2003: 6:15:09 PM Prosect: KRENEK-F - Location: FTG-GDH-1-B Summary: Footing Size: 1.0 FT x 1.0 FT x 12.00 IN Footing has been designed without reinforcement Footing Loads: Live Load: PL= 1160 LB Dead Load: PD= 1143 LB Total Load: PT= 2303 LB Ultimate Factored Load: Pu= 3572 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 2500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 1.0 FT Length: L= 1.0 FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 3.50 IN Column Depth: . n= 3.50 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 2303 PSF Effective Allowable Soil Bearing Pressure: Qe= 2350 PSF Required Footing Area: Areq= 0.98 SF Area Provided: A= 1.0 SF Baseplate Bearing: Bearing Required: Bearing= 3572 LB Allowable Bearing: Bearing -Allow= 33841 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 0 LB Allowable Beam Shear: vc1= 5200 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 0.00 IN Punching Shear: Vu2= 0 LB Allowable Punching Shear: vc2= 0 LB Bending Calculations (Long Direction): Factored Moment: Mu-lonq= 5358 IN -LB Nominal Moment Strength: Mn -long= .32500 IN -LB Bending Calculations (Short Direction): Factored Moment: Mu -short= 5358 IN -LB Nominal Moment Strength: Mn -short= 32500 IN -LB rN Footing Design f 97 Uniform Building Code (91 NDS)1 Ver: 5.07 By: Larry J Warner AIA, AEC Group on: 08-26-2003: 5:56:14 PM Project: KRENEK-F - Location: FTG -C -BM -1 Summary: Footing Size: 1.5 FT x 1.5 FT x 12.00 IN * Footing has been designed without reinforcement Footing Loads: Live Load: PL= 1736 LB Dead Load: PD= 1610 LB Total Load: PT= 3346 LB Ultimate Factored Load: Pu= 5205 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 2500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 1.5 FT Length: L= 1.5 FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations:' Ultimate Bearing Pressure: Qu= 1487 PSF Effective Allowable Soil Bearing Pressure: Qe= 2350 PSF Required Footing Area: Areq= 1.42 SF Area Provided: - A= 2.25 SF Baseplate Bearing: Bearing Required: Bearing= 5205 LB Allowable Bearing: Bearing -Allow= 33841 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 0 LB Allowable Beam Shear: vc1= 7800 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 54.00 IN Punching Shear: Vu2= 2277 LB Allowable Punching Shear: ( vc2= 46683 LB Bending Calculations: Factored Moment: Mu= 11712 IN -LB Nominal Moment Strength: Mn= 48750 IN -LB KREN,EK EXISTING RES. TROJAN TRUSS P.O. BOX. 85 ORLAND CA. 95963 OFFICE (530)865-2321 FAX (630)865-4940 BUTTE COUNTY BUILDING DIVISION APPROVED MiTek® Re: Krenek 00 MiTek Industries, Inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 USA FAX (916) 676 1909 TELEPHONE (916) 676 1900 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Trojan Truss. Pages or sheets covered by this seal: R12037420 thru R12037425 My license renewal date for the state of California is June 30, 2005. BUTTE„ COUNTY iSUILDING APPROVED -, The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1995 Sec. 2. Job Truss Truss Type Qty Ply - 00 812037420 r f. KRENEK A CAL HIP 1 1, 2 .Job Reference (optional) TROJAN TRUSS, ORLAND CA. 5.200 s Jan 16 2004 MiTek Industries, Inc. Wed Apr 28 14:49:37 2004 Page 1 -2-0-0 7-6-12 8-0-7 12-6-0 16-11-9 17-514 25-0-0 27-0-0 2-0-0 7-6-12 0-5-11 4-5-9 4-5-9 0-5-11 7-6-12 2-0-0 Scale =1:47.0 5x8 = 1x4 II 75x8 = 7-6-12 7-6-12 2x4 11 7x8 = ora 11 �' �. 4-11-4 4-11-4 25-0-0 7-6-12 i¢ 0 Plate Offsets (X Y): [3:0-4-0 0-1-4] [6.0-4-0 0-1-4J [8:o -2-1a 0-1-31 tluv-z-u u-u-lzl t11 -u -a -v u -4 -al REACTIONS (Ib/size) 2=2047/0-3-8, 8=2047/0-3 8 BRACING OF WEB MEMBERS, WHERE REQUIRED, ARE AS SHOWN ABOVE. FOR Max Horz 2=-127(load case 6) ADDITIONAL PERMANENT AND TEMPORARY BRACING (WHICH IS ALLWAYS REQ -0) Max Uplift 2=-828(load case 5), 8=-828(load case 6) LOADING (psi) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase '� 1.25 TC 0.23 Vert(LL) 0.09 11 >999 240 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.13 11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.04 8 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 255 lb LUMBER TOP CHORD 2 X 4 DF No.1 &Btr G BOT CHORD 2 X 6 OF N0.2 G WEBS 2 X 4 DFStd G BRACING TOP CHORD Sheathed or 6-M oc purlins, except 2-M oc pudins (6-04) max.): 3-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. e s connec a as o ows. 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.OQ�OFES.S/0, 4) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=5.Opsf; BCDL=4.8psf; Category Il; Exp C; enclosed; MW FRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. G. ANgF 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 per Table No. 16-B, UBC -97.4 7) A plate rating reduction of 20% has been applied for the green lumber members. fY C % 80 Z X 8) Two RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 8. 9) Girder carries hip end with 8-M end setback * EXP. 06/30/05 10) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 11) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 450.71b down and 386.81b up at 17-3-8, and 450.7lb down and 386.81b up at 7-8-8 on top chord. The design/selection of such special connection S'j CtV VL \Q' device(�s)tiiss the responsibility of others. grFO� Cp1,1F�� �RFA9J(YD�Sff� design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE April 28,2004 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Trues Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719 MiTek Industries, Inc. TOP CHORD BRACING @ 24" O.C. UNLESS RIGIDLY SHEATHED, BOTTOM CHORD CONTINUOUSLY BRACED @ 10'-0" O.C. UNLESS RIGIDLY SHEATHED. LATERAL REACTIONS (Ib/size) 2=2047/0-3-8, 8=2047/0-3 8 BRACING OF WEB MEMBERS, WHERE REQUIRED, ARE AS SHOWN ABOVE. FOR Max Horz 2=-127(load case 6) ADDITIONAL PERMANENT AND TEMPORARY BRACING (WHICH IS ALLWAYS REQ -0) Max Uplift 2=-828(load case 5), 8=-828(load case 6) REFER TO TPI PUBLICATION HIB -91 BRACING WOOD TRUSSES COMMENTARY AND RECOMMENDATION. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-3=-3837/1614, 3-4=-12/0, 3-13=-3836/1756, 5-13=-3836/1756, 5-14=-3836/1756, 6-14=-3836/1756, 6-7=-12/0, 6-8=-3837/1615, 8-9=0/49 BOT CHORD 2-12=-1407/3384, 12-15=-1414/3372, 11-15=-1414/3372, 11-16=-1378/3372, 10-16=-1378/3372, 8-10=-1371/3384 WEBS 3 -12=0/650,3-11=-409/695,5-11=-6161516,6-11=-409/695,6-10=0/650 BUTTE COU NV NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: A 1`1 , ISION BUILDING DIVISION 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. W b t d f II 2 X 4- 1 row at 0-9-0 oc AP PR®VE® . e s connec a as o ows. 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.OQ�OFES.S/0, 4) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=5.Opsf; BCDL=4.8psf; Category Il; Exp C; enclosed; MW FRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. G. ANgF 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 per Table No. 16-B, UBC -97.4 7) A plate rating reduction of 20% has been applied for the green lumber members. fY C % 80 Z X 8) Two RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 8. 9) Girder carries hip end with 8-M end setback * EXP. 06/30/05 10) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 11) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 450.71b down and 386.81b up at 17-3-8, and 450.7lb down and 386.81b up at 7-8-8 on top chord. The design/selection of such special connection S'j CtV VL \Q' device(�s)tiiss the responsibility of others. grFO� Cp1,1F�� �RFA9J(YD�Sff� design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE April 28,2004 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Trues Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719 MiTek Industries, Inc. -V" b I 44 NUm 'ri"' ystemr Genera kSafet�"'Ndtesn'� Or' e ng 4 PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design.to.fhe I U plates to both sides of truss and building designer, erection supervisor, property -P-1 07� securely seat. owner and all other interested J2 J3 J4 'parties. 2. Cut members to bear tightly against each TOP CHORDS other. C2 7:73- J5 J5 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 3: 0 0 5 0:: at joint locations. 0 NC6 U U U 4. Unless otherwise noted, locate chord splices CL 0 at 1/4 lianel length 6" from adjacent joint.) For 4 x 2 orientation, locate I C8 0 BOTTOM CHORDS 5.. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1/8" from outside edge A J8 J7 J6 of truss and vertical web. 6. Unless expressly noted; this design is not applicable for use with fire retardant or, preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATESIZE shown indicate minimum plating requirements. 4 4 The first dimension is the width 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than_ .the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 3907,4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. 12. Anchorage and / or load transferring NER 561 connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING 1, Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. T I I MiTek Le7', �­ '.v. Care should be exercised in handling, 15.'erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 @.1993 MiTek@ Holdings, Inc. Job Truss Truss Type Qty Ply0 0 r _ 812037420 KRENEK A CAL HIP 1 ` 2 'Job Reference (optional) TROJAN TRUSS, ORLAND CA. 5.200 s Jan 16 2004 MiTek Industries, Inc. Wed Apr 28 14:49:37 2004 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-52, 3-4=-52, 3-13=-94, 13-14=-126, 6-14=-94, 6-7=-52, 6-9=-52, 2-8=-39(F=-23) ` Concentrated Loads (lb) Vert: 3=451 6=451 G BUTTE COUNTY 1 BUILDING DIVISION. APPROVED A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Trues Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719 MiTek Industries, Inc. Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 'Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. �/$ ♦ �- C2 C3 JS 3. Place plates on each face of truss at each cq joint and embed fully. Avoid knots and wane Oat joint locations. U�y U U 4. Unless otherwise noted,- locate chord splices O at' panel length (± 6" from adjacent joint.) /, For 4 x 2 orientation, locate ~ C8 C7 Cb 10 BOTTOM CHORDS 5. Unless otherwise noted; moisture content of lumber shall not exceed 19% at time of fabrication. . plates 1/8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration.and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT: practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE - shown indicate minimum plating requirements. 4 4 The first dimension is the width 9. Lumber shall be of the species and size, and x perpendicular to slots•. Second in all respects; equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints atM1 ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. I M 1141 -3 engineer. MiTek® Ya 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job Truss Truss Type Qty Ply 0 0 8-1-2 8-1-2 812037421 [KRENEK' Al CAL HIP 2 1 4-11-4 4-11.4 7.6-12 Plate Offsets (X,Y): [2:0 -2 -10,0 -1 -8],[4:0 -0 -0,0 -0 -0],[5:0 -0 -0,0 -0 -0],[7:0 -0 -0,0 -0 -0],[8:0 -0-0,0-0-0],[10:0-0-0,0-0-0],[12:0-2-10,0-1-8],[15:0-4-0 ,0-3-0] Job Reference (optional) Ton IAAI TDI ICC n6i Amn re K11— t —men„ 5.000 c .Jun q 2003 MiTek Industries. Inc. Wed Aor 28 10:59:00 2004 Page 1 8-1-2 -2-M 7-6-12 10-0-7 12-6 0 14-11-9 17-5.4 2-0-0 7.6-12 2-5-11 2-5-9 2-5-9 2-5-11 r 1x4 M1120 11 10 M1120 11 " 4x8 M1120 \\ 6 9 A t0 dvn KAW)n 25-" 27-" 7-6-12 . 2-0-0 Scale = 1:48.9 REACTIONS (Ib/size) 2=966/0-3-8, 12=966/0-3-8 Max Horz 2=-119(load case 6) Max Uplift 2=-258(load case 5), 12=-258(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=46, 2-3=-1498, 3-4=-58, 4-6=-6, 3-5=-1404, 5-7=-1404, 7-8=-1404, 8-11=-1404, 9-10=-6, 10-11=-58,11-12=-1498,12-13=46 BOT CHORD 2-16=1270, 15-16=1265, 14-15=1265, 12-14=1270 WEBS 3-16=132, 3-15=176, 7-15=-172,11-15=176, 11-14=132, 4-5=-6, 8-10=-6 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANS195; 85mph; h=25ft; TCDL=5.Opsf; BCDL=4.8psf; occupancy category Il; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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 per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 12. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard BUTTE COUNTY H UILDiNG DIVISION APPROVE® A WARNING - Verify design paranerers and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Trues Plate Institute, 583 D'Onolrlo Drive, Madison, W1 53719 MiTek Industries, Inc. Q aofEss/� ANn�, C 17180 �) a EXP. 06/30/05 /* S'j. CIV 14 �P April 28,2004 a 1x4 M1120 11 5x8 M1120 - 1x4 M1120 II 8-1-2 8-1-2 7-6-12 12-6-0 17-5-4 25-" 7-6-12 4-11-4 4-11.4 7.6-12 Plate Offsets (X,Y): [2:0 -2 -10,0 -1 -8],[4:0 -0 -0,0 -0 -0],[5:0 -0 -0,0 -0 -0],[7:0 -0 -0,0 -0 -0],[8:0 -0-0,0-0-0],[10:0-0-0,0-0-0],[12:0-2-10,0-1-8],[15:0-4-0 ,0-3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.07 12-14 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.16 12-14 >999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.04 12 n/a BCDL 8.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 240 Weight: 116 Ib LUMBER *BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Sheathed or 5-2-1 oc purlins, except BOT CHORD 2 X 4 DF No.1 &Bir G 2-0-0 oc purlins (5-7-8 max.): 3-11. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Std G JOINTS 1 Brace at Jt(s): 5, 8 REACTIONS (Ib/size) 2=966/0-3-8, 12=966/0-3-8 Max Horz 2=-119(load case 6) Max Uplift 2=-258(load case 5), 12=-258(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=46, 2-3=-1498, 3-4=-58, 4-6=-6, 3-5=-1404, 5-7=-1404, 7-8=-1404, 8-11=-1404, 9-10=-6, 10-11=-58,11-12=-1498,12-13=46 BOT CHORD 2-16=1270, 15-16=1265, 14-15=1265, 12-14=1270 WEBS 3-16=132, 3-15=176, 7-15=-172,11-15=176, 11-14=132, 4-5=-6, 8-10=-6 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANS195; 85mph; h=25ft; TCDL=5.Opsf; BCDL=4.8psf; occupancy category Il; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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 per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 12. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard BUTTE COUNTY H UILDiNG DIVISION APPROVE® A WARNING - Verify design paranerers and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Trues Plate Institute, 583 D'Onolrlo Drive, Madison, W1 53719 MiTek Industries, Inc. Q aofEss/� ANn�, C 17180 �) a EXP. 06/30/05 /* S'j. CIV 14 �P April 28,2004 s E k - h `SymboIt 2 - _ is . '• � � i . jNumbering em °.General SafetyNotes,.,,,. 'Sys .:®, PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property •Center Damage or Personal Injury 1 3j4' plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property. securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 11 TOP CHORDS other. 1$ i�8 ♦ '�IN C2 C3 J5 3. Place plates on each face of truss at each c, joint and embed fully. Avoid knots and wane 0 V �, 3 3 O at joint locations. U �y U NC6 4. Unless otherwise noted, locate chord splices CL O at 14 panel length (± 6' from adjacent joint.) ' For 4 x 2 orientation, locate ~ C8 C7 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1/8" from outside edge J1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements.. The first dimension is the width 4 9. Lumber shall be of the species and size, and x-4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING9667,9432A11. SBCCI Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. 12. Anchorage and / or load transferring NER 561 connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® M1 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. Mi Te k® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTekO Holdings, Inc. Job Truss Truss Type Qty Ply 0 0 8-1-2 8-1-2 R12037422 KRENEK B COMMON 10 1 8.8.3 7-11-11 - 8-6-3 Job Reference (optional) (psf) SPACING 2-0-0 ` CSI I A..,...0,.,. h- XAr„a A...'3a In•RG•nl'jnnd P— 1 I KVJHIV I KUJJ VKLAIVIJ VM., Iwn oc LOWJV 8-1-� -2-0-0 6-6-4 2-M 6-6-4 12-6-0 18-5.12 5-11-12 5-11-12 4x4 M1120 - 4 - 812 25-" , 27-0� r 6-6-4 2-" Scale = 1:47.4 REACTIONS (Ib/size) 2=952/0-3-8, 6=95210-3-8 Max Horz 2=-136(load case 6) Max Uplift 2=-249(load case 5), 6=-249(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=46, 2-3=-1440, 3-4=-1263, 4-5=-1263, 5-6=-1440, 6-7=46 BOT CHORD 2-10=1217, 9-10=825, 8-9=825, 6-8=1217 WEBS 3-10=-284, 4-10=448, 4-8=448, 5-8=-284 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=5.Opsf; BCDL=4.8psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 6. LOAD CASE(S) Standard UNTY 13L)TTE CO IUNG ®IvISIONI BUIL- APPROVED A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual buildirig component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. �pEESS/0\ �(" C 17180 z] EXP. 06/30/05 * C'V'�- O�F��P OF CALIF(3� April 28,2004 3x4 M1120 = 3x4 M1120 - 3x4 M1120 8-1-2 8-1-2 8-6-3 16-5-13 25-" 8.8.3 7-11-11 - 8-6-3 LOADING (psf) SPACING 2-0-0 ` CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.10 6-8 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.20 6-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.03 6 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 240 Weight: 107 Ib LUMBER BRACING TOP CHORD 2 X 4 DF NO.1 &Btr G TOP CHORD Sheathed or 5-4-12 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=952/0-3-8, 6=95210-3-8 Max Horz 2=-136(load case 6) Max Uplift 2=-249(load case 5), 6=-249(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=46, 2-3=-1440, 3-4=-1263, 4-5=-1263, 5-6=-1440, 6-7=46 BOT CHORD 2-10=1217, 9-10=825, 8-9=825, 6-8=1217 WEBS 3-10=-284, 4-10=448, 4-8=448, 5-8=-284 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=5.Opsf; BCDL=4.8psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 6. LOAD CASE(S) Standard UNTY 13L)TTE CO IUNG ®IvISIONI BUIL- APPROVED A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual buildirig component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. �pEESS/0\ �(" C 17180 z] EXP. 06/30/05 * C'V'�- O�F��P OF CALIF(3� April 28,2004 -k 7 .NSI v 0 .4 • `�'�Generalfymbols NUbbfingl. SV .$a f6ty PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury. - 14-1 3/4' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each . 2 TOP CHORDS C C3 other. 5 3. Place plates on each face of truss at each ONJ 3: joint and embed fully. Avoid knots and wane 0 VX at joint locations. M 0 \\ U M U U 4. Unless otherwise noted; locate chord splices CL 0 CL at '/< panel length (± 6" from adjacent joint.) • For 4 x 2 orientation, locate CS C7 C6 0 BOTTOM CHORDS 5'. -Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1/8" from outside edge J I J8 J7 J6 of truss and vertical web. - 6. Unless expressly noted, this design is not applicable for use-with.fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE' 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to comber for dead load'deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions . . PLATE SIZE Y shown indicate minimum plating requirements. 4 x 4. The *first dimension is the width to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than' the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. ,BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,4922 provided at spacing shown on design. LATERAL BRACING SBCCl 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or 61tjr truss�mem6er_or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 @ 1993 MiTek@ Holdings, Inc. Job Truss Truss Type Qty Ply 0 0 _ 812037423 KRENEK BGE COMMON 1 1 Job Reference (optional) TR(I.IAN TRI I.CS nRl ANn CA.. Mac Lawson 5.000 s Jun 9 2003 MiTek Industries, Inc. Wed Apr 28 10:59:03 2004 Pagel 3x4 12-6-0 25-0-0 2t -u -u , 12-6-0 12-6-0 2-0-0 Scale = 1:45.6 3x4 M1120 = 10 8-1-2 f1' "' C 17180 M 26=90/25-0-0, 25=91/25-0-0, 24=91/25-0-0, 23=87/25-0-0, 22=103/25-0-0, 21=70/25-0-0 3x4 M1120 - 25-0-0 * EXP. 06/30/05 Max Uplift 19=-114(load case 6), 37=-74(load case 5), 36=-22(load case 5), 35=-38(load case 5), 34=-35(load case 5), 33=-36(load case 5), 32=-38(load case 5), 31=-37(load case 5), S CMI. P 27=-44(load case 6), 26=-37(load case 6), 25=-35(load case 6), 24=-38(load case 6), 25-0-0 23=-28(load case 6), 22=-66(load case 6), 21=-2(load case 3) ww'' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl TCLL 16.0 Plates Increase 1.25 TC 0.16 Vert(LL) n/a - n/a TCDL 10.0 Lumber Increase 1.25 BC 0.08 Vert(TL) 0.03 20 >728 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 19 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 240 LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G OTHERS 2 X 4 HF Std PLATES M1120 Weight: 138 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=81/25-0-0, 19=235/25-0-0, 30=74/25-0-0, 28=89/25-0-0, 37=183/25-0-0, 36=53/25-0-0, GRIP 185/148 35=98/25-0-0, 34=89/25-0-0, 33=91/25-M, 32=92/25-0-0, 31=82/25-0-0, 27=95/25-0-0, f1' "' C 17180 M 26=90/25-0-0, 25=91/25-0-0, 24=91/25-0-0, 23=87/25-0-0, 22=103/25-0-0, 21=70/25-0-0 Max Horz 1=143(load case 5) * EXP. 06/30/05 Max Uplift 19=-114(load case 6), 37=-74(load case 5), 36=-22(load case 5), 35=-38(load case 5), 34=-35(load case 5), 33=-36(load case 5), 32=-38(load case 5), 31=-37(load case 5), S CMI. P 27=-44(load case 6), 26=-37(load case 6), 25=-35(load case 6), 24=-38(load case 6), 23=-28(load case 6), 22=-66(load case 6), 21=-2(load case 3) ww'' Max Grav 1=81(load case 1), 19=235(load case 1), 30=74(load case 1), 28=89(load case 1),p� 37=183(load case 7), 36=53(load case 7), 35=98(load case 7), 34=89(load case 7), U R a A E ®� 33=91 (load case 1), 32=92(load case 7), 31=84(load case 7), 27=96(load case 8), 26=90(load case 1), 25=91 (load case 1), 24=91 (load case 8), 23=87(load case 1), 8 GG [VISION 1 t� D 6 building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of LA-� 22=103(load case 8), 21=98(load case 2) �®\P APP FORCES (lb) - First Load Case Only TOP CHORD 1-2=19, 2-3=-38, 3-4=-29, 4-5=-30, 5-6=-30, 6-7=-30, 7-8=-31, 8-9=-27, 9-10=-29, 10-11=-30; 11-12=-31, 12-13=-30, 13-14=-30, 14-15=-30, 15-16=-30, 16-17=-30, 17-18=-30, 18-19=-53, 19-20=45 �pFESS/pN BOT CHORD 1-37=0, 36-37=0, 35-36=0, 34-35=0, 33-34=0, 32-33=0, 31-32=0, 30-31=0, 29-30=0, 28-29=13, C. pNO�ip WEBS 9-308-59, 116-28 =70, 2 376-127, 3-36=-48, 4335= 73, 5-343-69, 6-3369, 7-32=-70, 8-31=-62,� 12-27=-72, 13-26=-69, 14-25=-69, 15-24=-69, 16-23=-69, 17-22=-71, 18-21=-71�� 3q. NOTES f1' "' C 17180 M 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=5.Opsf; BCDL=4.8psf; occupancy category II; * EXP. 06/30/05 exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. S CMI. P 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), and Gable End Detail" OFCAi.�F ®WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE April 28,2004 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. tt. "�Vs V hi b 0 be'd h m f6 OT.es,.,,, eneral, S f6 N g-..isyste PLATE LOCATION AND ORIENTATION Failure to follow Could.ause-Prooerty Damage or Personal Injury. 14-1 3/4' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 14 TOP CHORDS other. 1� C2 C3 J5 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane Q 0 at joint locations. = 0 U 6 U 6 4. Unless otherwise noted, locate chord. splices 0- 0 at 1/4panel length (± 6" from adjacent joint.) For 4 x.2 orientation, locate C8 C7 C6 10, BOTTOM' CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1/8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to comber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width. 4 4 9. Lumber shall- be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS • grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12.. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member.or plate without prior approval of a professional which bearings (supp6rts) occur. 1i RTe engineer. 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 @ 1993 MiTek(6 Holdings, Inc. tt. "�Vs V hi b 0 Job Truss Truss Type Qty Ply 0 0 R12037423 KRENEK BGE COMMON 1 1 Job Reference (optional) .,,,�� L.:T..1, �..,,,,�..:,,� inn �nro.� e„. �a �n•sons Anna Pane 7 1 mvim" 1 RVJJ, umw — —, ,. 1 - -- - ---- - - NOTES 4) All plates are 1x4 M1120 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-Goc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1 and 19. LOAD CASE(S) Standard r BU-PFE COUN 1 .Y UILDIIN0 ONISIOl� AppROVED --A A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Ouallty Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Trues Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. ri ­N0nib'er1hg, v �;;,,A44Gen'6fa1fSafe �ysteM'� tv _Notes'.�"-�- PLATE LOCATION AND ORIENTATION Failure to Follow C6uld Cause Property Damage or.Personal Injury Center plate on joint unless dimensions indicate otherwise Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 1 11 TOP CHORDS other. Y8 C2 C3 . J5 3. Place plates on each face of truss at each p c,joint and embed fully. Avoid knots and wane 3: 0 - 5 ZX1 at joint locations. 0 U (-) 4. Unless otherwise noted, locate chord splices, 0 CL at '/4 panel length (± 6" from adjacent joint.) For 4 x 2 orientation,. locate 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. I C8 C7 C6 0 BOTTOM CHORDS plates 1/8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the requireddirection of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to comber for.clead load -deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions - PLATE SIZE. shown indicate -minimum plating requirements. 4 4 The first dimension is the width 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to.slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907,4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING vim Indicates location of joints atm M1 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer.. MiTek,, 15. Care should be exercised in handling, erection and installation of trusses. MiTelk Engineering Reference Sheet: MIX -7473 @'1993 MiTek@ Holdings, Inc. ri Job Truss Truss Type Qty Ply 00 812037424 I(RENEK J1 JACK 12 1 Job Reference (optional) BC 0.40 Vert(TL) -0.30 2-4 >312 = n n L.w o onn� nn,roU In ii �t�o� Inr wPrt Anr 2A 1na91M912004 Paae 1 I MUJAN 1 RUJJ, %jml vv vn., .-- - . - 1 -2-0-0 8-0-0 2-M 8-0-0 3 7-10-9 a -P1° 7-10-9 0-1-7 Scale: 12'=1' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.16 2-4 >562 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.30 2-4 >312 Max Uplift BCLL 0.0 Rep Stress Incr YES WB 0.00 Hor-z(TL) -0.00 3 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) list LC LL Min I/deft = 240 Weight: 26 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD _ Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G 1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=390/0-3-8, 4=62/0-3-8, 4=62/0-3-8, 4=62/0-3-8, 3=186/0-3-8 Max Horz 2=163(load case 6) Max Uplift 2=-90(load case 5), 3=-140(load case 6) Max Grav 2=390(load case 1), 4=139(load case 2), 4=62(load case 1), 4=62(load case 1), 3=186(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=46, 2-3=67 BOT CHORD 2-4=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=5.Opsf; BCDL=4.8psf; occupancy category ll; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. LOAD CASE(S) Standard BUTTE 4.J C®N1 BU11LDING DIVISION APPROVED ---.A ®WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 99 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Trues Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. �pFESS/p\ C 17180 �� a *\ EXP. 06/30/05 * ' OF CAILWF .I April 28,2004 ].y a r!t+• "" -� ! �t ` a'z�: �.:�:' ti,%-• 'G/�� - Symbols ,,;,. '<1 a . r .:.._ «-� s'... ti '� Numb`enng System ' r'�;,' � ti General Safety Notes - ,, PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 14-1 3/4' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor., property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 1 11 TOP CHORDS other. Y$ ��$ ♦ C2 C3 3. Place plates on each face of truss at each . joint and embed fully. Avoid knots and wane 0 u,3 3Oat joint locations. U U4. N6, Unless otherwise noted, locate chord splices O CL at 1A panel length (± 6" from adjacent joint.) ' For 4 x 2 orientation, locate F_C8- C7 0 5. •Unless'otherwise noted, moisture content of - lumber -shall not exceed 19% at time of fabrication. BOTTOM CHORDS plates 1/8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. 4x 4 The first dimension is the width 9. Lumber shall be of the species and size, and perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING9667,9432A11. SBCCI Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at__ ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur.r. 8: ';+ ' engineer. Mi Te k® " ' _' ` _ 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. I Job Truss Truss Type Qty Ply 0 0 LOADING (psf) SPACING 2-0-0' CSI R12037425 KRENEK J2 7 JACK 3 1 1.25 TC 0.17 Vert(LL) -0.00 8-1-2 M1120 220/195 TCDL Job Reference (optiOR611-1&1-2 I KUJAN 1 KUJJ, UKLHIVU L.A., IVIdc L"dw5url .i.vw a vu., �.. v....,.. _,. .., ,.8-1 2 -2-0-0 2-0-0 4 2-" 2-" a -2 -2 Scale = 1:9.9 REACTIONS (Ib/size) 2=227/0-3-8, 5=16/0-3-8, 5=16/0-3-8, 5=16/0-3-8, 3=-3/0-3-8 Max Horz 2=72(load case 5) Max Uplift 2=-141(load case 5), 3=-32(load case 6) Max Grav 2=227(load case 1), 5=35(load case 2), 5=16(load case 1), 5=16(load case 1), 3=44(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=45, 2-3=-49, 3-4=-3 BOT CHORD 2-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=5.Opsf; BCDL=4.8psf; occupancy category Il; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. LOAD CASE(S) Standard 13UTTE CUNT A-4 t3UIL.UING ®I V ISION APPROVE® A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid foi use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. nnAdditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidanc29! regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, wl 53719 MiTek Industries, Inc. /QapFESS/pN,q� C. ANpF�P F2�, C 17180 Z yr EXP. 06/30/05 C10- �P q�OF CA41F��� April 28,2004 1-10-4 1-104 0-1-12 LOADING (psf) SPACING 2-0-0' CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.00 2 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.05 1 >503 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 240 Weight: 9 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD -Sheathed or 2-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=227/0-3-8, 5=16/0-3-8, 5=16/0-3-8, 5=16/0-3-8, 3=-3/0-3-8 Max Horz 2=72(load case 5) Max Uplift 2=-141(load case 5), 3=-32(load case 6) Max Grav 2=227(load case 1), 5=35(load case 2), 5=16(load case 1), 5=16(load case 1), 3=44(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=45, 2-3=-49, 3-4=-3 BOT CHORD 2-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=5.Opsf; BCDL=4.8psf; occupancy category Il; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. LOAD CASE(S) Standard 13UTTE CUNT A-4 t3UIL.UING ®I V ISION APPROVE® A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid foi use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. nnAdditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidanc29! regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, wl 53719 MiTek Industries, Inc. /QapFESS/pN,q� C. ANpF�P F2�, C 17180 Z yr EXP. 06/30/05 C10- �P q�OF CA41F��� April 28,2004 V: t Symbols . =Numbering System A • ? General Safety. Notes :4 PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause- Property Damage or Personal Injury *Center plate on joint unless. dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 - 2.. Cut members to bear tightly against each TOP CHORDS other. �/8 ~ C2 C3 J5 3. Place plates on each face of truss at each c Q q joint and embed fully. Avoid knots and wane W �� 3 0 <� � 3 at joint locations. O U �y= " U 4. Unless otherwise noted, locate chord splices 0 O at length + 6" from adjacent joint.) P 9 (- •For 4 x 2 orientation, locate Ce BOTTOM CHORDS cs O 5. Unless otherwise- noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1/8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THETRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 9. Lumber shall be of the species and size, and x 4 .perpendicular. to slots.. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins .fir ICBO 3907, 4922 provided of spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13: Do not overload roof or floor trusses with stacks of construction materials. BEARING "0. -, Indicates location of joints atME 14. Do not cut or alter Truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. I Mi TIe k® y { `= " 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. June 22, 2004 Gene Finch 4222 Co. Road S Orland, CA 95963 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 041-620-007 Building Permit Number: 04-1250 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS: 1. Bedroom #1 does not have a window that meets the emergency egress requirements. Please revise. S.,cuCTURAL COMMENTS: Provide a truss layout sheet. The subdivision map that created this parcel requires the foundations to be designed by an engineer or architect in accordance with the geotechnical investigation for the Casa Del Rey Subdivision. Please provide documentation from the architect stating that he has reviewed the geotechnical report and designed the foundations appropriately. roof rafters over the study/entry area are overstressed. Please revise. Sp1�11i,e cify depth of the struc-lam beam over the kitchen nook. Provide calculations for this beam and he supporting posts and footings. This beam supports several purlins. /Provide shearwall schedule on the plans. 6! The cross section specifies 2x6 rafters @ 16"on center. The roof framing plan shows 24" on center. ,,Please coordinate. ,a/ovide calculations for the garage door header. _/Identify location of "C -DM -1" from the calculations on the plans. of Please provide a listing and span chart for the 117/8" SS -25 ceiling joists. If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. Philo will answer your structural questions. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. 4nda Simpson Philo Hunt, P.E. Plans Examiner Plan Check Engineer cc: Larry Warner, Architect 1 of 1 -FP Su .. •v qua � .,, ��,...:- ;�... ue ount LAND OF NATURAL WEALTH AND BEAUTY PLANNING DIVISION �F - DEPARTMENT OF DEVELOPMENT SERVICES b 7 COUNTY CENTER DRIVE OROVILLE, CALIFORNIA 95965-3397 1VIay 11; 2004: TELEPHONE: (530) 538 7601 FAX: (530) 538-7785 D & M Construction 4222 County Rd. S. Orland, CA 95963 RE: Site Plan Review for APN 041-620-007 (Lot 2, Casa Del Rey, Phase 1) SM 149-56/61 FOR YOUR INFORMATION A copy has been sent to: Mr. Finch, Please note that your parcel fronts both streets, Sierra Del Sol and Pentz Road. The setback from Pentz Road is 15 feet from the property line. According to your plot plan received that gives you a 15 ft. 6 in. building envelope from the patio of your house. No structures may be placed within the 15 feet from the parcel boundary fronting Pentz Road. Please review all enclosures to be sure that the information is correct, and that you have incorporated these requirements & conditions into the design of your project. Should you have any questions please feel free to call me between the hours of 8:00 a.m. and 4:00 p.m. Monday through Friday at (530) 538-6572. Sinc ely, o eph Baker Planning Manager Attachments. -�` LAND OF NATURAL WEALTH AND BEAUTY PLANNING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES -•,+.^- 12004. 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397, •-May;:1 TELEPHONE: (530) 538-7601 FAX: (530)538-7785 Gene Finch P.O. Box 374 Paradise, CA 95967 t RE: Site Plan Review for APN 041-620-007 (Lot 2, Casa Del Rey, Phase 1) SM 149-56/61 Dear Mr. Finch, Please note that your parcel fronts both streets, Sierra Del Sol and Pentz Road. The setback from Pentz Road is 15 feet from the property line. According to your plot plan received that gives you a 15 ft. 6 in. building envelope from the patio of your house. No structures may be placed within the 15 feet from the parcel boundary fronting Pentz Road. Please review all enclosures to be sure that the information is correct, and that you have incorporated these requirements & conditions into the design of your project. Should you have any questions please feel free to call me between the hours of 8:00 a.m. and 4:00 p.m. Monday through Friday at (530) 538-6572. Baker ,g Manager Attachments. CC: D & M Construction 4222 County Rd. S. Orland, CA 95963 April 30, 2004 Gene Finch P.O. Box 374 Paradise, CA 95967 RE: Site Plan Review for APN 041-620-007 (Lot 2, Casa Del Rey, Phase 1) SM 149-56/61 For Your Information. Exhibit "A" (Site Plan Review) Exhibit `B" is a list of conditions -related to this parcel. Conditions 1, 3, 4, 5, 6, 7, 8, 9 and 10 are specific to your proposed development. Exhibit "C" are conditions related to approval of your parcel. Please review all enclosures to be sure that the information is correct, and that you have incorporated these requirements & conditions into the design of your project. Should you have any questions please feel free to call me between the hours of 8:00 a.m. and 4:00 p.m. Monday through Friday at (530) 538-6572. Sincerely, ie Baker Planning Manager Attachments. CC: D & M Construction 4222 County Rd. S. Orland, CA 95963 1 V La u u� a s �+� • �. SITE PLAN REVIEW APPLICATION w Date: AN O c a0- oo Permit Number (if applicable) OLI - Y) t7 © Bin Number • APPLICANT INFORMATION Parcel Size: Owners Name: �� 'p �-t h c I)SC)b7 ems'. r / .,� 5 .�,-� 6 3 Owners Address: � �--�. � � r°ti Telephone No.:x (o S - Email: Situs Address: u�� �5 ,` ,ey t/' C�_ Proposed Use: Residential ML 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 .� ❑ Industrial Addition ❑ Industrial Remodel Other Septic ❑ Well . ❑ Agricultural Exempt BuildingAgricultural Buffer Form ❑ Applicable NIA ❑ Other: Brief Explanation (if necessary): . • DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) ❑ Approved S Conditionally Approved ❑ Resolve Problems Prior to Approval IN Site Plan Stamped Approved By Date y _3 Page 1 of 5 I ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: w ❑ 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 attac ed) • Flood Zone: • Flood Panel No.: 0 57- Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) F] 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) ❑ Oroville Enterprise Zone 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: P U D 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 p C Side Side Street Rear Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 • • • Applicable Development Fees: Standard Fees ❑ Fire • ❑- School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Drainage Area ❑ Thermalito Urban Area ❑ Other ---------------------------------------- Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) Amount Formula * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. • Parcel Created By [] 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 k ❑ Verify Legal Parcel ❑Verify Legal Access ❑ Provide Deed of Creation ❑ Obtain a Certificate of Compliance/Notice 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 .A Subdivision Map/Parcel Map: Map Date of Recording: 2 -ZS- O -V Lot: 2- ❑ Use Permit/Minor Use Permit Permit Number: Book: 1 H �' Page:lJAI • Date of Approval: Parcel Map/Subdivision Map/Use Permit Conditions ❑ Comply with the following Conditions of Approval: ❑ Attached ❑ None ❑ 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 A 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 road maintenance, and stop sign maintenance. El Page 4 of 5 MOTES NO 8UtLDWGS OR STRUCTURES SHALL BE ALLOWED WITHIN THE COMMON AREA OF THE PUD, EXCEPTING THE RECREATION BUILDING AND STRUCTURES RELATED TO THE PARK AND RECREATION AREAS. IF DURING CONSTRUCTION, ANY ARCHAEOLOGICAL REMAINS ARE DISCOVERED ON SITE, CONSTRUCTION SHALL CEASE AND A PROFESSIONAL ARCHAEOLOGIST SHALL BE CONSULTED AND A FULL EXAMINATION SHALL BE COMPLETED. DEER MITIGATION FEES ARE TO BE PAID AT THE TIME OF OBTAINING BUILDING PERMITS W SUCH FEES HAVE BEEN ADOPTED BY THE BUTTE COUNTY BOARD OF SUPERVISORS. ALL FENCING 'ON THE PROPERTY SHALL BE CONSISTENT WITH THE DEPARTMENT OF FISH AND GAME STANDARDS FOR DEER FENCtFG. FISH AND GAME STANDARDS ARE NOT APPLICABLE TO THE RECREATION FACILITIES SUCH AS THE POOL, BALL FIELD AND TENNIS COURTS. SECURtTY FENCING FOR THE RECREATION VEHICLE PARKING ARITA SHALL BE AP'PR'OVED BY THE DEPARTMENT OF FISH AND GAME. PRIOR TO ISSUANCE OF BUILDING PERMITS THE APPLICANT SHALL PROVIDE FINAL GRADING PLANS AND IDENTIFY ANY VERTICAL CUT OR FILL SLOPES THAT EXCEED S VERTICAL FEET tN HEIGHT. THESE SLOPES SHALL BE REVEGETATED PRIOR TO tSSUANCE OF OCCUPA CY. A DEVELOPMENT IMPACT FEE FOR SHERIFF'S FACILITIES SHALL BE PAID PURSUANT TO THE PROVISIONS OF CHAPTER 3, ARTICLE I1 OF THE BUTTE COUNTY CODE, PRIOR TO ISSUANCE OF BUILDING PERMITS OR USE PERMIT IN THE CASE OF A MOBILE HOME PARK. SAID FEE AMOUNT VALL BE DETERMINED A14D CALCULATED AS OF THE DATE OF APPLICATION FOR THE BUILDING PERMIT OR USE PERMIT. f_ALL _r6UNDATIONS SHALL BE -DES1'GNED IN ACCORDANCE_ WITH-THE- DECEMBER ITH-THE- DECEMBER 22, 199.9, GEOTECHNICAL INVESTIGATION FOR -THE CASA - DEI: REY SUBDIVISION, RANEY . GEOTECHNICAL JOB N0.-011--:-786',__ -ON FILE WITH Tt4E BUVLDING DIVISION OF DEVELQPMENT:SERVICS. PRIOR TO ISSUANCE OF BUILDING PERMITS THE APPLICANT SHALL PROVIDE FINAL GRADING PLANS A -NO tDENPFY ANY CUT OR FILL SLOPES THAT EXCEED 5 VERTICAL FEET IN HEIGHT. THESE SLOPES SHALL BE REVEGETATED IN COMPLETE PHASES AND VER417IED BY THE PLANNING DIVISION PRIOR TO ISSUANCE OF BUILDING PERMITS FOR THE NEXT PHASE. THE FINAL 2 PHASES SHALL BE COMPLETELY REVEGETATED PRIOR TO ISSUANCE OF BUILDING PERMITS ON THE LAST PHASE OF THE PROJECT. LOT C m r 00 LOT IMPROVEMENT AND DEVELOPMENT CAN OCCUR AT ANY LOCATION WITHIN • THE CONFINES OF EACH OF THE INDI\ADUAL RESIDENTIAL LOTS. NO 8UtLDWGS OR STRUCTURES SHALL BE ALLOWED WITHIN THE COMMON AREA OF THE PUD, EXCEPTING THE RECREATION BUILDING AND STRUCTURES RELATED TO THE PARK AND RECREATION AREAS. IF DURING CONSTRUCTION, ANY ARCHAEOLOGICAL REMAINS ARE DISCOVERED ON SITE, CONSTRUCTION SHALL CEASE AND A PROFESSIONAL ARCHAEOLOGIST SHALL BE CONSULTED AND A FULL EXAMINATION SHALL BE COMPLETED. DEER MITIGATION FEES ARE TO BE PAID AT THE TIME OF OBTAINING BUILDING PERMITS W SUCH FEES HAVE BEEN ADOPTED BY THE BUTTE COUNTY BOARD OF SUPERVISORS. ALL FENCING 'ON THE PROPERTY SHALL BE CONSISTENT WITH THE DEPARTMENT OF FISH AND GAME STANDARDS FOR DEER FENCtFG. FISH AND GAME STANDARDS ARE NOT APPLICABLE TO THE RECREATION FACILITIES SUCH AS THE POOL, BALL FIELD AND TENNIS COURTS. SECURtTY FENCING FOR THE RECREATION VEHICLE PARKING ARITA SHALL BE AP'PR'OVED BY THE DEPARTMENT OF FISH AND GAME. PRIOR TO ISSUANCE OF BUILDING PERMITS THE APPLICANT SHALL PROVIDE FINAL GRADING PLANS AND IDENTIFY ANY VERTICAL CUT OR FILL SLOPES THAT EXCEED S VERTICAL FEET tN HEIGHT. THESE SLOPES SHALL BE REVEGETATED PRIOR TO tSSUANCE OF OCCUPA CY. A DEVELOPMENT IMPACT FEE FOR SHERIFF'S FACILITIES SHALL BE PAID PURSUANT TO THE PROVISIONS OF CHAPTER 3, ARTICLE I1 OF THE BUTTE COUNTY CODE, PRIOR TO ISSUANCE OF BUILDING PERMITS OR USE PERMIT IN THE CASE OF A MOBILE HOME PARK. SAID FEE AMOUNT VALL BE DETERMINED A14D CALCULATED AS OF THE DATE OF APPLICATION FOR THE BUILDING PERMIT OR USE PERMIT. f_ALL _r6UNDATIONS SHALL BE -DES1'GNED IN ACCORDANCE_ WITH-THE- DECEMBER ITH-THE- DECEMBER 22, 199.9, GEOTECHNICAL INVESTIGATION FOR -THE CASA - DEI: REY SUBDIVISION, RANEY . GEOTECHNICAL JOB N0.-011--:-786',__ -ON FILE WITH Tt4E BUVLDING DIVISION OF DEVELQPMENT:SERVICS. PRIOR TO ISSUANCE OF BUILDING PERMITS THE APPLICANT SHALL PROVIDE FINAL GRADING PLANS A -NO tDENPFY ANY CUT OR FILL SLOPES THAT EXCEED 5 VERTICAL FEET IN HEIGHT. THESE SLOPES SHALL BE REVEGETATED IN COMPLETE PHASES AND VER417IED BY THE PLANNING DIVISION PRIOR TO ISSUANCE OF BUILDING PERMITS FOR THE NEXT PHASE. THE FINAL 2 PHASES SHALL BE COMPLETELY REVEGETATED PRIOR TO ISSUANCE OF BUILDING PERMITS ON THE LAST PHASE OF THE PROJECT. LOT C m r 00 3V558 45 15' P.S.EI 0 1F 19 '1 E �oco' 1Q ,"I U c 1� -a ! 'cn � 9 V NO ACCESS STRIP D. Adopt an Ordinance rezoning to PUD, and approve a Tentative Subdivision Map, for property identified as AP 041-470-054, 055-310-007 and a portion of 041-080-025 • (Robert Conway) subject to the following conditions and mitigation measures (m): PLANNING DIVISION CONDITIONS !a- Prior to recordation of the Final Map: Ii 1. the map shall be revised to provide for a secondary access and new project access as illustrated in Exhibit A, dated 5/21/93 of the May 24, 1993 Staff Findings. 2. the following items shall be submitted and approved by the Director of Development Services, or his/her designee: a. Delineate the park area and improvements; b. Site plan for the 1 acre multi-purpose facility identified as the "Lime Saddle Service District and Butte County Fire Department" on the X map date stamped March 9, 1993; 11 C. Details for landscaping and screening for the R.V. storage area from %ft. Pentz Road; and • d. CC&Rs shall be approved by the County and include a detailed plan for maintenance of open space , the park and recreation facilities, and "I other common areas. Se,,- P S /✓ d &-c90 — OO 33 "7a G A(/&- a�a� 3. the applicant shall identify the lot dimensions for each of the 56 lots. ao 4. the applicant shall provide specific locations for the erosion and sediment control facilities that are to be located on-site. This shall be approved by the Department of Public Works. (m) 5. the applicant shall provide a revegetation plan for all cut and fill slopes that exceed 5 vertical feet in height. This plan shall include a combination of trees, shrubs and ground cover. (m) Place the following notes on the Final Map or additional map sheets: VAIT o4� *Iw3 ucra & I mar&-- / 6. Lot improvements and development can occur at any location within the S►4 V.7 confines of each of the 56 individual residential lots. • Z 43 _ rt�r£ .z tjor& -27. No buildings or structures shall be allowed within the common area of the SA4 J/_?PUD, excepting the recreation building and structures related to the park and area. Irecreation f 3 6r 8. If during construction any archaeological remains are discovered on-site, construction shall cease and a professional archaeologist shall be consulted "J" 140-1`E #'3 and a full examination shall be completed. 514 '/3 Seg . ` r'p ✓� 1-J C,LWI�/ ;„ Li102 3 1- � ng . u Nif *L 2_�3Nv w-, (m) So sErga�SGS hw%20 f. no -development setback around each seep/spring . `v6 TL 10. Deer mitigation fees are to be paid at the time of obtaining building permits '4 V3 W.1- if such fees have been adopted by the Butte County Board of Supervisors. (m) All fencing on the property shall be consistent with the Department of Fish W 3!3 �l,N° T and Game standards for the deer fencing. (m) 12. Prior to issuance of Building Permits the applicant shall provide final grading :!®r� to _ 9 plans and identify any vertical cut or fill slopes that exceed 5 vertical feet in Say 713 height. These slopes shall be revegetated in complete phases and verified by C-2. tJo-fc: ac 9 the Planning Division prior to issuance of building permits for the next phase. The final 2 phases shall be completely revegetated prior to issuance of building permits on the last phase of the project.(m) Prior to issuance of building permits for any unit the following shall be verified: 13. , All residences shall require a two car garage and the driveway shall be A) utilized as tandem parking to meet the PUD standards for off-street parking. qac *.e 14. A development impact fee for sheriffs facilities shall be paid pursuant to the 314313`7'' provisions of Chapter 3, Article II of the Butte County Code, prior to issuance 44 7 of building permits or use permit in the case of a mobile home park. Said fee amount will be determined and calculated as of the date of application for the building permit or use permit. LAND DEVELOPMENT DIVISION AND PUBLIC WORKS CONDITIONS The following items shall be completed prior to recordation of the Final Map: 2 utNtr �3 I'/0rx— 15. Fire hydrants shall be provided per County Fire Department standards and t ° all new dwellings shall meet the Fire Safe Regulations of Public Resources, Code 4290. 16. Provide utility easements per PG&E requirements. 17. Submit road and drainage plans to the Land Development Division for - 23 21 approval and install the required facilities. tie-je: Wi SA 3f3 j�I`q V pK -oI M 14 fr .1/4"-i Nei � oK `7418. 9-/9-0i 11A 19. .-2 3 21 Fosi0&D m _a 3 -r.S -0 ( d< E---2 3 z( L -Z3 z/ /V/19 Provide 20 ft. radius property line returns at all street intersections. Indicate a 55 ft. building setback line from the centerline of Pentz Road. or_ m l.d 20. Street signs shall be provided by the developer at all street intersections per 9-17-03 FG County requirements. (Submit 5 alternate names for each street to the 9_2 County address coordinator for approval of street names). tJa^'�s°►aK9-r7-01 g _o� 6 -z32-121. Construct full street section on interior streets to typical section shown on �- tentative map. Minimum structural section to be 2" AC and 8" AB, SC 250 prime, fog seal and 95% relative compaction. Submit design to Land Development Division for approval. "R" value determination and other data may be required to support section design. 01< 22. Provide monumentation as required by the Department of Public Works in �� accordance with accepted standards. %'z�. of F -232j 23. Street grades and other features shall comply with the Butte County Ordinances, design resolution and other accepted engineering standards. 6-23z(24. Provide permanent solution for drainage including no increase in peak runoff. oK rn 14- 25. All easements of record to be shown on the final map. �7 -26. Meet the requirements of the Butte County Fire Department or other p" 1 responsible agency. s s" '°1'4 27. Street lighting shall be provided in accordance with Butte County requirements, accepted design criteria, and recommendations of PG&E. If 7 -'VI4 the developer chooses to install the street lights and pay energy costs through the County Service Area (C.S.A.) he must complete the formation of the C.S.A.and submit a petition (to Dept. of Public Works) signed by 2/3 of the property owners requesting that they pay the lighting costs through the C.S.A. E - 28. Provide circulation, the minimum being an emergency access road serving 232-1 x'23 �j parcels such that not more than 20 parcels are served by cul-de-sac, construct to Butte County standard RS-8-LDI minimum. All -A IJIA 29. Provide 1 ft. no access strip on Pentz Road except at access roads. O 30. Meet the requirements of the utility companies (i.e., PG&E, Pacific 9/2 %ab Telephone, water, and sewer. a`14 o Pay any delinquent taxes or current taxes as required. .. 32. Developer shall provide all required traffic safety signs, including stop signs. rn 6.4 Cr 1 9 -22 - 0( 23� 33. Construct standard left turn lanes at each intersection of access road with eE e=z32r Pentz Road. 34. Present configuration of access is unacceptable. Re -design intersection of c -232r Z- -23 2-( northerly access road and Pentz Road to provide adequate area for storage o and turning movements. 9-rs-,oi New lot or parcel lines shall comply with setback requirements of applicable ' 0,a _ zoning and building ordinances. See condition 6. 9 y� vl 36 Deeds andLla_ts shall be submitted to the Department of Development Se ices for checking and approval prior to recordation and shall contain the notes specified in the memo from Land Development dated July 9, 1993. P'7 Provide documentation from a title company of the applicants choice verifying that any deed of trust affected is partially re -conveyed or modified to reflect r� f/{o the boundary line adjustment and to prevent the, creation of any additional lot V/ or parcel. r V a . pi`!" c. C Prior to recording deeds, verify payment of taxes as specified in Governnient ` Code Section 66492. dC9' Prepare a plat showing approved boundary line modification. • K 4M? Record plat with deeds if one or more of original lots or parcels was created by map or shown on a record of survey. If a record of survey is prepared to show the boundary line modification, recording of a plat is not required. If a record of survey is prepared to show the boundary line modification, recording of a plat is not required. Deed Note (To be placed on any deed to effect boundary line modification) The purpose of this deed is to effect a boundary line modification as approved by the Butte County Development Review Committee on The above described lands are to be combined with and become a part of those lands as described in the deed to as filed for record in Butte County Official Records at (serial number ,) (Book Page ). No additional lots or parcels are created hereby. The scope of review of said boundary line modification was limited as specified in Government Code section 66412(d), and approval of it does not constitute assurance that future applications for building permits or other land use entitlements on the modified lots or parcels will be approved by the County of Butte. 0 Plat Note (To be placed on any required Plat) • This plat does not constitute a legal description of the lots or parcels depicted and does not show all easements of record on or affecting said lots or parcels. NOTE CONCERNING ALL COUNTY CONDITIONS OF APPROVAL: "Minor changes may be approved administratively by the Directors of Environmental Health, Planning or Public Works upon receipt of a substantiated written request by the applicant and only as to those conditions or requirements recommended by their respective departments. Prior to such approval, verification shall be made by each Department or Division that the modification is consistent with the application, fees paid and environmental determination as conditionally approved. Changes deemed to be major or significant in nature shall require a formal application for amendment." ENVIRONMENTAL HEALTH CONDITIONS The following items shall be completed prior to recordation of the Final Map: off/ 41. 2 • h�,, 2-,42. 7`0 43, 0 Provide community sewage collection, treatment and disposal facilities in compliance with California State Regional Water Quality Control Board, Code of Butte County, California Health and Safety Code, and other applicable codes and regulations governing the design, construction and operation of the facilities. Provide a homeowners'association or other legal entity adequate to insure the operation, maintenance or repair of the sewage collection, treatment and disposal facilities. Meet the requirements of the California State Regional Water Quality control Board. 44. Provide a Community Water Supply System in compliance with the California State Safe Drinking Water Act and County of Butte Requirements. Comply with any regulations that relate to new construction within an existing community services district. 45. If feasible provide for incorporation of the new water system into the Lime Saddle Community Service District (Del Oro Water Company). 46. Provide all necessary property, easements and access to construct and maintain the community water supply system including the mine shaft to be used as a water source. 47. Show sufficient land area available to the water purveyor for additional well site(s). 48. Show a one hundred foot sewage disposal setback from existing wells. • 49. For the existing mobile home park,parcel place a not on the map that states "This parcel was created to accommodate existing development and is not approved for additional development to be served by septic tank systems". 50. Guarantee domestic water supply service to the mobile home park by inclusion of the park in the community water supply service. 51. The applicant shall also comply with all other applicable State and local statutes, ordinances, and regulations. Minor changes may be approved administratively by the Director of Development Services upon receipt of a•substantiated written request by the applicant. Prior to such approval, verification shall be made by each Department or, Division that the modification is consistent with the application, fees paid and environmental determination as conditionally approved. Changes deemed to be major or significant in nature shall require a formal application for amendment. n U W 0 p �.V,T TF 0 RESIDENTIAL PLAN REVIEW GUIDE o :-►.c_ . �.." o SI.�'GLE FAMILY, DUPLEXAND n _ _.1 MISCELLANEOUS ONLY Owner.Building Permit Number: h '�-/ lC�S0 Plans Examiner: Lr'�tdA �it"jo''n A. P. Number: ([�i" l _ 49 a� GENERAL: T Zoning requirements — (number of permitted living units). Plans signed by the designer. Proper description of work on the application. — Existing violations on the property. Recorded notice of violation. Building permit valuation. PLOT PLA`: Complete parcel size and dimensions. / Setbacks. side yard, easements, etc. Other buildings or structures. Grading, fills andior drainage. Flood hazard. Special conditions on Parcel Map: Iroise ❑ SR --k ❑ Fire Sprinklers ❑ Water Tender ❑ Traffic and Drainage fees ❑ Federal Aid Route and/or Federal Aid Secondary Route setback requirement. Building or utilities across lot lines (Lot merger approval by Butte County Land Development) FLOOR PLA`: Plans and specifications drawn to scale with dimensions and of sufficient clarity (UBC section 106.3.3). 104'0 of nanual light and 5% of ventilation (Uniform Building Code section 1203). Escape or rescue windows shall have a minimum net clear openable area of 5.7 square feet 'sive Shan be n W 20". M clear openable height dimension shall be 24". The minimum net clear operable width dimension S When vvindoxv s are provided as a meats of escape or rescue, they shall hav a finished sill height not more than 44" above the flcor (Uniform Building Code section 310.4).,�2GQ �'DO Skylights (Uniform Building Code section 2409 & 2603.7). Glazing in Hazardous locations (Uniform Building Code section 2406). Habitable space shall have a ailing height of not less than 7 feet 6 inches except as otherwise peraritDed in this section. Kitchens, halls, bathrooms and toilet compartments may have a ailing height of not less than 7 Acct measured to the lowestyroiection from the ceiling (Uniform Building Code section 310.6.11 All habitable rooms except kitchens shall have an area of not less than 70 square feet and not less than 7 Ant in any dimension (Utriform Building Code section 310.6.2 & 310.6.3). GFCI in baths. gage, kitchen, wet bar, and exterior receptacles (NEC 210). Nater heaters which depend on the combustion of fuel shall not be installed in a room tied or designed to be used for sleeping purposes, bathroom. clothes closets or in a closet or other confined space opening into abash or bedroom (Uniform Plumbing Code section 509.0). uel burning equipment shall not be installed in a closet, bathroom or a room readily usable as abedroom, of in a room. compartment or alcove opening directly into any of these (Uniform Mecbanical Code sec ion 304.5). Garage firewall separation -required on garage side including supporting walls and posts (UnMMMB"aB Code section 302.4 exception #3). rider no circumstances shall a private garage have any opening into a room used for sleeping purposes (Uniform Building Code section 312.3). Wood stove location - Alcove — UMC section 205 confined space & 223 unconfined space & 301.2). 1 Smoke detectors (Uniform Building Code section 310.9.1). Page 1 of 2 TWater closet clearances (Uniform Plumbing Code 408.5). Shpwtr compartment minimum 1024 sq. in 8 30" circle (Uniform Plumbing Code 412.7). Be&ring,A2lls shall be supported on masonry or concrete foundations that shall be of sufficient size to support all loads (Uniform Building Code section 1806.3). STRUCTURAL DETAILS: 1. Braced wall. panels shall star at not more than 8 feu from each end of a braced wall line. Braced wall panels. must be in line or offset from each other by not more than 4 feet (UBC section 2320.11.3). Spacing shall not exceed 34 feet on anter in both the longitudinal and transverse directions (UBC section 2320.4.1.) Braced aall lines must be continuous throughout the structure. 2. A California licensed architect of registered engineer must prepare a lateral analysis for the area of the building that do not oomph with the Uniform Building Cade. This must include the designer's `Wet" stamp, signature, registration number and expiration date on all sheets of plans depicting the designed elements and cover sheets of calculations. Clerestory requiring balloon framing and/or engineering. 3. Foundation plans complete enough to construct building (Uniform Building Code Table 18 -I -C7.. Moor construction details complete enough to construct'building. 'Elevations and wall construction details complete enough to construct building. Com' Roof construction details complete enough to construct building..` � _,p ". 7ruVL,= construction details and calculations if necessary. V J Garage door header size(s). . Porch header size(s). Typical header size(s). tud heights. gh expansive soil — special foundation design required. . Retaining walls requiring design Gj1=m wallboard nailing inspection required. If the area below the lowest floor .is fully enclosed. than a minimum of two openings are required with a total net arra of at least one square inch for ever• square foot of area enclosed with the bottom of the openings no more than one foot above grade. Alternatively. certification mai• be provided by a registered professional engineer or architect that the design Will allow equalization of hydrostatic flood forces on exterior walls. Building must be designed and anchored to prevent floatation, collapse or lateral movement. Construction design requirements must be shown on the building plans. Electric, heating, ventilation, plumbing and air conditioning equipment and other service facilities shall be designed and/or located so as to prevent water from entering or accumulating with the components during conditions of flooding. MISCELLA.nouS ITEMS: Stairway details — landings, rise and run head clearance, handrails (Uniform Building Code section 1003). Guardrails (Uniform Building Code section 509). Brick or stone veneer (Uniform Building Code section 1403). Exterior plaster— weep screeds (Uniform Building Code section 2506.5). Roof pitch for roof covering (Uniform Building Code Table 15-B-1 & 2, 15-D-1 & 2). Foam insulation — protection. 36" halls and stairways (Uniform Building Code section IOQ4.3.3.2). Two exits on three — story dwellings (Uniform Building Code section 1004.2.3.2). Underfloor access and ventilation (Uniform Building Code section 2306.3 8 2306.7). . Attic access and ventilation (Uniform Building Code section 1505). Sound requirements. 12. Energy design compliance and supporting documentation. CDF responsible area requirements. UELDING PERMIT REQUIREMENTS: 1. ❑ SRA. 2. ❑ Flood elevation certificate. 3. ❑ Fire Sprinklers required. 4. ❑ Special Inspection requirements. 5. ❑ Use Permit conditions. 6. ❑ Sub -Standard Housing lever. P2ee -- f F, National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Mater Pollution Prevention Plan (SWPPP) Acknowledgement [LESS THAN 1 ACRE Project Title: `D7 By signing below, I, the project owner/owner's agent, certify that I am aware that a construction project that disturbs 1 acre or more of land requires a Construction Storm Water Permit from the State Water Resources Control Board and that it is my responsibility to submit a Notice of Intent (N.O.I.), a Storm Water Pollution Prevention Plan (SWPPP), and a check for $700.00 made payable to the State Water Resources Control Board to obtain such a permit if my project disturbs 1 acre or more of land. I, further, certify that this project will not disturb 1 acre or more of land. I am aware that submitting false and/or inaccurate information may result in revocation of Fradin*i d/or other permits or other sanctions provided by law. Signed: Title: Date: V3 P207— 33 46. 7'- 14 ?;e- e)y/- z0 -ooh Environmental Health APR 2 � 2004 Chico., California / pg' - i� ' y4f N h h U j N U tolls b/fN- CZ) f/ • ' 1 0 �► - tt fnA - _ f I cry , t 32/ oo' . �. ! rc mac- .S o L S'/E X?e Al /� T x -S v,�•L ? �E,�T' .._ a ..:. y _ _ ALL ,ExPo5it'— So/ L ` 7—o 13z `L4 ve 1;/4is 4 .$ /�'� .I ../ ,y V �'.� �./ Z� 4 • 'rte A...�: � , '�'e� rf -• � pT r �^' t`� ate.... +,.,�,,/C � �� . �. �:.. �'' c:^,: • Gfl /Z • � 7 REVISIONS BY =® ®® DRAWN CHECKED ZG— v� DATE / SCALE JOB NO. o 7- Z - SHEET OF / SHEETS