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HomeMy WebLinkAbout069-470-005Lcca Hilec 64.47-S ,A0 Skyline Blvd., Omville contr Richard Wood, Oroville 9 Permit #26670atin8OB,P, (ad 1r y / oom/ 069-47-0-005 #98-2736 L.P. MILES 270 SKYLINE, OROVILLE CONNELYS ROOFING PARTIAL REROOF / 069-470-005 �NALED TAYLOR, MILLIE 270 SKYLINE, OROVILLE PROPANE TANK FOR RAN 069-470-005 06-1009 TAYLOR,LOREN 270 SKYLINE BLVD, OROVIL E • Cont: T DOWNING CONST DEMO �069-470-�005( [ 06-1100088 AYLO,LREN 270 SKYLINE BLVD, OROVILLE. Cont: T DOWNING NSF (LIV, GAR, COV) MILES, Lee 958-71B 69-47-5 886-71E — 270 Skyline Blvd.,Orovil (addition -family room)¢ 19 069-470-005 05 - TAYLOR, LOREN 270 SKYLINE BLVD., OROVILLE CONT: OWNER AG BUILDING 7 i A� Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile www.buttecounty.netldds PLAN CHANGE 0 RECHECK ❑ Owner's Name: f BP#: 0(, Date: /(, Contact Person & Phone Number: AP#: _ ! 3 Received By: gw::__ Time: �1 OSE OF PLAY CHANGE OR REC ❑ Response to Inspector's Correction Notice - Inspector's T ❑ Response to Plan Check Letter - Plans Examiner's Name: *Submit two (2) drawings reflecting the revision for plan review al6ug-witfi your approved plans. If engineering is involved in this revision, the engineer must put his requirements on these drawings and wet stamp and sign two sets of engineered drawings. Drawings must clearly show changes proposed and locations involved. ■ ■ WHEN APPROVED: Mail to 6�4- 3(ogg Call < IIq -3g77 6012iDoT4 and hold for pick-up. Deliver with Next Inspection ( for 8 1/2X I I only) Minimum revised plan check f e-t6-'6e-corlle6ted at time of subs will determine if addition lan checking fees are needed ❑ Minimum ' ❑ Additional Fee Amount: /1S.,V 4 7S-70 CLA.- !gl I'm �� Receipt #: n of revision, plans examiner Revised I1/06 K.O.T.Y. ENGINEERING (SINCE 1974) "FOR ALL YOUR ENGINEERING NEEDS" RO.BOX 4390 • CHICO, CA 95927 VOICE: (530) 898-9810 • (800) 601-8794 • CELL: (530) 864-4942 FAX: (530_) 898-9810 • E-mail: jerry@kotyengineering.com, Website: www.kotyengineering.com PROJECT: 270. Skyline Blvd., Oroville, CA 95966, CA I have reviewed the modifications to the truss submittal (dated August 21 and December 27, 2006) for the above project and all loading design criteria have been met. Jerry Kotysan, P.E. Civil Engineer 7�(' C 58539 . EXP.1 171/,^P CIVI,. /_,, COMPREHENSIVE ENGINEERING DESIGN • ADDITIONS & CODE COMPLIANCE (INCLUDING ADA) ALTERATIONS OF STRUCTURES • STRUCTURAL REPAIRS • LITIGATION SUPPORT TO: FROM: Building Division = Development Services Environmental Health 11 H. USE ONLY Plot Plan Attached Floor Plan Attadied -- Sent to BD/DS 40 Q�Q -fib SUBJECT: Sanitation Clearance Owner Location AP# Plan Approved for: Sewage Disp Clearance for dwelling. Other Hold final for: Fin�learance O.K. for: NOTE: Environmental Health Specialist Building Clearance 9/2005 Water Supply: Publiot,,=_Private Well Date y'�ro •TV. +, 1. LONGFELLOW LUMBER CO. INC. Quality Design • Floor, Wall & Roof Systems 89 Loren Avenue • Chico, CA 95928-7434 Phone (530) 893-0112 9 (800) 678-0112 Fax (530) 893-0140 E -Mail: trusses@longfellowlumber.com �T r .BUTTE COUNTY BUILDING DIVISION APPROV a I p� Customer. Tim Downing Job No: Taylor Residence ENGINEER Address: 270 Skyline Mitek Industries, Inc. Redong (Ray) Yu 7777 Greenback Lane, Suite 109 Oroville Citrus Heights, CA 95610 (916) 676-1900 APPROVED INSPECTION AGENCY Timber Products Inspection, Inc. AP#: P.O. Box 20455 Portland, OR 97220 (503) 254-0204 C -20E (Rev. 5/05) L R TAYLOR RESIDENCE 270 SKYLINE OROVILLE TM A r-% -%I A iw I I& I.-% L 0 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4' 'Center plate on joint unless x, y Damage or Personal Injury g offsets are indicated. Dimensions are in ft -in -sixteenths. 6-4-8 dimensions shown in ft -in -sixteenths Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and securely seat. diagonal or X -bracing, is always required. See BCSI1. /�d 2. Never exceed the design loading shown and never 1 2 3 TOP CHORDS c1-2 C2.3 4 stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and o WEBS �3e all other interested parties. For 4 x 2 orientation, locate p _ 4. Cut members to bear tightly against each other. plates 0-1h6' from outside U 4b Q " U 0 CL 5. Place plates on each face of truss at each edge of truss. joint and embed fully. Knots and wane at joint C7a C6-7 Cs -6 0 locations are regulated by ANSI/TPI1. BOTTOM CHORDS 'This symbol indicates the required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII. `Plate location details available in MTek 20/20 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. The first dimension is the width 4 4 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to x perpendicular to slots. Second camber for dead load deflection. dimension is the length parallel to slots. 10. Plate type, size, orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that by text in the bracing section of the specified. output. Use T, I or Eliminator bracing if indicated. ICBO 4922, 5243, 5363, 3907 12. Top chords must be sheathed or purlins provided at spacing shown on design. BEARING SBCCI 9667, 9730, 96048, 951 1, 9432A 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but 14. Connections not shown are the responsibility of others. reaction section indicates joint number where bearings occur.M�® 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. Industry Standards: ® M MTek 16. Install and load vertically unless indicated otherwise. ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. mm DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 @ 2004 MITek® HpTc­ : AUT- LATERAL LR_A(E hGTAL_ is VAtij BIZ. RE PLAciuG COH T . 6(W -ES AT 0P AT 1/t. RU t, tiIcS (`g' 2�" I0j.®I2"0c. --lop 0 b'' .6. T YP 2120WS 0. G: TYP. 4 AGI; WITV W1:v (2xb H Ax. L 5 t,;9 b'' I=,Or- cl►� : R Pr-_r1Augy V op, Yo, NOT - l2 poIgs PRAM OILY FO NV5 6 . 1�,RAGE: HUST t!�E: DO % 'T1IE: LE:NGTIa OF TYE; Wi:i�,.. T14bb PRTA1L 15 TO ISE: U5E:12 A5 AN P:LT. FOE. ONE: &ONTINUoUS LATI:P-AL RAGE% TRliF✓�E? ✓ f� 2�'' 0. G... -ryP. NOTE: 2X3, 2X4, OR 1X4 GRADED LUMBER LATERAL BRACE PER TRUSS DESIGN WITH 2-10D PER WEB (TYP). MAR Z 7 2002 BRACE MAY BE ATTACHED TO EITHER NARROW FACE OF WEB. (SEE NOTE BELOW) - RESTRAINT Rr1-QUIRI;n AT E's Pc G• ENP OF tRAGE AH12 AT 20'-0" INTERJhLS. . REFER To Nle—al DUHHAXY b44E::T FOR RE:GOHHE:HVATIOHE OF T14E: TRU55 PLATE: lNSTUTE Nc TRA[ar W`( OI= "'mol J�Y-[E W -t GGiUo vr4 rev a3 1qc ,)K— OOT P—::' o MITEI='E Tr.c �(�?ycll� Y" I�if17 OCT.26.2005 5:21PM MITEK INDUSTRIES.SAC NO.159 P.2 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL (MAY BE USED FOR DRAG TRUSSES) MII/SAC 2B I 12J17/2004 I PAGE 1 OF 1 Nil GENERAL NOTES: 1. UPLIFT AND LATERAL LOAD CAPACITY OF THIS DETAIL SHALL BE REVIEWED AND OCT 2 6 2Q APPROVED BY PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER, 2, PITCH=12/12 MAX 3. MAX CAP TRUSS SPAN = 20'-0" 4. MAXIMUM SHEAR CAPACITY OR LATERAL LOAD TRANSFER BETWEEN PIGGBACK AND BASE TRUSS= 150 PLF MITek IndustrIus, Inca TYPICAL PIGGYBACK TRUSS CONNECTION MAXI (MAY BE USED FOR DRAG TRUSSES) C 01pC131" (�j,U 2x x 6'-0" SIZE TO MATCH * SYP - 1060 LBS, •OFIC—HORD OF ACHED TO ONE FACE ACK ATTAOF TOP 8" x 8 112" x 112" PLYWOOD (or 7/16" OSB) SPF - 820 LBS CHORD WITH 2 ROWS OF 1od (0.131" X 3")GUSSET EACH SIDE AT EACH BASE TRUSS OF - 970 LBS NAILS SPACED 8" O.C. AND STAG FRED JOINT OR MAX. 24" O.C. ATTACH WITH HF = 840 LBS 2 -1 Od NAILS INTO EACH CHORD FROM SPFS = 720 LBS EACH SIDE (TOTAL - 4 NAILS EACH CHORD) SPF -S = 258 LBS MAXIMUM UPLIFT PURLIN GUSSET EACH SIDE AT EACH BASE TRUSS CAPACITY USING (2) 16d ATTACH PIGGYBACK TRUSS (0.131"X 3.5") NAILS: TO EACH PURLIN WITH SAA 2 -18d NAILS TOENAILED. SYP = 117 LBS SPF = 60 LBS DF = 92 LBS HF = 63 LBS SPFS - 41 LBS BAS TRUSS MAXIMUM UPLIFT SHEATHING CAPACITY USING 12" SHEATHING SPACE PURUN6 ACCORDING TO THE MAXIMUM AND (2) 8d (0.131" X 2.5") NAILS: SPACING ON THE TOP CHORD OF THE BASE ATTACH EACH PURLIN TO TOP TRUSS ((&PACING NOT TO EXCEED 24" O.C.). CHORD OF EASE TRUSS WITH SYP 82 LBS A.PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. 2 - 16d NAILS. SPF = 42 LBS FOR PIGGY BACKTRUSSES WITH SPANS 412' DF = 64 LBS SCAB MAY BE OMMITED PROVIDED THAT: ROOF SHEATHING TO BE CONTINUOUS OVER JOINT HF = 44 LBS SPF -S 28 LBS (SHEATHING TO OVERLAP MINIMUM IT OVER JOINT) CAP CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING VALUES SHOWN ARE BASED ON CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN LOAD DURATION OF 1.00 DETERMINING OVERALL UPLIFT CAPACITY. IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS (MAY BE USED FOR DRAG TRUSSES) 2O x s'.D" SIZE To MATCH 70P CHORD OFFPIGGYBACK, MAXIMUM UPLIFT GUSSET ATTACHED TO EACH FACE OF TOP CAPACITY USING 7/16" GUSSETS CHORD WITH 2 ROWS OF 10d (0,131" X 3") AND (4)1 Od (0.131" X 3") NAILS: NAILS SPACED 6" O.C. AND STAGGERED REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS SYP = SPF = 300 LHS 276 LBS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. DF = 294 LBS * HF = 276 LBS 8" x 8 112" x 1/2" PLYWOOD (or 7116" OSB) SPF -S = 258 LBS tr GUSSET EACH SIDE AT EACH BASE TRUSS �_. JOINT OR MAX. 24" O.C. ATTACH WITH 2 -10d NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 4 NAILS EACH CHORD) 2x4 PURLINS @ 24" O.C. ATTACHED W/ 2-10 D NAILS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 O iVAR1,R7Vt9. 9rr Qtsign pygTFisns and k!'l:1b ArOTBB ON SiIIBAfJD TNCLf7DRD !dflDfC ncrramurv.}AQE kIIG747'd 8IJR7RJr, Il$� 7777 proenhuck Lano Do-JQn vand for use onh v,Ath MRak connaclars. This Cogan 13 timed any upon Paromelon 1hown, and Is for an Individual building com Salla 109 Acpflcdblbl of de:Igo aromonlols and PMPerinaor p p n �"anl Cf4us Hwghls• CA, Gaol IMI" porolll n of cam anent k cJn onrinSUI JI l bTBly p sing o ar •nal In t dxlpnoc Bracing shown h for lateral suppport o1 dlvidual v+ob member' Doty. Atldlllonal lemparary bracing to Ineura slob®ly urine aon:lrocllon L- Iho rycpon;IbWlly of the eroclar. nddlllonol parmanonl oraclno of the overon:ln,clUon re Is Iho rospslbilty of the building dcdgner. for genwal guidance rnardlna fabric lion. qualRy confrcl,sloragY. ds;"ry, eroclloA and bmdng, mnw1I ANSI/R11 QuQII)y U1wrle- PSO.01 and YCSII buildlna ComDon.a1 IYekall dolr.ly InfarmaHon avollahlo fromlruss Plate InelllUle, 539 D'OnoMo Drive. Madison, WI 53719, OCT.2G.2005 5:22PM MITEK INDUSTRIES,SAC NO. 159 P.4 DETAIL FOR COMMON AND END JACKS MII/SAC - 8-40FSF 3/30/2004 PAGE 1 MAX LOADING (p o SPACING 210-0BRACING M1Tak Industries, Inc. ©TCLL 40.0 r atee lncmas1.15 Western Division TCDL 140 umber Increae t, 1, 0' TOP CHORD Sheathed. BOLL 0•.0 Rep Slreea Incr YES BOT CHORD Rigid celling directly applied. BCOL 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF 145OF 1.3E BOT CHORD 2 X 4 SPF 145OF 1.3E NOTE; TOP CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0/12-•4112 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. 2•o -O 3x4 = LENGTH OF EXTENSION AS DESIGN REQ'D 20'-O" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2,YA SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (131"X3-0" MIN) NAILS ® 3" O.C. 2 ROWS . a-0.0 SUPPORT AND CONNECT/SYHERS OR 2-16d COMMON WIRE (0,162"DIA. X 3.51) LOT TOE NAILS SUPPORTS SHALL BE PROVIDED Q 4'-0" O,C. ALONG THE EXTENSION OF TOP CHORD. CONN. W13 18d COMMON WI E (0-162"DIA, X 3.5" LGT) TOE NAILS CONN. W12 18d COMMON WIRE (4'1ezmm. X 3.5" LGT) TOE NAILS 840 5-0-0 .�.__.__....__..a_ EXT. . 2 -OA 9-0-0 2,0.0 EXT. — EXT, 2.0.0 EXT. 2 -D -O 2.0•D CONN, W13 18d COMMON WIRE (0.162"DIA X3.5' LOT) TOE NAILS BOTTOM CHORD LENGTH MAY BE 21-0" OR A BEARING BLOCK OCT 2 6 2005 CONN. W1216d COMMON WIRE(DJOT'DIA. X 3,5") LOT TOE NAILS OR SEE DETAIL MII/SAC•7 FOR PPESSUREELOCKING INFO. NOTE, NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT, FRCP_ 9-30-:.O A WARN WO • Var(/y lfcMg. pararnetvm and RrAD NOTED DJV TI APM V OLQDED A'O=jWXRJWCCP4aE 7M7473 RW VRB USF 7777 Grcenbaak Lam m Dodgge valid lar usa only wllh t4lfek mnnmclors. This dadan Is bosmd only upmn pammol4rs Inawn. and Ii Ca on Individual bulldlnp carnpomm�l• ovlt0 100 Apptwbl7ly o(ddlpn pparamonlar. and pmparincorporollmn of compmmm�l IcrasponrlbmlyDl bNlcOnp tladgnor-rwl Irvu dmrlgnw. Bracing shown. GWe Hergnl5. CA 0601 Icforlolmral: pori offndlvlduolwebmomboronly. AddlllonallomporaryOraclnOlolntura�Iobl0lytluAnpeonArvcllonlclhorosponstbltlyollhm ereelor. Addlllonal panrwnonl brach@e of Ino owro0 tlruelure b the rerpondbgly of the WUdlnp deslpner. ForOenerol avldanoe tetaardmg • IabPcallon. gvo0ly conlrol cloroga. da�vary, erecllon and bacln0• contutl ANEI/TPI1 QuaNy Cr11.�1a, DSE•E9 and 0CEt1 EMdlnp ComDon�nt MI Tek Sally IMmrmallnn avoUoblo Irom truss Pbl• Inclllula. SB3 D'OnoMo Drive. A4adbon. WI53719. Ix4 GOVT BRACE AT BRACE HE BEFZ5 LONSER THAN T2' ATTACH AT MIDPOINT OF BRACE hV 2 -ed NAILS 2x4 HF 5TKON5BACK MAIL TO LEDC7ER W/ IOd o 12' OLJ — 2x4 HF LEU6ER MAIL TO VERTICAL W/ IOd NAILS) s �o prA35 BRACE TO FLAT ?F7-,�H-3 AT 48' OjC. — Q NOTE: THIS DETAIL MAY 13E U5EO FOR Mr --6M NUTH PITCHED BSC. AL50. (0) OPTION TO WE$ PLA -moi InE (3) -:2. WIRE 5TAPLE5 (O.OU DIA/15 6A) TOENAIL® TM CHORD INTO YEB t TWJ WEB INTO CHORD ON ONE FACE FOR A TOTAL OF 6 STAPLES. (PI). (51) ! (HI) MUST BE PLATED. o AR(" HA o. 18693 Rei. 003 2x4 BLcCk `3-IOd HAILS EACH EHD 6-104 COMMON 2xb DIA60NAL NAILS BRACE o 48' oL. MAX %81RA ED LEN6TH OF 6ABLE END STUD. (2x4 FIR -LA" - STANDARD - 01 AND BTR - TRl)55E5 —� TC LL 30A P5F TO DL 15.0 PSF NOTE: 6ABLE END DE516N BA5ED BG DL PSF ON 15 NPH WIND, EM:'OS- 'B' BG LL OA PSF TOTLD. 50A P5F AT 0-25 FST MEAN HE16HT. DURFAC_ 1.15 TYPE OF JOB DETAIL JOB NAME o - .Ow UHam GITY, STATE CHGO, CALIFORNIA Date: 10-18-02 Drawn: AK Job no.: 02-116 Gary Hawkins ARCHITECT (530) 892-270 1 370 R1oGEw000 OR.. STE.1 O FAx:(530)893-053 CHico. CA 95973 9ary0rchmsbc9bba1n MiTek® October 31, 2005 Longfellow Lumber 89 Loren. Avenue Chico, CA 95928 RE: Trusses supporting A.C. Loads MiTek Industries, Inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 USA PAX (916) 676 1909 TELEPHONE (916) 676 1900 MiTek Industries, Inc. truss designs are adequate to support up to an additional 150 pounds per truss due to mechanical loads, If this load falls at a panel point, no revision to the engineering is necessary. If it falls in between panel points, a 2X scab of equal size and grade as the top cord is required for the full panel length carrying the load. Attached with l Od nails at 12" o.c. These rules only apply to residential 2' o,c, truss applications with greater than 3/12 pitch. For commercial building span of truss shall be limited to 30'- 0" maximum. If you have any questious, please call me at 1-800-772-5351. Sincerely, EXXPC9-330-06 �O Redong (Ray)Yu, P.E./S,E. Regional Vice President Western Engineering Operations RY/ek 28-1.12 -24)-0 6-5.13 1 11-10.10 1 17-3.1 22-7.8 47-9 27-11-8 31-414 1 37-5.14 1 43-5-15 -1— 50.0.8 52-0.8i, 2-" 6-5.13 5-413 5-4-7 5-47 2-0.1 3.3-15 3-3-2 61.0 6.0.1 6.6.9 —~2 -Pe = 1:98.6 0.2-5 3x8 = BEH18D BEH18D 5x8 i 9 10 5x6 24 23 22 21 20 19 18 4x6 = 2x4 II 4x12 = 2x4 II 3x8 = 2x4 II 6-2-12 _F 11-10.10 19-7.9 37-5-14 42.10-12 43�5�15 50-0-8 6.2-12 5.7-14 7.8-14 ---� 17.10-6 5-4-14 0.7-3 6-69 71$ LOADING(psf) TCLL 16.0 SPACING Plates Increase 2-0-0 1.25 CSI DEFL in (loc) I/deo Ud PLATES GRIP TCDL 10.0 Lumber Increase 1.25 TC 0.45 BC 0.44 Vert(LL) -0.14 Vert(TL) 22 -999 240 25-27 MT20 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.48 -0.30 Horz(TL) 0.14 >999 180 10 MI118 170/148 BCDL 7.0 Code UBC971ANSI95 (Matrix) n/a n/a Weight: 297 Ib LUMBER TOP CHORD 2 X 4 OF No.1&Btr G BRACING BOT CHORD 2 X 4 DF No.l&Btr G TOP CHORD Sheathed or 3-8-14 oc purlins, except WEBS 2 X 4 OF Std G 'Except' 2-0-0 oc purlins (4-9-11 max.): 6-12. 3-27 2 X 4 DF No.1 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-28,27-28. WEBS 1 Row at midpt 13-21, 6-24, 8-24, B-21 JOINTS 1 Brace at Jt(s): 8 REACTIONS (Ib/size) 2=47/0-3-8, 28=2169/0-5-8, 16=1627/0-5-8, 9=67/Mechanical, 10=50/Mechanical Max Horz2=59(load case 4) Max UPlift2=-104(load case 3), 9=-7(load case 4), 10=5(load case 3) Max Grav2=100(load case 6), 28=2169(load case 1), 16=1627(load case 1), 9=67(load case 1), 10=50(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28, 2-3=0/1128, 34=2128/0, 4-5=235010, 5-6=-2283/0, 6-7=-58/0, 7-9=-14/20, 10-11=-10/13, 11-12=-68/0, 12-13=2079/0, 13-14=2418/0.14-15=-2488/0,15-16=2895/0,16-17=0/46,6-8=1767/0. 8-12=1811/31 BOT CHORD 2-28=-1043/0, 27-28=104310, 26-27=0/2084, 25.26=0/2084, 24-25=0/1765, 23-24=0/1825, 22-23=0/1825, 21-22=011825, 20-21=0/2163,19-20=0/2163,18-19=0/2498.16-18=0/2498 WEBS 3-28=-2054/0, 327=0/3185, 427=-780/0, 5-27=-88/59, 525=332/0, 6.25=0/466, 8-22=11/93, 13-21=-514/39, 13-19=-281367,15-19=-394/30,15-18=-13/218, 6-24=74/358,8-24=327/139, 12-21=0/504, 8-21=-219/159 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enc osed building, of dimensions 45 a by 50 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x6 MT20 unless otherwise indicated. 6) See BEH18 DETAILS for plate placement. 7) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Refer to girders) for truss to truss connections. 11) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). gftW"8L(W8t9ndard AM — - -VY aesrgn Paranud"s and READ N07ZS ON TWS AND INCLUDED MrT ER REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only wtih MiTek connectors. This design Is based only upon parameters shown and Is for on Individual building component. Applicability of design paramenters and proper Incorporation of Component Is responsibility of building designer - not truss designer. Bracing shovm Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibllity of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding fobricalon. quality control. storage. delivery. erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Compnent Safety Information available from Tens Plate Institute. 583 D'Onofrlo Drive. Madison. WI 53719. August 21,2006 Suite 109 • Citrus Heights, CA. 95610MI M7ek® LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60(F=8), 4-6=-52, 6-9=-52, 10.12=-52, 12-17=52, 2-16=14, 6-12=52 I& WARNING - Ver(N deefgn Parameters and READ NOTES ON TRffi AND INCLUDED Af77ER REFERENCE PAGE MB -7473 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. AppflcabMy of design paramenters and proper Incorporation of component is responslbNy 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 responsibilliy, of the erector. bbrriicatio . gluaalityte ntrd, storagre, delivery, erection and bracing. onsult of the o�erall structure Is the SANS /TPII QuaBlyility of the gCriteria, DSB Bner. For9 and BCeneral SIIIdance Building Component Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive, Madison. WI 53719. 7777GreenbackLane Suite 109 do Citrus Heights, CA, 95610 MiTek® Job Truss Truss Type Oty Ply DOWNING -TAYLOR TAYL3276 A10 ROOF TRUSS 3 1 823861977 Longfellow Lumber Co., Inc.. Chico. Ca. 95928-7434. Gran A -,h- 1 Row at micipt 15-23, 8-26, 10-26, 10-23 PLATES GRIP MT20 220/195 M1118 170/148 Weight: 302Ill _ __lob_ Ref... _ ..._ 6 d s uui r a ewo Mi i ex maustnes. Inc. Wed Dec 27 09:49:52 2006 Page 1 28-1-12 2-0-0 6-5-13 5-4.13 5-4-7 5.4-7 2.0.1 3.3. 15 3-3-2 6-1-0 6-0-1 6-6.9 2-�Ce e = 1:98.6 0.2-5 3x8 = BEH18D BEH18D 5.8 % 11 12 5x6 w zu z6 27 26 25 24 23 22 21 20 48 = 4x12 = 4x8 = 4x6 = 2x4 II 3x8 = 20 II 6-2-12 5.7-14 7-8-14 17-10-6 5-4-14 0-7-3 6-6-9 Plate Offsets (X.Y) f5'0-5-8 0-2-01. (6:0-3-0.0-2-121 18:0-2-0.0-2-81, 19�0-0-11 0-1-21 [13:22-2-7,22-5-151, (1870-0-0.0-"l [29:0-2-12.0-1-121 Sheathed or 3-8-1 oc purlins, except WEBS 2 X 4 DF Std G 'Except' LOADING(psf) TCLL 16.0 TCDL 10.0 BCLL 0.0 BCOL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0.49 BC 0.44 WB 0.86 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) -0.14 24 -0.30 27-29 0.15 12 I/deft >999 >999 n/a Ud 240 180 n/a 1 Row at micipt 15-23, 8-26, 10-26, 10-23 PLATES GRIP MT20 220/195 M1118 170/148 Weight: 302Ill LUMBER BRACING TOP CHORD 2 X 4 OF No.t&Btr G BOT CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Sheathed or 3-8-1 oc purlins, except WEBS 2 X 4 DF Std G 'Except' BOT CHORD 2-0-0 oc purlins (4-8-3 max.): 8-14. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-29 2 X 4 DF No.1 G 5-3-8 oc bracing: 2-30. WEBS 1 Row at micipt 15-23, 8-26, 10-26, 10-23 JOINTS 1 Brace at Jt(s): 10 REACTIONS (Ib/size) 2=-149/0-3-8, 30=2839/0-5-8, 18=1670/0-5-8, 11=67/Mechanical, 12=50/Mechanical Max Horz2=59(load case 4) Max Upliff2=-185(load case 7), 11=-7(load case 4), 12=-5(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28, 2-3=0/1616, 3-4=0/1960, 4-5=0/1949, 5-6=-2380/0, 6-7=-2721/0, 7-31=-2525/0, 8-31=-2418/0, 8-9=-58/0, 9-11=-14/20,12-13=-10/0, 13-14=-68/0,14-15=-2176/0,15-16=-2513/0,16-17=-2583/0, 17-18=-2989/0, 18-19=0/46, 8-10=-1884/0, 10-14=-1898/35 BOT CHORD 2-30=-1536/0, 29-30=0/958, 28-29=0/2341, 27-28=0/2341, 26-27=0/1883, 25-26=0/1929, 24-25=0/1929, 23-24=0/1929, 22-23=0/2248,21-22=0/2248,20-21=0/2581,18-20=0/2581 WEBS 4-30=-304/4,5-29=0/1730, 6-29=-1027/0, 7-29=0/122, 7-27=-501/2,8-27=0/639, 10-24=-11/92, 15-23=-510/39, 15-21=-28/365,17-21=-391/30,17-20=-13/218, 8-26=-69/317. 10-26=-282/134,14-23=0/539, 10-23=-268/107,5-30=-3673/0 , 3-30=-355/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 50 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x6 MT20 unless otherwise indicated. 6) See BEH 18 DETAILS for plate placement. 7) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Refer to girder(s) for truss to truss connections. 11) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 December 27,2006 ® WARNING - Varf fy daatgn parametere and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU -7473 DEPORT USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown. and Is for an Individual building component. •a�D• Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Adrrtional temporary bracing to Insure stability during construction Is the responsblliy of the M iTek- 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 ANSI7TPI1 Quality Criteria, DSB-89 and BCSII Building Component nawrA,o axAraA.,- Safety Information available from Truss Plate Institute. 583 D'Onohio Drive. Madison, WI 53719. 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qly Ply DOWNING -TAYLOR TAYL3276 AID ROOF TRUSS 3 1 823861977 Lonafellow Lumber Co.. Inc.. Chia_ Ca. 95ff1R7d1d r.. A—, _ ___ .. _ _ _ _ _ 6.200 n jm w cvuS mi i eK nousmes, inc. Wea Uec Z7 09:49:52 2006 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60(F=-8), 8-31=-52, 8-11=-52, 12-14=-52, 14-19=-52, 2-18=-14, 8-14=-52 Trapezoidal Loads (pig Vert: 4= -105(F= -53) -to -6=-102(F=-50), 6= -94(F=42) -to -31=-91(F=-39) UL WARNING - 7arVlj deefy^ para..[.,. and READ NOTES ON THIS AND INCLUDED W7TEE REFERENCE PAGE 11Df--7473 BEFORE USE. Design vofid for use only with M riek connectors. This design Is based only upon parameters shown, and is for an fndiNdual building component. Applicability of design paromenlers and proper Incorporation of component is responsibTty, of building designer - not irvss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construclion Is the responsibillity of the M iTe k- fabricall n. quality ty c nonal trol. storage. donent eli ery. erection and of the overall structure consult ANSI/TPII Quality onsibility of the CrBerla DSB 89 ner. For and BCSIeneral gI Building Componuidance ent .6wrn ,6 rn,ran.- Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. 7777 Greenbatk Lane, Suite 109 Citrus Heights. CA. 95610 Job fuss russ ype ty y DOWNING - TAYLOR TAYL3276 AIVR22484466 ROOF TRUSS 2 1 Job Reference o tional Longfellow Lumber Co., Inc., Chico. Ce. 95928-7434, Mab Dietz 6.200 s Jul 13 2005 MI I ek Industries, Inc. Fd Aug 18 11:30:20 2006 Page 1 28.1-12 -2-0.0 11-10-10 24-7-9 27-11.8 1. 31-0-14 50-0.8 52-0.8 2-0-0 11-10-10 12-6-15 3-3.150.2-5 3-3-2 18-7-10 2 -ii e = 1:97.0 14 3x6 I- 15 15 0 d 16 171 a 16 4x8 = d 2x4 II 6-2-12 6-5-8 11.10.10 I 22.0.0 I 37-6-8 6-2-12 0-2'-'12 5-5-210-1-6 15-6-8 12-&0 LOADING (psi) SPACING 2-0-0 CSI DEFL in 5x6 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 TC 0.88 BC Vert(LL) -0.28 BEH18D BEH18D 2201195 BCLL 0.0 Rep Stress Incr NO 0.50 WB 0.71 Vert(TL) -0.56 Horz(TL) 0.28 22-23 >930 180 11 9 11 5x8 165/146 BCDL 7.0 Code UBC97/ANSI95 (Matrix) 6.00 F12 3x8 % 8 12 1701148 4) All plates are MT20 plates unless otherwise indicated. 5) See DETAILS for plate placement. 6) Provisionssions must be made to prevent lateral movement of hinged member(s) during transportation. 7 26 10 �G7� LUMBER BRACING 9) Refer to girder(s) for truss to truss connections. 6 TOP CHORD 2 X 4 OF No.18Btr G BOT CHORD 2 X 4 OF No.18Btr G 3x6 Sheathed or 3-4-6 oc purlins, except 3x6 BOT CHORD 2-0-0 oc purlins (4-0-13 max.): 7-10. Rigid ceiling directly applied or 10-0-0 oc bracing, 3x6 3-24 2 X 4 DF No.1 G 3-9-2 oc bracing: 2-25 13 3.00 12 5 Max 1-1orz2=80(load case 3)--' 5x8 Max Uplift2=-41 1 (load case 1), 9=-7(load case 4), l l=-5(load case 3) 4 4x12 ::m 3 22 1 221 23 5x8 3x8 d 24 3x6 - 20 4x8 = 25 4x12 % 3x6 ZZ 5x12 MT20H = 3.00 12 19 5x8 = 14 3x6 I- 15 15 0 d 16 171 a 16 4x8 = d 2x4 II 6-2-12 6-5-8 11.10.10 I 22.0.0 I 37-6-8 6-2-12 0-2'-'12 5-5-210-1-6 15-6-8 12-&0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 TC 0.88 BC Vert(LL) -0.28 22-23 >999 240 MT20 2201195 BCLL 0.0 Rep Stress Incr NO 0.50 WB 0.71 Vert(TL) -0.56 Horz(TL) 0.28 22-23 >930 180 11 MT20H 165/146 BCDL 7.0 Code UBC97/ANSI95 (Matrix) porches exist, they are exposed to Wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 n/a n/a MII18 1701148 4) All plates are MT20 plates unless otherwise indicated. 5) See DETAILS for plate placement. 6) Provisionssions must be made to prevent lateral movement of hinged member(s) during transportation. �Qp,QFESSJ�N�` o T�Nc Fy Weight: 260 lb �G7� LUMBER BRACING 9) Refer to girder(s) for truss to truss connections. TOP CHORD 2 X 4 OF No.18Btr G BOT CHORD 2 X 4 OF No.18Btr G TOP CHORD Sheathed or 3-4-6 oc purlins, except WEBS 2 X 4 OF Std G 'Except' BOT CHORD 2-0-0 oc purlins (4-0-13 max.): 7-10. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-24 2 X 4 DF No.1 G 3-9-2 oc bracing: 2-25 3-6-12 oc bracing: 24-25. REACTIONS (Ib/size) 2=411/0-3-8,25=2701/0-5-8,16=1545/0-5-8.9=67/Mechanical, 11=50/Mechanical Max 1-1orz2=80(load case 3)--' Max Uplift2=-41 1 (load case 1), 9=-7(load case 4), l l=-5(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28.2-3=0/2905. 3-4=1871/0, 4-5=-3509/0, 5-6=-3443/0.15-7=2650/0, 7-8=68/0, 8-9=14/20,111-12=10113' 10-12=-68/0, 10-13=-2273/0, 13-14=2194/0, 14-15=-2317/0, 15-16=-2724/0, 16-17=0/46,7-26=-2419/0, 10-26=-2419/0 BOT CHORD 2-25=-2760/0,18-19=0/2347. 16-18=0/2347, 24-25=3035/0, 23-24=0/1962, 22-23=0/3181, 21-22=0/3106, 20-21=0/2068, 19-20=0/2077 WEBS 3-25=-1828/0, 3-24=014698,4-24=-1436/0.10-21=0/640, 5-23=-241113.7-21=0/654.10-20=68/261. 6-22=0/1510, 6-21=-1316/0, 4-23=0/1205, 5-22=-183/56, 13-19=234/0, 13-20=-108/136, 15-18=10/218, 15-19=-391/30 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph Winds at 25 ft above ground level, using 10.0 psi top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 50 ft With exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to Wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) See DETAILS for plate placement. 6) Provisionssions must be made to prevent lateral movement of hinged member(s) during transportation. �Qp,QFESSJ�N�` o T�Nc Fy 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the �G7� green lumber members. Q� ,L - 9) Refer to girder(s) for truss to truss connections. 10 Design assumes 4x2 Flat orientation spacing 9 ( )purlins at oc s actn Indicated, fastened to truss TC w/ 2-10d nails. IX lY C 6433 ST 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ro7 *� Continued on page 2 August 21,2006 A WARNING' per(& dasdyn parameters and READ NOTES ON TWa AND =WDED MITER REpERENCE PAGE A!A-7473 BEFORE USE 7777 Greenback Lene Design valid for use only with ANTek connectors. This design Is based only upon parameters shown, and Is for an IndMduat build) Suite 109 Applicability of design paromenters and proper incorporation of co building component. Citrus Heights. CA, 95810 Is for laterals mprary bracing to Insure stabilityld designer - not truss designer. Bracing shown 9 support of Permanent web members only. Additional temporary bracing to bu uil building des during eonstrucllon Is the responsibNity of the erector. Additional pennanenr bracing of the overall and bra is the consult vbtity of the bu0ding designer. Fa general guidance regarding Safety moor quality volt al. storage. ds Plateivery, erection and bracing. consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety InlormaHon ava8able from Truss Plate Institute. 583 D'Onofrio Drive, Mod'aon. WI 53719. M j {ek® -. . . —,�����„ma. nig. -—q m ii.au:,u,uuo rage, LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=80(F=8), 4-7=52, 7-9=52, 10-11=52, 10-17=52, 2-25=14, 1619=14, 7-10=52, 22-25=14, 19-22=-14 AL WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAOE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design Is based only upon parameters shoves, and B for an IndiNdual builds Component.7Suite777 109 Applicability of design parvidual rs and proper Incorporation of component is rez y g g n9gshown Citrus Heights, CA, 95610 Is for lateral support of individual we members only. Additional temporary bracing to Insure stability during construction is the l esponsib011tyof the erector. Additional permanent bracing of the overall structure k the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component � Safety Information available from Truss Plate Institute. 583 D'Onotrlo Drive. Madison. WI 53719. ■ ■eke russ]Truss type lyJPIY DOWNING -TAYLOR [TTAYL3276 A1V ROOF TRUSS 2 1 822484466 Lonpfeliow lumber Cp.. Ino_ Chico cn 9597P.7d]d eu�n Hies, Job Reference (optional) -. . . —,�����„ma. nig. -—q m ii.au:,u,uuo rage, LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=80(F=8), 4-7=52, 7-9=52, 10-11=52, 10-17=52, 2-25=14, 1619=14, 7-10=52, 22-25=14, 19-22=-14 AL WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAOE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design Is based only upon parameters shoves, and B for an IndiNdual builds Component.7Suite777 109 Applicability of design parvidual rs and proper Incorporation of component is rez y g g n9gshown Citrus Heights, CA, 95610 Is for lateral support of individual we members only. Additional temporary bracing to Insure stability during construction is the l esponsib011tyof the erector. Additional permanent bracing of the overall structure k the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component � Safety Information available from Truss Plate Institute. 583 D'Onotrlo Drive. Madison. WI 53719. ■ ■eke AG IROOFTRUSS 2.0-0 6-5,13 54-13 NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 2 5-4-7 5-4-7 2.0-1 331911.9 5.10-11 5-7.3 7-1.12 3x10 0.0.1Zi-3-2 5 = 5xB = 8 H180 BEH18Di 9 3x10 800 12 3x10 % 10 ?3x10 3x70 11' 10x10 3x10 8 8 ` 12 3x10 - 3x8 7x8 :::: 3x10 i 3x8 3.00 F12 3x10 i 5 15 13 14 3x8 4x8 1\ 4 16 5x8 = ---- 4x4 = 45 44 43 42 41 40 39 38 37 36 3534 33 32 340 29 28 27 26 25 2423 22 21 2019 2x4 11 4x6 = 3x8 = 2x4 II 3x8 = 3x8 = 2x4 11 3x8 = 34 = R22484467 2-0.0 Scale = 1:111.3 17 181 5x8 = 1 6-0.0 6-3112 11.10-10 1 19-7.9 37-3-9 42-10-12 50.0-8 6-0.0 0-2-12 5-7-14 7-8.14 17-8.0 5-7.3 7-1-12 Plate Offsets (X,Y): [2:0-1-4,0-2-4), [2:0-5-5,Edge[, [3:0-5-0,0-2-0), [4:0-3-0,0-5-4], [5:0-5-0,0-1-0), [6:0-4-0,0-2-12], [7:0-0-11,0-1-2], [11:22-2-7,22-5-15], [12:0-3-8,0-3-0], [16:0-5-0 0-1-0] [17:G-2-12.0-2-81,[28:0-2-12.0-1-81 LOADING (psf) TCLL 16.0 SPACING Plates Increase 2-0-0 1.25 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCDL 10.0 Lumber Increase 1.25 TC 0.72 BC 0.28 Vert(LL) 0.03 Vert(TL) 17-19 >999 240 17-19 MT20 220/195 BCLL 0.0 Rep Stress Incr NO WE 0.82 -0.06 Horz(TL) 0.01 >999 180 17 M1118 1701148 BCDL 7.0 Code UBC97/ANSI95 (Matrix) n/a n/a Weight: 545 Ib LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BRACING BOT CHORD 2 X 4 OF No.t&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins, except WEBS 2 X 4 DF Std G 2-0-0 oc purlins (6-0-0 max.): 6-12. OTHERS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 1 Row at midpt 8-31, 13-28, 6-34, 8-34, 12-28, 8-28, 5-34 JOINTS 1 Brace at Jt(s): 8 REACTIONS (lb/size) 2=638/0-3-8, 45=985/0-5-8, 45=985/0-5-8, 43=1097/37-0-8, 31=266/37-0-8, 23=832137-0-8, 19=1078/37-0-8, 17=765/0-5-8, 9=283/Mechanical, 10=212/Mechanical, 34=1760/37-0-8, 28=1710137-0-8, 39=1049/37-0-8, 20=110/37-0-8, 21=36/37-0-8, 22=21/37-0-8, 24=2/37-0-8, 25=34/37-0-8, 27=33/37-0-8, 29=19137-0-8, 30=19/37-0-8, 32=33/37-0-8, 44=-22/37-0-8, 42=14/37-0-8, 41=48/37-0-8.38=-31/37-0-8, 37=22137-0-8, 36=16/37-0-8, 35=25/37-0-8 Max Horz2=62(load case 4) Max Uplift2=-75(load case 3), 45=115(load case 3), 31=-21(load case 3), 23=-29(load case 3), 19=-23(load case 3), 17=-57(load case 3), 9=-8(load case 3), 10=13(load case 3), 28=-59(load case 3), 20=196(load case 2), 21=-5(load case 3), 22=-4(load case 4), 24=6(load case 2), 25=6(load case 3), 27=-5(load case 4), 29=-26(load case 4), 30=-19(load case 3), 44=-22(load case 6), 42=-33(load case 2), 38=-76(load case 2) Max Grav2=638(load case 1), 45=985(load case 1), 45=985(load case 1), 43=1097(load case 1), 31=266(load Case 1), 23=832(load case 1), 19=1078(load case 1), 17=765(load case 1), 9=283(load case 1), 10=212(load case 1), 34=1760(load case 1), 28=1710(load case 1), 39=1049(load case 1), 20=9(load case 3), 21=78(load case 2), 22=53(load case 2), 25=83(load case 2), 27=81(load case 2), 29=45(load case 2), 30=45(load case 2), 32=81(load case 2), 44=124(load case 3), 41=118(load case 2), 37=53(load case 2), 36=39(load case 2), 35=60(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/52, 2-3=173/71, 3-4=-268176.4-5=521/95,5-6=-400/174,6-7=-278/0, 7-9=14/85, 10-11=-10/48,11-12=-272/0, 12-13=-353/162, 13-14=-59172, 14-15=101/69, 15-16=-454/50, 16-17=445/52, 17-18=0/92,6-8=-86/135, 8-12=94/136 BOT CHORD 2-45=0/92, 44-45=0/92, 43-44=0/92, 42-43=0/215, 41-42=0/215, 40-41=0/215, 39-00=0/215, 38-39=0/274, 37-38=0/274, 36-37=0/274, 35-36=01274, 34-35=01274, 33-34=0/161, 32-33=0/161, 31-32=0/161, 30-31=0/161, 29-30=0/161, 28-29=0/11 , 27-28=0/233, 26-27=0/233, 25-26=0/233, 24-25=0/233, 23-24=0/233, 22-23=0/250, 21-22=0/250, 20-21=0/250, 19-20=0/250, 17-19=01250 WEBS 3-45=-871/27,3-43=0/74, 4-43=1050/13, 8 -31=-273/9.13-28=-193/39,13-23=-793/5,16-23=20/36,16-19=901/5. 6-34=1338/0, 8-34=241/20.112-28=-11356/10. 8-28=221/11, 5-39=1006/0,4-39=0/65,5-34=249/31 NOTES 1) Unbalanced roof live loads have been considered for this design. Continued on page 2 OQROFESS/cavi AZV LU C 046433 T i *\ EX '3407 /., August 21,2006 I& WARNING- 9er(fly design parameter and READ NOTES ON THIS AND INCWDED MTTER REFERENCE PAGE MV 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Sufle 109 is for 1 feral pdedgn param al ersvoe and proper Incorporationly.Acllal component acing to Incur stability bunting designer- not truss designer. Bracing shown Citrus Heights. CA, 95610 l5 for lateral support of permanent web members only. Aructur s Is temporary bracing to Insure stabr3ty during construction Is the responsibBnty, of the erector. Additional permanent bracing of the overall and bracing. i g. consult responsibility of the building designer. For general guidance regarding Safety Information aontrol.vailab storage. delivery. erection and bracing, consult ANS1/1P11 Quality Criteria. DSB-89 and BCSII Building Component Safety Inlwma8on available from Truss Plate Institute. 583 D'Onoirb Drive. Madison. WI 53719. M eek® Nu Itb 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 50 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 3x8 MT20 unless otherwise indicated. 7) See BEH18 DETAILS for plate placement. 8) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Refer to girder(s) for truss to truss connections. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-112(F=-60), 17-18=104(1`=-52), 2-17=-14 Trapezoidal Loads (plf) Vert: 2=113(F=61) -to -4=163(F=-111), 4=155(F= -103) -to -6=-210(F=-158), 6= -210(F= -158) -to -9=-224(F=-172), 10= -224(F= -172) -to -12=207(F=-155), 12= -207(F=155) -to -17=-105(F=53), 6= -210(F= -158) -to -8=225(F=-173), 8=224(F=-172}to-12=-207(F=155) j& WARNING • Ver1 fy design Pawmaters and READ NOTES ON THIa AND MCWDED 6DTER REFERENCE PAGE MD• Design valid for use o 7473 BEFORE USE. 7777 Greenback Lane • only with NuTek connectors. fits design Is based only upon parameters shown. and h for an Individual building co Suite 109 Applicability of design paromenters and proper incorporation of component Is res n mpong shovon Citrus Heights. Is for lateral support of Individual web members only. Additional temporary bracing sInsv eo of building d during construction Is he responsibll ry of the 8 CA, 95610 erector. Additional permanent bracing of the overall structure Is he responsibility of he building designer. For general guidanceregarding 01 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component �/ Safety Information available from Truss Plate institute. 583 D'Onohio Drive. Madison. WI 53719. M ITB^® 28-1-12 2-0-0 11-10-10 240--9 1 27-11-8 31.4-14 1 48-5-4 sas 4 2-0-0 11-10-10 12.8-15 3.3-150-2.53.3-2 17-0-e 2-0-S�jae=1:94.3 5x8 BEH18D BEH18D 9 11 5x8 6.00 F12 3x8 7 8 7 10 3x6 3.00 f 12 5x8 4x12 : 3 23 n 1 2 24 5x8 3x8 d 25 3x8: 21 4x6 = 26 012 : 3x8 5x6 = 3.00 F12 3x8 3x6 13 14 3x6 15 06 o 16 a_ 171'- 20 7'20 19 18 5x8 = 3x8 = 3x4 II 6.2-12 6- 8 11-10-10 22-0-0 37-6-8 48-5-4 6.2-12 0-2-12 5-5.2_ 10-1.6 15-66.8 10-10-12 LOADING(psq TCLL 16.0 SPACING Plates Increase 2-0-0 1.25 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCDL 10.0 Lumber Increase 1.25 TC 0.85 BC 0.49 Vert(LL) -0.25 Vert(TL) 23-24 >999 240 23-24 MT20 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.69 -0.51 Horz(TL) 0.23 >982 180 11 n/a M1118 170/148 BCDL 7.0 Code UBC97/ANS195 oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 50 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to (Matrix) wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All MT20 n/a plates are plates unless otherwise indicated. 5) See BEH18 OQROFE$$�ON DETAILS for plate placement.���� 6) Provisions be S. must made to prevent lateral movement of hinged member(s) during transportation. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any live loads. PV C; Q7) 2 other 8) A plate rating reduction of 20% has been applied for the green lumber members. Q .L � m Weight: 262 lb C 046433 TO LUMBER 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). BRACING LOAD CASE(S) Standard TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 4 DF No.18Btr G OF TOP CHORD Sheathed or 3-6-1 oc purlins, except end verticals, and 2-0-0 oc purlins WEBS 2 X 4 OF Std G *Except* 3-25 2 X 4 OF No.1 G AND INCLUDED ffiTERREFERENCE PAGE 81'II•7473 ign valid for use any with MITek connectors. This design Is based only upon parameters shown and 6 for an IndMdual build) BEFORE ones 7.Ap-plicabUity of desi n ne pang 0 Paramenters and Ineorporalion BOT CHORD (4-2-2 max.): 7-10. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: - j general guidance regarding quality control, storage. delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component IL Safety Information available from Tens Plate Institute. 583 D'Onofdo Drive. Madison WI 53719 M iTek® 3-11-1 oc bracing: 2-26 3-8-8 oc bracing: 25-26. REACTIONS (lb/size) 2=360/0-3-8, 26=2592/0-5-8, 18=1498/0-5-8, 9=67/Mechanical, 11=50/Mechanical Max Horz2=79(load case 3) Max Uplift2=360(load case 1), 9=-7(load case 4), 11=5(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28,2-3=0/2710, 3-4=-1882/0.4-5=3399/0,5-6=3291/0,6-7=2518/0.7-8=68/0, 8-9=-14/20.11-12=10/13, 10-12=68/0, 10-13=2111/0, 13-14=1931/0, 14-15=-2055/0, 15-16=-2035/0, 16.17=0/50, 7-27=2298/0, 10-27=-2298/0, 16-18=-1451/0 BOT CHORD 2-26=2572/0, 19-20=0/1768, 18-19=0/122, 25-26=2835/0, 24-25=0/1968, 23-24=0/3081, 22-23=0/2966, 21-22=0/1918, 20-21=0/1836 WEBS 3-26=-1770/0, 3-25=0/4516, 4-25=1378/0, 10-22=0/661, 5-24=210/18, 7-22=0/607, 10-21=77/191, 6-23=0/1466, 6-22=1284/0.4-24=0/1100, 5-23=209/22, 13-20=-357/0, 13-21=13/150, 15-19=272/0, 15-20=-38/66, 16-19=0/1698 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 50 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All MT20 plates are plates unless otherwise indicated. 5) See BEH18 OQROFE$$�ON DETAILS for plate placement.���� 6) Provisions be S. must made to prevent lateral movement of hinged member(s) during transportation. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any live loads. PV C; Q7) 2 other 8) A plate rating reduction of 20% has been applied for the green lumber members. Q .L � m 9) Refer to girder(s) for truss to truss connections. C 046433 TO 10) Design assumes 4x2 flat orientation 9 ( )purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * E -117 LOAD CASE(S) Standard Continued on page 2 OF 1 August 21,2006 WARNING • Verb design pawmerera and READ NOTES ON TR7S AND INCLUDED ffiTERREFERENCE PAGE 81'II•7473 ign valid for use any with MITek connectors. This design Is based only upon parameters shown and 6 for an IndMdual build) BEFORE ones 7.Ap-plicabUity of desi n ne pang 0 Paramenters and Ineorporalion 7777 Greenback Lane Suru 09 proper of component h responsibility of building designer -nor hues designer. Bracing shown sh lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblility, of the r erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For fabrication. He Ckrus Heights, CA, 95810r - j general guidance regarding quality control, storage. delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component IL Safety Information available from Tens Plate Institute. 583 D'Onofdo Drive. Madison WI 53719 M iTek® a NSS NSS ype y DOWNING -TAYLOR TAYL3276 B7 ROOF TRUSS 822484468 7 1 Longfellow Lumber Co., Inc., Chico. Ca. 95928-7434, Matt Dietz Job Reference o banal 6.200 s Jul 13 2005 MTek Intlustrias, Inc. Fri Aug 18 11:30:22 2006 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-60(F=8), 4-7=-52, 7-9=-52, 110-111=52.110-16=-52, 16-17=52, 2-26=114,118-20=-114, 7-10=52, 23-26=14, 20-23=14 IL WAnNDYO - Var(rg design Parameters and READ NOTES ON 77DS AND MWDED ADTER REPERENCE PAGE MIT -7473 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. Applicability of design paramenlers and proper Incorporation of component is responsibility of building designer- not tens designer. Bracing shown Is for lateral support of Ind'Mdual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the faector. Additional permanent brication. quality, control, 'forage. elivery, ereof the ction and bracing. onall structure Is the �lt responsibility S RPII Quality Criteria, DSB B9 and BCS 1 Building Compuidance onent Safety information available from Truss Plate Institute. 583 D'Onofdo Drive. Madison. WI 53719. 7777 Greenback Lane Suite 109 Citrus Helghts. CA, 95610 MIJ MFee k® Job Truss NSS ype Qty y DOWNING -TAYLOR TAYW276 C1 ROOF TRUSS 1 1 822484469 23-24 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 Job Reference (optional) 6.200 a Jul 13 2005 Mrrek Industries, Inc. Fd Aug 18 11:30:23 2006 Page 1 28-1-12 -2-0-0 11-10.10 24-7-9 27-11-8 ii 314-14 46-5-5 8.5.5 2-0-0 11-10.10 12.8-15 3-3-15 3-3.2 15-0-7 P80 Scale = 1:98.4 5x8 0-2-5 BEH18D BEH18D 1 6.2-12 6-'-6 11-10-10 1 22-0.0 1 37.6.8 1 46-5-5 6.2-12 0-2-12 5-5-2 10.1.6 1588 B-10-13 LOADING(psf) SPACING 2-0-0 CSI 9 11 5x8 (loc) I/deg Ud PLATES GRIP TCLL 16.0 Plates Increase 6.00 f12 Us i 7 8 27 12 10 23-24 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 8 Vert(TL) -0.46 3x6 MI118 170/148 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.21 3x6 BCDL 7.0 Code UBC97/ANSI95 3x8 G Weight: 256 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G 13 3.00 12 Sheathed or 3-7-4 oc purlins, except end verticals, and 2-0-0 OC purlins 5 14 (4-4-3 max.): 7-10. WEBS 2 X 4 DF Std G 'Except' 5x6 BOT CHORD Rigid ceiling directly applied or 3-10-12 oc bracing. 3-25 2 X 4 DF No.1 G 3x6 3x10 % 4 15 4x8 3 16 0 23 17 d_ 2 24 _ 22 5x8 = N Iry 1 d Y5 3x0 % 3x8 21 eA 4x6 = 28 3x10 = 3x8 zz 300 12 20 19 18 5x8 _ 5x8 = 3x8 = 3x4 11 1 6.2-12 6-'-6 11-10-10 1 22-0.0 1 37.6.8 1 46-5-5 6.2-12 0-2-12 5-5-2 10.1.6 1588 B-10-13 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.23 23-24 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.46 23-24 >999 180 MI118 170/148 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.21 18 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 256 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 3-7-4 oc purlins, except end verticals, and 2-0-0 OC purlins BOT CHORD 2 X 4 DF No.1&Btr G (4-4-3 max.): 7-10. WEBS 2 X 4 DF Std G 'Except' BOT CHORD Rigid ceiling directly applied or 3-10-12 oc bracing. 3-25 2 X 4 DF No.1 G REACTIONS (Ib/size) 2=-303/0-3-8,26=2460/0-5-8, 18=1442/0-5-8,9=67/Mechanical, 11=50/Mechanical Max Horz2=80(load case 4) Max Uplift2=-303(load case 1), 9=-7(load case 4), 11=-5(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28,2-3=0/2489, 3-4=-1863/0.4-5=-3235/0, 5-6=307810.6-7=-2333/0.7-8=68/0.8-9=14/20,11-12=10/13, 10.12=-68/0, 10-13=1891/0, 13-14=-1579/0, 14-15=1703/0, 15-16=-1176/0, 16-17=0/50, 7-27=-2131/0, 10-27=-2131/0, 16-18=-1428/0 BOT CHORD 2-26=-2359/0,19-20=0/1028, 18-19=-25/35, 25-26=-2608/0, 24-25=0/1943, 23-24=0/2930, 22-23=0/2771, 21-22=0/1716, 20-21=0/1508 WEBS 3-26=-1695/0, 3-25=0/4277, 4-25=-130210,10-22=0/686. 5-24=173/27, 7-22=0/550, 10-21=109/97, 6-23=0/1400, 6-22=1236/0,4-24=0/978, 5-23=239/0, 13-20=512/0, 13-21=0/248, 15-19=-680/0, 15-20=0/496, 16-19=0/1286 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the Wind loads generated by 75 mph Winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 50 ft with exposure 8 ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) See BEH18 DETAILS for plate placement. 6) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Design assumes 4x2 (gat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 August 21,2006 Y WARNING - VerVy dwfgn parameters and READ NOTES ON TWS AND INCLUDED MITES REFERENCE pAGE Mu.7473 BEFORE USE. 7777 Greenback Lane ID Design valid for use only wOh MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Suite 109 ApplicobPty of design paromenters and proper Incorporation of component is responsibility of building designer - riot truss designer. Bracing drown Citrus Heights, CA, 95610 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stabi0ty during construction is the responslbllgty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component M7eka Safety Information available from Truss Plate Institute. 583 O'Onotdo Drive. Madison, WI 53719. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60(F=8), 4-7=-52, 7-9=-52, 10-11=-52, 10-16=52,16-17=52. 2-26=14, 18-20=-14, 7-10=52, 23-26=-14, 20-23=14 A WARMNG - 9arl fy design Parameters and READ NOTES ON TNIS AND INCLUDED WTEE REFERENCE PAGE MIT -7473 BEFORE USE. 7777 Green beck Lena Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for on individual builds Suite 109 • Applicability of design paromenters and proper Incorporation or component is res component. Citrus Heights. CA, 95610 Is for lateral support of individual web members only. Additional temporary bracing toslnsureost stability building giconstruction is hrdesigner.Bracing shown erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding of the fabrication. quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component ad[ Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive. Madison. WI 53719. M ITek® 28-1-12 -2.0-0 11 -talo 24-7-9 27-11-8 It 31-0-14 44-5-7 4s•S7 2-0-0 11-10-10 12-8-15 3-3150.2-5 3-3-2 13-0.9 2-0-0 Scale: 1r8-=1' 5x8 BEH 18D BEH18D 9 11 5x8 8.00 12 3x8 i 7 8 27 12 10 8 3x4 C 3x4 i 3x8 13 3.00 125 5x0 = 3x10 = 4 3 23 1 222 24 5x8 = 3x8 = d 25 3x4 ' 21 US = 26 3x10 = 3x4 zz 5x8 3.00 12 20 = 5x8 = 14 4x8 3x4 1 \, 15 � 78 / N o d 19 18 2x8 II 3x4 = 8-2__12 6-5-8 11-10-10 22-0.0 37.6-8 44.5-7 I 6-2-12 0-2-12 5-5-2 10-1$ 15.6-8 6.1415 [3:0-2-12,0-1-8], [6:0-2-12,0-1-81, [8:0-0-11,0-1-2], [10:0-4-0.0-1-121,[12:22-2-7,22-5-15). [16:x2-15,0-2-0], [19:0-1-12,0-1-81, [20:0-5-4,0-2 125:0-2-12.0-1-A1 LOADING(psf) SPACING 2-0-0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.64 TCDL 10.0 Lumber Increase 1.25 BC 0.45 BCLL 0.0 Rep Stress Incr NO WB 0.61 BCDL 7.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 DF No. 1&Bir G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G 'Except' 3-25 2 X 4 OF No.1 G DEFL in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.20 23-24 >999 240 MT20 220/195 Vert(TL) -0.42 23-24 >999 180 MII18 170/148 Horz(TL) 0.19 18 n/a n/a Weight: 251 Ib BRACING TOP CHORD Sheathed or 3-8-11 cc purlins, except end verticals, and 2-0-0 oc purlins (4-6-9 max.): 7-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-3-11 oc bracing: 2-26 4-0-14 oc bracing: 25-26. REACTIONS (Ib/size) 2=254/0-3-8, 26=2336/0-5-8, 18=1385/0-5-8, 9=67/Mechanical, 11=50/Mechanical Max Horz2=105(load case 4) Max Uplift2=254(load case 1), 9=-7(load case 4), 11=5(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28, 2-3=0/2304, 3-4=-1811/0, 4-5=3051/0, 5-6=-2853/0,6.7=-2141/0.7-8=-68/0. 8-9=-14120,11-12=-1015. 10-12=6810, 10-13=-1665/0, 13-14=-1223/0, 14-15=-1346/0, 15-16=-353/44, 16-17=0/50,7-27=-1956/0, 10-27=1956/0, 16-18=-1281/0 BOT CHORD 2-26=-2179/0, 19-20=0/272, 18-19=-7/46, 25-26=-2415/0, 24-25=0/1884, 23-24=0/2761, 22-23=0/2563, 21-22=0/1508, 20-21=0/1175 WEBS 3-26=-1621/0, 3-25=0/4040, 4-25=1226/0, 10-22=0!710, 5-24=-142/36, 7-22=0/492, 10-21=-230/3, 6-23=0/1325, 6-22=-1180/0, 4-24=0/870, 5-23=-265/0, 13-20=-663/0, 13-21=0/397, 15-19=-980/0, 15-20=0/993, 16-19=0/949 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 50 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) See BEH18 DETAILS for plate placement. 6) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 Y wiutnrND • Var(JF/ dea/gn parvaretera and READ NOTES ON THI3 AND INCLUDED AD7'ER REFERENCE PAGE 8111.7473 BEFORE USE. Design valid for use on with Mirek connectors. This design Is based on upon Applicability of design paramenters and proper Inc parameters shown, and h for an Ir - not truss building component. Is for lateral support of Individual web members only. Additional temporary bracing to InsurestabibiGry building construction Is he reser. Bracing shown erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance reogarding of the fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component �i Safety Infonnaffan ovollable from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. r - /QROF ESS/�N�\ rn ILL! C 046433 m. t *\ V P14t-07 La, , August 21,2006 7177 Greenback Lane Suite 109 Citrus Heights, CA, 95610 MOW LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60(F=-8), 4-7=-52, 7-9=-52, 1D -11=-52,10-16=-52.l6-17=-52, 2.26=14, 18-20=14, 7-10=52, 23-26=-14, 2423=14 WARNING - Ven(y deelgn panamete" and READ NOTES ON TITS AND INCLUDED MITES REFERENCE PAGE MIT -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual balding component. Suns 109 � Applicability of design paramenlers and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 0 fabrication, quality control• storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison. WI 53719. M ITe4 e 1-0-0 2.0-0 2-0-0 1-0-0 Scale = 1:9.7 2x4 = 2x4 = LOADING (psf) SPACING2-0-0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.05 TCDL 10.0 Lumber Increase 1.25 BC 0.03 BCLL 0.0 Rep Stress Incr YES WB 0.03 BCDL 7.0 Code UBC97/ANSI95 (Simplified) LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 OF No.1&Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=182/0-3-8.4=182/0-3-6 Max 1-1=2=8(load case 3) Max Uplift2=-13(load case 5), 4=13(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11,2-3=125/0.3-4=125/0,4-5=0/11 BOT CHORD 2-6=0/109.4-6=0/109 WEBS 3-6=-4/63 DEFL in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 220/195 Vert(TL) -0.00 6 >999 180 Horz(TL) 0.00 4 n/a n/a Weight: 16 Ib BRACING TOP CHORD Sheathed or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph Winds at 25 It above ground level, using 10.0 psf lop chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It With exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to Wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard WARNEw . Verl/y daargn parameter[, and READ NOTES ON THIS AND 7NCWDED hf7TEX REFERENCE PAOE iF>II• Design valid for use only with r.LTek connectors. This design is based only upon 7473 BEFORE usE. Applicability fa design y wit niers and P parameters shown. and Is for an individual buflding'component. I3 for lateral su proper Incorporation of component Is responsblBty of building designer - not truss designer. Bracing shown pport of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilliy of the erector. niaity permanent bracingerection responsibility designer. regarding . Additional Cnotstorage. delivery. and bracing. ANI/TPII Qually of the CritCriteria. Ball Building Cmpoent Safety Information available from Truss Plate Institute, 583 D'Onofrb Drive. Madison. WI 53719. �OQROF ESS/p,��` �Q-P���R S. G$ 0 LIj C 04W3 % * EXP - 07 F0F 1 August 21,2006 7777 Suite 109 Greenback Lane m Citrus Heights, CA, 95610 Ell MiTek0 Job TE1 :::::�ROOF N55 type y DOWNING - TAYLOR TAYL3276 TRUSS 1 1ti22484472 Job Reference o tional Longfellow Lumber Co., Inc.,a. 95928-7434, M 6.200 s Jul 13 2005 M7ek Industries, Inc. Fri Aug 18 11:30:24 2006 Page 1 28.1-12 .-2-0-0, 11-1410 24-7-9 27-11-8 11 31.4-14 1 42.5-10 4-5-10 2.0.0 11-10.10 12.8-15 3-3-15 0.2-5 3-3.2 11-0-12 2-0-0 Scale = 1:87.4 BEH18D BEH18D 5x8 i 9 11 5x8 oxo - 23 3x10 % Fav 3.00 12 17 16 5x8 - 5x8 = 2x4 II 6-2-12 6-58 11-10.10 1 22-0-0 1 37-6x8 1 42-5-10 6-2-12 0-2-12 5-5.2 10-1-6 15.6-8 4-11-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.18 20-21 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.38 20-21 >999 180 M1118 170/148 BCLL 0.0 Rep Stress Incr NO WE 0.57 Horz(TL) 0.18 16 n/a n/a BCDL 7.0 _ Code UBC97/ANS195 (Matrix) Weight: 238 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 3-10-3 oc puffins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 DF No.1&Btr G (4-9 6 max.): 7-10. WEBS 2 X 4 DF Std G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-22 2 X 4 DF No.1 G 4-6-5 oc bracing: 2-23 4-3-5 oc bracing: 22-23. REACTIONS (Ib/size) 2=204/0.3-8, 23=2211/0.5-8, 16=1330/0-5-8, 9=67/Mechanical, 11=50/Mechanical Max Horz2=129(load case 4) Max Uplift2=-210(load case 3), 9=7(load case 4), 11=5(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28.2-3=0/2113,3-4=-1761/0, 4-5=-2867/0, 5-6=-2625/0,6-7=1947/0,7-8=68/0, 8-9=-114120,111-112=110/113. 10-12=68/0,10-13=1435/0.13-14=962/0,14-15=0/50. 7-24=1778/0,10-24=1778/0,14-16=-1299/0 BOT CHORD 2-23=1995/0,16-17=19/42,22-23=-2218/0. 21 -22=0/1827,20-21=0/2591,19-20=0/2355,18-19=0/1299,17-18=0/829 WEBS 3-23=-1545/0, 3-22=0/3800, 4-22=-1150/0, 10-19=01732, 5-21=110/46, 7-19=0/434, 10-18=360/0, 6-20=0/1250, 6-19=1127/0, 4-21=0/759, 5.20=293/0, 13-17=782/0, 13-18=0/563, 14-17=0/1042 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 50 it with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) See BEH18 DETAILS for plate placement. �OQ�QFE$$1�N�` 6) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ✓�Q' SER s. riN 6y 8) A plate rating reduction of 20% has been applied for the green lumber members. �. C 9) Refer to girder(s) for truss to truss connections. 111) In the LOAD CASE(S)0) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. W to section, loads applied to the face of the truss are noted as front (F) or back (B). IX C 046A-21 r LOAD CASE(S) Standard EX?��V Continued on page 2 August 21,2006 A& WARNING • Verlry design pammete and READ NOTES ON TNIS AND INCLUDED MI7•ERRSrz"NCE pAOE AID•7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mitek connectors. This design k based o Suite 109 Applicability of design 9 my upon parameters shown, and b far an individual building component. N g poramenters and proper incorporalion of component Is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 956100 Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbilliy 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 ANSIrrFIl Quality Criteria. DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. W12719. M'Tek® O N55 N65 ypT a ty y DOWNI�nce 822484472 TAYL3276 Et ROOF TRUSS 1 1 Job Refional Longfellow Lumber Co., Inc.. Chive, Ca. 9592&7434, Matt Dietz 6.200 s Jul 13 2005 MITek Industries. Inc. Fri Aug 18 11:30:24 2006 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60(F=-8), 4-7=-52, 7-9=-52, 10-11=-52, 10-14=-52, 14-15=-52, 2-23=14, 16-17=14, 7-10=-52, 20-23=-14, 17-20=-14 kL WARNING - 9erlN d"Ign parameters and READ NOTES ON THIS AND LNCLUDED BUTER REFERENCE PAGE MIT- 73 BEFORE USE. 7777 Greenback Lane Design valid for use only wilh hL1ek connectors. This design Is based only upon parameters shown, and h for an individual bu0ding component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsbNry of building designer -not buss designer. Bracing shown Carus Heights, CA, 95610 Is for lateral support of individual web members any. Additional temporary bracing to Insure stability g des construction Is the redesigner. Bracing of the erector. Additional permanent bracing of the overall stnrcture h the responsibility of the building designer. For general guidance regarding Ell Safety moor quarry control. storage, ds Plate erection and bracing. Drive. ANSI/TPI1 puaBy Criteria, DSS -89 and SCSII Building Component yre�® Safety Information ava0able from Truss Plate Institute, 583 D'OnoMo Drive. Madison, WI 53719. " Job TNss NSS type Qty Ply DOWNING -TAYLOR TAYL3276 F1 ROOF TRUSS 1 1 822484473 - - 15-6-8 1 2-11-2 Job Reference (optional) "--• .... ""• """� b.LUU s Jul 13 ZUK15 Mn OR Inaustnes, Inc. Fri Aug 18 11:30:25 2006 Pagel 28-1-12 -2-0-0 11-10-10 24.7.9 27-11.8 11 31-4-14 40.5-10 2-570 2.0-0 11-10.10 12.8-15 3.3-15 0-2-5 3.3.2 9-0.12 2-0.0 Stale = 1:90.4 BEH18D BEH18D 5x6 5 9 11 5x8 3x8 = 23 3x10 % 3x4 3.00 12 17 18 5x8 = 5x8 = 2x4 11 LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 OF Std G *Except* 3-22 2 X 4 DF No.1 G BRACING TOP CHORD Sheathed or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-0-12 max.): 7-10. BOT CHORD Rigid ceiling directly applied or 4-5-13 oc bracing. REACTIONS (Ib/size) 2=158/0-3-8, 23=2088/0-58, 16=1274/0-5-8, 9=67/Mechanical, 11=50/Mechanical Max Horz2=153(load case 4) Max Uplift2=-201(load case 3), 9=-7(load case 4), 11=5(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28, 2-3=0/1936, 34=1694/0, 4-5=2669/0, 56=2388/0, 6-7=1750/0.7-8=-6810. 8-9=-14/20.11-12=-i0/13' 10-12=-68/0.10-13=1199/0.13-14=562/34.14-15=0/50, 7-24=159410,10-24=159410,14-l6=1261/0 BOT CHORD 2_23=-1823/0,16-17=28/49. 22-23=2034/0, 21-22=0/1753, 20-21=0/2410, 19-20=0/2137, 18-19=011083,17-18=0/477 WEBS 3-23=-1469/0, 3-22=0/3557,4-22=1072/0.10-19=0[756, 5-21=80/69,7-19=0/374, 10.18=-489/0, 6-20=0/1170, 6-19=1069/0.4-21=0/654, 520=319/0, 13-17=889/0, 13-18=0/726, 14-17=0/963 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 50 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) See BEH18 DETAILS for plate placement. 6) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 N WARNDYO - V-(fy deefgn parameter and READ NOTES ON THIS AND rNCLUDED MITES REFERENCE BEFORE USE. PAGE MU -7473 Design valid for use only with Mfrek connectors. This design Is bused only upon parameters shovm, and Is for an individual 7473building component. Applicability of design paromenfers and proper Incorporation of component is responsibility of building designer - not floss designer. Bracing shown Is for lateral support of Indvidual web members only. Additional temporary bracing to Insure slablUy, during construction Is the responsibility Bracing 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 brocing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onordo Drive. Madison. WI 53719. �OQROFESS/ S. pN9l TjNC Fti CID Q`2 F� Z CC C 046 s33 * EXP - 07 FOF 1 August 21,2006 7777 Greenback Lane r0 Suite 109 Citrus Helgttts, CA, 95610 Rai MTek• 6-2-12 _ 6-k8 11.10.10 1 22-0-0 1 37-6-8 40.510 6.2-12 0-2-12 552 10-1-6 15-6-8 1 2-11-2 Plate Offsets (X Y): [3:0.3-8.0-1-81 [6'0-1-4 0-1-8], [8:0-0-11.0-1-21 [10:0-4-0,0-1-121 (12:22-2-7 22-5-151 [14'0.2-15 0-2-01,[17:0-5-4.0-2-81.(20:0-2-12.0-2-81.[22:Q-3-8 0-1-81 LOADING(psf) TCLL 16.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code UBC97/ANSI95 2-0-0 1.25 1.25 NO CSI TC 0.95 BC 0.39 WB 0.60 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) -0.16 20-21 -0.34 20-21 0.16 16 I/defl >999 >999 n/a Ud 240 180 , n/a PLATES MT20 M1118 Weight: 233 lb GRIP 220/195 170/148 LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 OF Std G *Except* 3-22 2 X 4 DF No.1 G BRACING TOP CHORD Sheathed or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-0-12 max.): 7-10. BOT CHORD Rigid ceiling directly applied or 4-5-13 oc bracing. REACTIONS (Ib/size) 2=158/0-3-8, 23=2088/0-58, 16=1274/0-5-8, 9=67/Mechanical, 11=50/Mechanical Max Horz2=153(load case 4) Max Uplift2=-201(load case 3), 9=-7(load case 4), 11=5(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28, 2-3=0/1936, 34=1694/0, 4-5=2669/0, 56=2388/0, 6-7=1750/0.7-8=-6810. 8-9=-14/20.11-12=-i0/13' 10-12=-68/0.10-13=1199/0.13-14=562/34.14-15=0/50, 7-24=159410,10-24=159410,14-l6=1261/0 BOT CHORD 2_23=-1823/0,16-17=28/49. 22-23=2034/0, 21-22=0/1753, 20-21=0/2410, 19-20=0/2137, 18-19=011083,17-18=0/477 WEBS 3-23=-1469/0, 3-22=0/3557,4-22=1072/0.10-19=0[756, 5-21=80/69,7-19=0/374, 10.18=-489/0, 6-20=0/1170, 6-19=1069/0.4-21=0/654, 520=319/0, 13-17=889/0, 13-18=0/726, 14-17=0/963 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 50 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) See BEH18 DETAILS for plate placement. 6) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 N WARNDYO - V-(fy deefgn parameter and READ NOTES ON THIS AND rNCLUDED MITES REFERENCE BEFORE USE. PAGE MU -7473 Design valid for use only with Mfrek connectors. This design Is bused only upon parameters shovm, and Is for an individual 7473building component. Applicability of design paromenfers and proper Incorporation of component is responsibility of building designer - not floss designer. Bracing shown Is for lateral support of Indvidual web members only. Additional temporary bracing to Insure slablUy, during construction Is the responsibility Bracing 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 brocing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onordo Drive. Madison. WI 53719. �OQROFESS/ S. pN9l TjNC Fti CID Q`2 F� Z CC C 046 s33 * EXP - 07 FOF 1 August 21,2006 7777 Greenback Lane r0 Suite 109 Citrus Helgttts, CA, 95610 Rai MTek• LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60(F=-8), 4-7=-52, 7-9=-52, 10-11=-52, 10-14=-52, 14-15=-52, 2-23=-14, 16-17=-14, 7-10=-52, 20-23=-14, 17-20=-14 WARMNG - Var(fy dea(ga pammetera and READ NOTES ON THIS AND INCLUDED ANTER REFERENCE PAGE AID-7473 BEADRE USE. 7777 Greenback Lane Design valid for use only with Mitek connectors. This design Is based only upon parameters shown, and Is for an Individual building co Suite 109 Applicability of design paromenters and proper Incorporation of component Is restrusss9 rap°nest' Citrus Heights Is for lateral support of individual web members only. Additional tem g to Insure of ability g designer- nconstruot is designer. Bracing shown 9 CA 95610 erector. Additional permanent bracing of the overall structure Is the responsibility of the building desigrser.for general) n, there regardNg of the fabrication, quality control. storage. delivery. erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrfo Drive. Madison. WI 53719. a'i'ek® lob TN55 TNssType Qly Ply DOWNING -TAYLOR rAYL3276 Gi ROOF TRUSS 1 1 823861976 Longfellow Lumber Co., Inc., Chico. Ca. 95928-7434, Greg Asher 6.200 s Jul 13 2005 MTek Industries. Inc. Wed Dec 27 09:49:52 2006 Page 1 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28, 2-24=0/2229, 3-24=0/2237, 34=2224/0, 4-5=-3060/0, 5-25=-2442/0, 6-25=-2346/0, 6-7=-1701/0, 7-8=-68/0, 8-9=-14/20.11-12=-10/13, 10-12=-68/0,10-13=-1013/0. 13-14=-408/80.14-15=0/52. 7-26=-1550/0, 10-26=-1550/0, 14-16=-842/59 BOT CHORD 2 -23= -2108/0,16 -17= -23/92,22 -23= -2365/0,21 -22=0/2280,20-21=0/2722,19-20=0/2161,18-19=0/917,17-18=-20/105 WEBS 3-23=-1853/0, 3-22=0/4365, 4-22=-1331/0, 10-19=0/901, 5-21=-5/128, 7-19=0/366.10-18=-68010. 6-20=0/1338, 6-19=-1221/0, 4-21=0/447, 5-20=-604/0.13-17=-434/0. 13-18=0/983 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chard dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 50 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) See BEH 18 DETAILS for plate placement. 6) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 1 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. I 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued On page 2 ® WARNING - VerVy deign parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU -7473 EEPORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenlers 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responslblOty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPil Quality Cdleda, DSO -89 and BCSII Building Component safety Information available from Truss Plate Institute. 583 D'Onofdo Drive. Madison. WI 53719. OQ?tOFESsl C 046 3 * EXP 07 k TFOF December 27,2006 s MiTe_V 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 28-1-12 2-0.0 11-10-10 12-8.15 3-3-15 0-2-5 3-3.2 7-0-14 2.0-0 Scale = 1:88.4 BEH18D BEH180 5x6 % 9 11 5x8 12 6.00 [12 3x6 i 7 8 26 10 8 3x4 25 5 3.00 5x6 % 15 43X4 v 4x8 4 3 24 20 5x6 = 0 1 2 21 19 3x8 a d22 3x4 3x6 = 23 3x10 3x4 3.00 12 1716 5x6 = 5x6 = 3x6 II 6.2-12 0.2-12 5-5.2 10.1-6 2 15-68 0.11-4 Plate Offsets (X.Y)- 13-.0-2-4,0-2-01, [6-0-2-12.0-1-81, 18:0-0-11 0-1-21 [1070-4-0.0-1-121, 112:22-2-7-22-5-151. 1"20:0-2-12.0-2-121, [22 0-2- 0 .0-1 -81 [210-3-0 3-0 0 2 121 LOADING(psf) SPACING 2-0-0 TCLL 16.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 TC 0.87 BC Vert(LL) -0.18 20-21 >999 240 MT20 220/195 BCLL 0.0 Rep Stress fncr NO 0.49 WS 0.72 Vert(TL) -0.37 Horz(TL) 0.18 20-21 >999 180 16 MI118 170/148 BCDL 7.0 Code UBC97/ANSI95 (Matrix) n/a n/a Weight: 227 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD BOT CHORD 2 X 4 OF No.1&Btr G Sheathed or 3-7-10 oc purlins, except end verticals, and 2-0-0 oc purlins WEBS 2 X 4 DF Std G 'Except' (5-1-12 max.): 7-10. BOT CHORD 3-22 2 X 4 OF No.1 G_114-16 2 X 6 OF No.2 G Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-4-9 oc bracing: 2-23 4-1-7 oc bracing: 22-23. REACTIONS (Ib/size) 2=-245/0-3-8, 23=2555/0-5-8, 16=1290/0-5-8, 9=67/Mechanical, 11=50/Mechanical Max Horz2=178(load case 4) Max Uplifl2=-245(load case 1), 9=-7(load case 4), 11=-5(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28, 2-24=0/2229, 3-24=0/2237, 34=2224/0, 4-5=-3060/0, 5-25=-2442/0, 6-25=-2346/0, 6-7=-1701/0, 7-8=-68/0, 8-9=-14/20.11-12=-10/13, 10-12=-68/0,10-13=-1013/0. 13-14=-408/80.14-15=0/52. 7-26=-1550/0, 10-26=-1550/0, 14-16=-842/59 BOT CHORD 2 -23= -2108/0,16 -17= -23/92,22 -23= -2365/0,21 -22=0/2280,20-21=0/2722,19-20=0/2161,18-19=0/917,17-18=-20/105 WEBS 3-23=-1853/0, 3-22=0/4365, 4-22=-1331/0, 10-19=0/901, 5-21=-5/128, 7-19=0/366.10-18=-68010. 6-20=0/1338, 6-19=-1221/0, 4-21=0/447, 5-20=-604/0.13-17=-434/0. 13-18=0/983 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chard dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 50 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) See BEH 18 DETAILS for plate placement. 6) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 1 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. I 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued On page 2 ® WARNING - VerVy deign parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU -7473 EEPORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenlers 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responslblOty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPil Quality Cdleda, DSO -89 and BCSII Building Component safety Information available from Truss Plate Institute. 583 D'Onofdo Drive. Madison. WI 53719. OQ?tOFESsl C 046 3 * EXP 07 k TFOF December 27,2006 s MiTe_V 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Oly Ply DOWNING -TAYLOR TAYL3276 G1 ROOF TRUSS 1 1 R23861978 Longfellow Lumber Co., Inc.. Chico, Ca. 95928-7434, Greg Asher 6.200 s Jul 11"17005 MiTek Industries. Inc. Wed Dec 27 09:49:53 2006 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-24=-60(F=-8),7-25=-52, 7-9=-52, 10-11=-52, 10-14=-52, 14-15=-52,2-23=-14, 16-17=-14,7-10=-52, 20-23=-14, 17-20=-14 Trapezoidal Loads (plf) Vert: 24= -105(F= -54) -to -4=-102(F=-50), 4= -94(F= -42) -to -25=-91(F=-39) ® WARNING • Ver(/ij design parcme[era and READ NOTES ON TEAS AND INCLUDED BDTEK REFERENCE PAGE MII•7473 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual bulding component. Applicability of design paramenlen and proper Incorporation of component is responsibility of buac ing designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stobflity during construction Is the responsibillity of the M iTe k - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component PO - Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 Citrus Heights, CA. 95610 Job Truss Truss Type Qty PlyDOWNING -TAYLOR TAYL3276 Ht ROOF TRUSS US. 1 823861979 Longfellow Lumber Co., Inc.. Chico, Ca. 95928.7434, Greg Asher 6.200 S.1111 13 2005 MiTek Industries. Inc. Wed Dec 27 09:49:53 2006 Page 1 28-1-12 2-0.0 11.10-10 1248-15 3315 0.2-5 3-3-2 6.7-2 2-0.0 Scale = 1:83.4 BEH18D BEH18D 5x6 4 9 11 c -n - oxo - 3x10 = 21 3.00 F12 15 5x6 = 2x4 II 6.2-12 0-2-12 5-5-2 10-1-6 16-0.0 LOADING(psf) TCLL 16.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0.86 BC 0.42 WB 0.74 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.17 19 >999 240 Vert(TL) -0.36 18-19 >999 180 Horz(TL) 0.18 15 n/a n/a PLATES GRIP MT20 220/195 M1118 170/148 Weight: 213 lb LUMBER BRACING TOP CHORD 2 X 4 OF N0.1&Btr G TOP CHORD Sheathed or 3-7-14 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 OF No.1&Btr G (5-2-4 max.): 7-10. WEBS 2 X 4 OF Std G 'Except' BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: 3-20 2 X 4 DF No.1 G, 13-15 2 X 4 DF No.1&Btr G 4-5-4 oc bracing: 2-21 4-2-1 oc bracing: 20-21. WEBS 1 Row at mid pt 13-15 REACTIONS (Ib/size) 2=-232/0-3-8, 21=2525/0-5-8, 9=67/Mechanical, 11=50/Mechanical, 15=1276/0-5-8 Max Horz2=183(load case 4) Max Uplift2=-233(load case 2), 9=-7(load case 4), 11=-5(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28.2-22=0/2179,3-22=0/2187, 3-4=-2221/0,4-5=-3025/0,5-23=-2394/0, 6-23=-2299/0,6-7=-1656/0,7-8=-68/0, 8-9=-14/20,11-12=-10/13,10-12=-6810,10-13=-970/0,13-14=0/50, 7-24=-1515/0,10-24=-1515/0,13-15=-1237/0 BOT CHORD 2 -21= -2060/0,20 -21= -2313/0,19 -20=0/2275,18-19=0/2689,17-18=0/2116,16-17=0/868,15-16=-34/80 WEBS 3-21=-1836/0, 3-20=0/4312, 4-20=-1314/0, 10-17=0/915, 5-19=0/135, 7-17=0/346, 10-16=-693/0, 6-18=0/1321, 6-17=-1204/0,4-19=0/420,5-18=-612/0,13-16=0/998 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 50 ft with exposure B ASCE 7-93 UBC97/ANSI95 per If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) See BEH18 cgo ESS/�� DETAILS for plate placement. 6) Provisions must be made to lateral S' prevent movement of hinged member(s) during transportation. 7) This truss has been designed �4- for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A 8) � P\r iii - plate rating reduction of 20% has been applied for the green lumber members. Q .G m 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer ILLI C 433 fTl ;10of bearing surface. should verify capacity 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. * 1-07 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 December 27,2006 A WARNING • Ver{ fy Qeafgn parume4rs and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M117473 BEFORE USE. �e Design valid for use only with MOek connectors. This design is based only upon parameters shown. and is for an individual building component. �W Applicability of design paromenters and proper Incorporation of component is responsibility, of budding 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 responsbillity, of the Mire k - erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication. quality control, slorage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSO -89 and BCSII Building Component `a w""""ra""- Safety Information avodable from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 Job Truss s Type Ply DOWNING -TAYLOR TAYL3276 TRUSS �UIY 2 1 823661879 Longfellow Lumber Co.. Inc.. Chico, Ca. 95928-7434, Greo Asher ,. _..., .. n nn i cn mwmen, mc. uvea uec 2/ NJ:a9:aJ 2008 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-22=-60(F=-8), 7-23=-52, 7-9=-52, 10-11=-52, 10-13=-52, 13-14=-52, 2-21=-14, 7-10=-52, 18-21=-14, 15-18=-14 Trapezoidal Loads (pin Vert: 22= -105(F= -54) -to -4=-102(F=-50), 4= -94(F= -42) -to -23=-91(F=-39) LIL WARNING • Vert fy design pammatare and READ NOTES ON THIS AND DYCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and 11 loran Individual building component. Applicability of design paramenters 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 responsibillity of the M iTek- fabricati nagruralitylcontrol. tor sanent torage. delivery. erection and bracing, conof the overall structure is the sult ANSI/TPII Quality onsibility of the Criteria DSB 89 ner. For and BCSIII Building Comp neneral guidance ent eO1` - - Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 -0.3-10 2-5-10 42.14 0.2-14 0-3-10 2-8-10 1-6-4 2-0.0 3x4 = 2x4 = 1.5x4 II 1.5x4 II 3x10 11 4-2-14 Scale = 1:13.7 LOADING (psf) TCLL 16.0 SPACING 2-0-0 CSI DEFL in (loc) I/def] Ud PLATES GRIP TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.16 BC Vert(LL) -0.01 7 n/r 120 MT20 220/195 8CLL 0.0 Rep Stress Incr YES 0.02 WB 0.03 Vert(TL) Horz(TL) -0.02 0.00 7 6 n1r 90 BCDL 7.0 Code U8C97/ANSI95 (Matrix) n/a n/a Weight: 20 lb LUMBER TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 4 DF No.18Btr G OTHERS 2 X 4 DF Std G SLIDER Right 2 X 6 DF No.2 -G 0-10-3 BRACING TOP CHORD Sheathed or 5-5-4 oc pur ins. BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. REACTIONS (Ib/size) 2=71/4-2-14.6=254/4-2-14.9=133/4-2-14.8=59/4-2-14 Max Horz2=16(load case 3) Max Uplift6=37(load case 5), 8=59(load case 1) Max Grav2=71(load case 1), 6=255(load case 7), 9=133(load case 1), 8=39(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=015,2-3=23/27.3-4=22/5,4.5=-18/4.5.6=-120/17,6-7=0/18 BOT CHORD 2-9=0/30.8-9=0/30.6-8=-0/30 WEBS 3-9=103/2, 5-8=25(73 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 14-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard WARNWG - Far(/ d-Ign ara pamnuitand READ NOTEBU TZ ON THIS AND INCLUDED TER REFERENCE PAGE MU. 7473 BEFORE USE. Design valid for use only wilh MTek connectors. This design Is based only upon parameters shown and b for an Individual building component. Applicability of design paromenters 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 constriction 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 ANSI/TPII Quality Crtierla, DSO -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrb Drive. Madison. WI 53719. �O9?,C) ESS/ON9l S. rjNc�F2 Q � m C 04 433 T. 1t E -07 Tt I OF August 21,2006 7777 Greenback Lane • Sure 109 Cerus Heights, CA, 95610 MOW a L NSS yp0 y DOWNING -TAYLOR .L0_­:::: AYL3276 MONO TRUSS 2 1 R2248447' Job Reference (optional) Longfellow LumberCo.. Inc.. Chico. Ca. wem7434. matt Dieu 6.200 s Jul 13 2005 Mrrek Industries. Inc. Fri Aug 18 11:30:27 2006 Page 1 2.0.0 2 3.00 F12 2xe = 3-7.12 6 3 5 1.5x4 II 4 Scale = 1:9.2 1.5x4 It LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 TCDL 10.0 Plates Increase 1.25 TC 0.05 Vert(LL) 0.01 2-5 >999 240 MT20 220/195 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.02 2-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 14 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 3-7-12 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=12910-3-8.5=212/0-3-8 Max Horz2=22(load case 4) Max Uplift2=37(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-0/0, 2-6=13/1, 3-6=13/10.3-4=-4/0, 3-5=72/0 BOT CHORD 2-5=-6/8 NOTES 1) This truss has been designed for the Wind loads generated by 75 mph Winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to Wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf boftom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 3-6=52, 3-4=52 Trapezoidal Loads (plf) Vert: 2=57(F=22, B=22) -to -5=103(F=45, B=45) August 21,2006 j& WARNING - Verb design paramec and READ NOTES ON THIS AND INCLUDED WTEKREFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane do Design valid for use only with MTek connectors. This design is based only upon parameters shown. and B far an Individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component Is responsibility, of bu0ding designer - not truss designer. Bracing own Cerus Heights, CA, 95810 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during cons- hot tru is the redesigner. Bracing of the erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding Safety Information ovallabietfrom Truss e. (Plate institute. 583 D'Onotd. erection and o Drive, consult ANSI/1WI15Qually Criteria. DSB-89 and BCSI1 Building Component M (Tek® Job russ Truss Type ty Ply DOWNING -TAYLOR TAYL3276 JB MONO TRUSS 2 1 822484476 in (loc) I/defl Ud PLATES GRIP Job Reference (optional) 1� 2.0-0 4-6$ 5 Jul 13 2bu5 MI I ek Industries, Inc. Man Aug 2 3-11-0 2006 Pagel Scale = 1:16.9 1.5x4 II 5 97M. LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=441/0-3-8,6=297/0-3-8 Max Horz 2=80(load case 4) Max Uplift 2=46(load case 3), 6=-16(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28, 2-3=-489/0, 3-4=35/19, 4-5=-5/0, 4-6=-120!7 BOT CHORD 2-6=0/438 WEBS 3-6=-454/0 BRACING TOP CHORD Sheathed or 6-0.0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 2-6=-14.14=-60, 4-5=-60 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 2-6=34, 14=20, 4-5=-20 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 2-6=2,1-2=14. 24=1, 4-5=14 Harz: 1-2=34,2-4=21.4-5=34.4-6=14 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 2 �Oq?,0 ESS/S. pNgl cr_ C 9,6433 T *\ FZR14t-07 August 21,2006 WARNING - Vert fg design parameters and READ NOTES ON THIS AND INCLUDED MFTER REPERENCE pAOE trfl(-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mitek connectors, this design Is based onty upon parameters shovm. and Is for an Individual 7473building component. 7Suite777 109 Apprlateral of design paramentweers and proper incorporation of component b bracing to insure stabilitybuilding designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 Is for lateral support of permaneincrpAduont web members any. Additional temporary bracing to imbue building des gner. construclion Is the responsib6Bty of the erector. Additional permanent bracing of the overall and bra h the consult responsibility of the bu6ding designer. For general guidance regarding r fabrication. quality control. storage. delivery, erection and bracing, consult ANSIAP11 Quality Criteria, DSB-89 and BCSII Building Component MOW Information available from Truss Plate Institute. 583 D'Onofrto Drive. Madison, WI 53719. 8-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.19 2-6 >504 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.32 2-6 >297 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 34 lb LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=441/0-3-8,6=297/0-3-8 Max Horz 2=80(load case 4) Max Uplift 2=46(load case 3), 6=-16(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28, 2-3=-489/0, 3-4=35/19, 4-5=-5/0, 4-6=-120!7 BOT CHORD 2-6=0/438 WEBS 3-6=-454/0 BRACING TOP CHORD Sheathed or 6-0.0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 2-6=-14.14=-60, 4-5=-60 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 2-6=34, 14=20, 4-5=-20 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 2-6=2,1-2=14. 24=1, 4-5=14 Harz: 1-2=34,2-4=21.4-5=34.4-6=14 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 2 �Oq?,0 ESS/S. pNgl cr_ C 9,6433 T *\ FZR14t-07 August 21,2006 WARNING - Vert fg design parameters and READ NOTES ON THIS AND INCLUDED MFTER REPERENCE pAOE trfl(-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mitek connectors, this design Is based onty upon parameters shovm. and Is for an Individual 7473building component. 7Suite777 109 Apprlateral of design paramentweers and proper incorporation of component b bracing to insure stabilitybuilding designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 Is for lateral support of permaneincrpAduont web members any. Additional temporary bracing to imbue building des gner. construclion Is the responsib6Bty of the erector. Additional permanent bracing of the overall and bra h the consult responsibility of the bu6ding designer. For general guidance regarding r fabrication. quality control. storage. delivery, erection and bracing, consult ANSIAP11 Quality Criteria, DSB-89 and BCSII Building Component MOW Information available from Truss Plate Institute. 583 D'Onofrto Drive. Madison, WI 53719. Job -s F-ONO ype Qty DOWNING - TAYLOR TAYL3276 J8 RUSS2 1 822486476 Job Reference (optional) Longfellow L.•,,,•._, Co.. Inc.. Chico. Ca. yay2o-7434 - - 6.200 s Jul 13 2005 MTek Industries. Inc. Man Aug 2108:03:09 2006 Page 2 LOAD CASE(S) Uniform Loads (plf) Vert: 2-6=2, 1-2=11, 2-4=-2, 4-5=11 Horz: 1-2=31, 2-4=-18, 4-5=31,4-6=13 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1 Uniform Loads (plf) Vert: 2-6=2.1-2=11, 2-4=-2.4-5=11 Horz: 1-2=-31, 2-4=-18,4-5=-31. 4-6=18 WARNING • Venlfg design pammate- and READ NOTES ON TRIS AND INCLUDED wTER-REFERENCE pAOE MD•7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with MTek connectors. This design Is based orgy upon parameters shown, and Is for an Individual building component. Suite 109 AppBcabMty of design paramenters and proper incorporation of component Is responsibility of building designer - not thus designer. gracing shown Citrus Heights, CA, 95610 1 Is for lateral support of individual web membeu only. Additional temporary bracing to Insure stability during construction Is the respomibilliy of the erector. Additional permanent bracing of the overall structure Is the nesponsiblily, of the building designer. For general guidance regarding fabrication. quality, control. storage, delivery, erection and bracing, consult ANSI/TPII QuaBy Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive. Madison. WI 53719. ,10Truss Truss Type lyy DEFL DOWNING -TAYLOR I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 822484479 TAYL3276 K1 ROOF TRUSS 1 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) .lob Referenda (optional) 6.200 s Jul 13 2005 M7ek Industries, Inc. Fri Aug W 11:30:28 2006 Page 1 28-1-12 .-2-0-0. 11-10-10 24-7-9 1 27-11-8 .1 31-4-14 1 36-10.11 38-10.11 2.0.0 11.10.10 12-8-15 3.3.15 0-2-5 3-3-2 5-5-13 2-0-0 Scale= 1:82.2 BEH18D BEH18D 5x6 i 9 11 t.a -1 3x6 = Jxa 5x8 = 3.00 FiT 2x4 6.2.12 6-ke 11-10-10 I 22-0-0 I 36-10.11 f 6-2-12 0.2-12 5-5-2 10-1-6 14-10-11 LOADING(psf)SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.82 Vert(LL) -0.13 18-19 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.27 18-19 >999 180 1411118 170/148 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.14 22 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 210 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 2 X 4 DF Std G *Except* BOT CHORD 3-20 2 X 4 DF No.1 G, 13-22 2 X 4 DF No.1 &Btr G REACTIONS (lb/size) 2=71/0-3-8, 21=1860/0-5-8, 9=67/Mechanical, 11=50/Mechanical, 22=1180/0-5-8 Max Horz2=198(load case 4) Max Uplift2=181(load case 3), 9=-7(load case 4), 11=-5(load case 3) Sheathed or 4-3-13 oc purlins, except end verticals, and 2-0-0 oc puffins (5-8-1 max.): 7-10. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-3-5 oc bracing: 2-21 4-11-8 oc bracing: 20-21. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28, 2-3=0/1605, 3-4=-1573/0, 4-5=230810, 5-6=119511/0,6-7=-137410, 7-8=-68/0, 8-9=-114/20,111-12=10/1 3, 10-12=-68/0,10-13=-750/0,13-14=0/50. 7-23=-1259/0.10-23=-1259/0,15-22=-118010,13-15=-1 150/0 BOT CHORD 2-21=-1504/0, 20-21=1691/0, 19-20=0/1620, 18-19=0/2077, 17-18=0/1735.16-17=0/679.15-16=-36t79 WEBS 3-21=-1329/0, 3-20=0/3107, 4-20=-928/0, 10-17=0/816, 5-19=-24/112, 7-17=0/257, 10-16=-69210, 6-18=0/1021, 6-17=-952/0 .4-19=0/459.5-18=-370/0,13-16=0/889 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 50 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to Wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) See BEH18 DETAILS for plate placement. 6) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 OQROF ESS/pN� A��``��1�R S. TjNc�Fy CIO Q" C C 04,33 m. August 21,2006 WARNING - Verj fy design parameters and READ NOTES ON TWS AND INCLUDED MITER REFERENCE pAOz M[F7473 BEFORE USE. 7777 Greenback Lane �® Design valid for use only with MITek connectors. This design Is based only upon parameters shown. and Is for an IndlAclual building component. Suhe 109 e Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building design r. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult Madison. Qualify Criteria DSB-89 and BC511 Building Component M 7ekm Safety Intormallon available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. a -_ NSS -sS ype ty y DOWNI�TAYLORTAYL3276 K1 ROOF TRUSS � R22484479 Lumber Co., Inc., Chico, Ca. 95928.7434, Matt Dietz ,.ob_ Job RefanalLongfellow - .,.,.., ,.,,, o,. ,,,..,.,u.— u". ru —9 . r rau:ca 4uuc rage z LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60(F=8), 4-7=52, 7-9=-52, 10-11=-52, 10-13=52, 13-14=-52, 2-21=-14, 7-10=52, 18-21=14, 15-18=14 A WARNINO - 9er(fy destgn parumaters and READ NOTES ON THIS AND INCLUDED BATER REF +i.RENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use oNy with Mgek connectors. TMs design Is based 0 upon parameters sh— and b tw an IndlNdual bu0din cam Suke 109 App9rAbit of design pwamenters and proper Incorporation of component b res g ponent. CBrus Helghls, CA, 95610 B for laterals ponslbl0ly of bu0ding designer •not truss designer. Bracing shown upport of IndMduat web members only. AddiBonal temporary bracing to insure stabNty during conztruclIon Is the responsibplify of the erector. Additional permanent bracing of the overall structure h the responsib0lty of the to ding designer. For general guldonee regarding fabrication, gvagty c.nhol, storage. delivery, erectbn and bracing, consult ANSI/TPII pvaBN CrBerla, DSB-89 and BCSII Building Component Soley Informa8on ava.abie from Truss Plale Institute. 583 D'Onofrio Drive. Madison. WI 53719. iTek• 28-1.12 -2-0-0 11.10-10 24-7-9 27-11-8 if 31-414 341136-11-01 2-0-0 11-10-10 12-8.15 3315 0-2-5 3-3.2 3-C,2 2-0-0 Scale = 1:80.4 BEH18D BEH18D 4x4 i 9 11 4x8 = 3.09112 5x6 = 6-2-12 6 11-10-10 22-0-0 34-110 6.2-12 0-2-12 5-5.2 10-1-6 12-11-0 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/defl Lld PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.11 19 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.24 18-19 >999 180 M1118 170/148 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.13 22 n/a n/a BCOL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 2051b LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Sheathed or 4-6-9 oc puffins, except end verticals, and 2-0-0 oc pudins BOT CHORD 2 X 4 DF No.1&Btr G (6-0-0 max.): 7-10. WEBS 2 X 4 DF Std G 'Except' BOT CHORD Rigid ceiling directly applied or 5-3-1 oc bracing. 3-20 2 X 4 DF No.1 G, 13-22 2 X 4 DF No.1 &Btr G WEBS 1 Row at midpt 13-22 REACTIONS (lb/size) 2=-27/0.3-8, 21=1736/0-5-8, 9=67/Mechanical, 11=50/Mechanical, 22=1129/0-5-8 Max Horz2=234(load case 4) Max Uplift2=-170(load case 3), 9=-7(load case 4), 11=-5(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28, 2-3=0/1437, 34=1486/0, 4-5=2093/0, 5-6=-1697/0.6-7=1 160/0. 7-8=68/0, 8-9=14/20.11-12=110/11 3. 10-12=-68/0,10-13=-466124,13-14=0/50, 7-23=1066/0,10-23=1066/0,15-22=-1129/0.13-15=1120/0 BOT CHORD 2-21=1342/0, 20-21=1515/0, 19-20=0/1526, 18-19=0/1879, 17-18=0/1501, 16-17=0/446, 15-16=50/92 WEBS 3-21=-1250/0, 3-20=0/2854, 4-20=-847/0,10-17=0/859.5-19=0/134.7-17=0/192,10-16=797/0, 6-18=0/931,6-17=88110. 4-19=0/356.5-18=398/0,13-16=0/879 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 R above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 50 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. II porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) See BEH18 DETAILS for plate placement. 6) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 August 21,2006 WARNING - Varma d -(9n pare .C.- and READ NOTES ON T7DS AND DVCLUDED MITER REPERENCE PAGE MII-7473 BEFORE USB 7777 Greenback Lane Design valid for use only with Miflek connectors. This design Is based only upon parameters shown. and is for an Individual buOdUg component. Suite 109 Applicability of design paramenters and proper Incorporation of component Is responsibility of budding designer - not truss designer. Bracing shown Citrus Heights. CA, 95610 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the faebrkatlontlglulalltyiconhol storanent ge delivery erection and bracing conll structure Is the Putt responsibility 51/IPII Quality Criteria, signer. For general guidance Build ng Component Safety InlormaBon available from Truss Plate Institute, 563 D'Onofrio Drive. Madison, WI 53719. MOW OW Jo rus5 Ns5 ype try y DOWNING -TAYLOR TAYL3276 L1 ROOF TRUSS 1 1 R224Bd480 Longfellow Lumber Co., Inc.. Chico. Ca. 95928-7434, MattDietz 6Job Reference (optional) s Jul 13 2005 MiTek Industries, Inc. Fri Aug 18 11:30:28 2006 Page 2 LOAD CASES) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60(F=-8), 4-7=-52, 7-9=-52, 10-11=-52, 10-13=-52, 13-14=-52, 2-21=14, 7-10=52, 18-21=14, 15-18=-14 J& WARNING - 9ar1 fy dmtgn pawmeters and READ NOTES ON TMS AND INCLUDED MTER REFERENCE PAGE AID -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design Is based only upon parameters sliovm, and H for an Individual building component. Suite 1App09 ID is (or lateral of porton Individual rs and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 b for lateral support of Individual web member very. AdditionalrucuIs temporary bracing to Insure stability during construction Is the responsibuilly of the erector. Additional permanent bracingve the overall structure h the responsibility of the building designer. For general guidance regarding Safety Information ation control. storage. o Plate, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component M IMak" Safety Informa8on avaAoble from Truss Plate Institute, 583 D'Onofrio Drive, Hodgson. WI 53719. zat-tz 33--114 '2 -0 -011.10 -to za7•s 27-11.3- 31.4-14 2-11 2-0-0 11.10-10 12-8-15 3.3-15 0-2.5 3.3.2 1--6 2-0-0 Scale =1:78.5 BEH18D BEH18D 4x4 i 9 11 48 = <' 3.ip(' 3x4 5xe = tEGDOWN NOT DESIGNED FOR ANY ADDITIONAL LATERAL LOADS OTHER THAN THE WIND LOAD APPLIED TO THE TRUSS AS SHOWN. 3-2-12 6- 8 11-10.70 22-0-0 32-11-4 3-2-12 0-2-12 5.5-2 to." 10-11.4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/den Ud TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) PLATES GRIP -0.10 19 >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.21 18-19 >999 180 BCLL 0.0 Rep Stress Ina NO MT20 220/195 MI118 170/148 WB 0.98 Horz(TL) 0.13 22 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 201 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.18Btr G TOP CHORD Sheathed or 4-9-15 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 OF No.1&Btr G (6-0 0 max.): 7-10. WEBS 2 X 4 DF Std G 'Except BOT CHORD Rigid ceiling directly applied or 10-0-0 3-20 2 X 4 DF No.1 G, 13-22 2 X 4 DF No:1&Bir G oc bracing, Except: 5-11-12 oc bracing: 2-21 5-7-1 oc bracing: 20-21. WEBS 1 Row at midpt 13.22 REACTIONS (lb/size) 2=15/0-3-8, 21=1613/0-5-8, 9=67/Mechanical, 11=50/Mechanical, 22=1080/0-58 Max Horz2=267(load case 4) Max Uplift2=157(load case 3), 9=-7(load case 4), 11=5(load case 3) Max Grav2=26(load case 6), 21=1613(load case 1), 9=67(load case 1), 11=50(load case 1), 22=1080(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28,2-3=0/1278, 3-4=-1384/0,4-5=-1864/0, &6=1432/0.6-7=938/0,7-8=68/0. 8-9=-14120.11-12=10/13. 10-12=-68/0,10-13=-171/81,13-14=0150. 7-23=863/0.10-23=863/0.15-22=-1080/0,13-15=-1066/0 BOT CHORD 2-21=1188/0, 20-21=1349/0, 19-20=0/1417, 18-19=0/1669, 17-18=0/1256, 16-17=-45/209, 15-16=-50/96 WEBS 3-21=-1169/0, 3-20=0/2594, 4-20=-765/0,10-17=0/897,5-19=0/155,7-17=29/126. 10-16=921/0, 6-18=0/832,6-17=-810/0. 4-19=3/257, 5-18=-426/0,13-16=0/936 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 50 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to If wind. porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) See BEH18 DETAILS for �OQ,OFESS/�NgI plate placement. 6) Provisions must be made to C`� �(LR S. TSN Fy prevent lateral movement of hinged member(s) during transportation. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. m 9) Refer to girder(s) for truss to truss connections. LLu Um C 046 33 10) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. # E l 07 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). rLQ9llWft9LfMg8Andard August 21,2006 WARNING - Vert fy dmsgn parameters and READ NOTES ON THIS AND LlycLUDED 6177'EE REFERENCE PAGE MIT -7473 BEFORE USS. 7777 Greenback Lane Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and Is for an individual build Suite 109 Applicability of design paromenters and proper Incorporation of co ng component. Citrus Heights, CA 95610 _40 6 for lateral support of Individual web members only. Additional temporarybracingInlsurestability during construction ins he responslb011N shown of the erector. Additional permanent bracing of the overall structure Is he responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing. consult ANSI/TPII Quality Cdterla, DSB-89 and BCSH Building Component Safety Inforssn0on available from Truss Plate Institute. 583 D'Onofrlo Drive. Madison. WI 53719. MOW OW LOAD CASE(S) Standard 1) Regular. Lumber Increase= 1.25. Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60(F=8), 4-7=52, 7-9=52, 10-11=-52, 10-13=-52, 13-14=52, 2-21=-14, 7-10=-52, 18-21=14, 15-18=-14 WAENrNO' Var(fy daa/lin pnrvmetecs and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mitek Connectors. This design is based any upon parameters shown, and Is for on Individual buDcR co Suite 109 • Applicability of design paramenters and proper Incorporation of component Is res gn component. Citrus Heights, CA, 95610 Is for lateral support of IndMdual web members only. Additional tem g to insure stability g designer- not truss designer. Bracing shove erector. Additional permanent bracing of the overall structure 6 the responsibility of the building designer• For general guidance a res the garding of the fabrication, quality control. storage, delivery. erection and bracing. Consult ANSI/TPII Quality Criteria, OSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onotrlo Drive. Madison. WI 53719. \ w a`7 1 261-12 -2-0-0 11-10-10 24.7-9 27-11-8 31b14 33$14 11-1a10 12-615 3315 3x45= 35.2 2-0-0 LEGDOWN NOT DESIGNED FOR ANY ADDITIONAL LATERAL LOADS OTHER THAN THE WIND LOAD APPLIED TO THE TRUSS AS SHOWN. BEH18D BEH18D 4x4 i 10 11 .-o - 3.00 12 5x8 = 62.12 65.8 11-10.10 1 22-0.0 31.6-14 141.6 9.614 Spate = 178.2 LOADING(psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI DEFL in (10c) I/deb Ud PLATES GRIP TCDL 10.0 Lumber Increase 1.25 TC 0.44 BC 0.32 Vert(LL) -0.09 Vert(TL) 18-19 >999 240 18-19 MT20 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.42 -0.18 Horz(TL) 0.13 >999 180 21 MII18 170/148 BCDL 7.0 Code UBC97/ANSI95 (Matrix) n/a n/a _ Weight: 1861b LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BRACING BOT CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 5-0-6 oc purlins, except end verticals, and 2-0-0 oc purlins WEBS 2 X 4 DF Std G *Except* (6 0-0 max): 7-13. 3-19 2 X 4 DF No.1 G. 13-21 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-11-13 oc bracing. WEBS 1 Row at midpt 13-21,9-15 JOINTS 1 Brace at Jt(s): 9 REACTIONS (Ib/size) 2=57/0-3-8, 20=1510/0-5-8, 10=67/Mechanical, 11=50/Mechanical, 21=1051/0-5-8 Max Horz2=135(load case 4) Max Uplift2=125(load case 3), 10=-7(load case 4), 11=5(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28.2-3=0/1118, 3A=-1351/0, 4-5=-1718/0, 5.6=1255/0, 6-7=789/0, 7-8=68/0, 8-10=-14/20, 11-12=10/13, 12-13=-6810,13-14=0/46.7-9=695/0, 9-13=16/73, 15-21=1051/0, 13-15=323/28 BOT CHORD 2-20=1033/0, 19-20=1183/0, 18-19=0/1379, 17-18=0/1533, 16-17=0/1096, 15-16=0/379 WEBS 3-20=-1108/0.3-19=0/2402. 4-19=703/0, 9-16=0/684, 5-18=0/176.7-16=0/143. 6-17=0(773, 6-16=830/0, 4-18=0/173, 5-17=-444/0, 9-15=850/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 50 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) See BEH18 DETAILS for plate placement. 6) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 August 21,2006 WARNING - 7er� daargn paramet- and READ NOTE9 ON THIS AND INCLUDED 6IITER REFERENCE PAGE MB -7473 BEFORE U9E. 7777 Greenback Lane Design valid for use only with M'Tek connectors. This design Is baled only upon parameters shown. and Is far on Individual bulldi component. Suite 109 Applicability of design paromenters and proper Incorporation of component is res gn pang sit Citrus Heights, CA, 95610 Is for lateral support of Individual web members only. Additional temp g to Insure stability g designer - not truss designer. Bracing shown erector. Additional permanent bracing of the overall structure is the responsibility of to enbuilding designer. For ge general guidance reconstruction Is the gaardiing of the fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 563 D'Onofrlo Drive. Madison, WI 53719. w A it a N55 N55 type y DOWNING -TAYLOR TAYL3276 N1 ROOF TRUSS 1 1 R22484482 Longfellow Lumber Co.. Inc.. Chico. Ca. 95928-7434, Matt Dietz Job Reference .... Iional 6.200 s Jul 13 2005 MRek Industries, Inc. Fri Aug 18 11:30:29 2006 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60(F=8), 4-7=52, 7-10=52, 11-13=-52.13-14=-52. 2-20=14, 7-113=52.17-20=-114,115-17=114 Y WARNING - 7—Vy design pa—fte and READ NOTES ON THIS AND (NCLUDEO d11TM REFERENCE PAGE MU -7473 BEFORE U3E. 7777 Greenback Lane Design valid for use only with MITek connectors. This design Is based o p p 7777 Gre � Applicab8ity of design paromenter: and r rill' upon arameters shown, and Is for an Individual building component. Suite proper Incorporation al component h responsibil y of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 log Is for latero) support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilliy of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quol y control, storage, delivery, erection and bracing. Consult ANSI/TPII QualityCrBerla, DSB-89 and BCSII Building Component �/ Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. M ITe^� NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. ` U8 4x8 11 3x8 3x8 3x8 = 3 3x10 t� 3x10 i B'�10v 3x10 O 3xB \\ 4x8 4x4 = 24 23 22 21 20 19 18 17 18 15 14 13 12 1110 9 1.5x4 II 44 = 3x4 = 3x4 = 3x8 = 1.5x4 II 3x8 = 1---_ 6-0.0 _ 1 11.10.10 19-7.9 29.6-8 6-0-0 5-10.10 7-8.14 9-10.15 Plate Offsets (X,Y): (2'0-1-4 0-1-12), [2:0-5-5 Edge] [3:0-5-0.0-2-0], L4:0-3-0.0-5-41, f5.0-5-0 0 1 01 [6 0 6 0 0-2-4] f9 Edoe 0.1 8] LOADING(psf) TCLL 16.0 SPACING 2-0-0 Plates Increase CSI DEFL in (loc) Vdefi L/d PLATES GRIP TCDL 10.0 1.25 Lumber Increase 1.25 TC 0.63 BC 0.21 Vert(LL) 0.02 2-24 >999 240 MT20 220/195 BCLL 0.0 Rep Stress Incr NO WS 0.63 Vert(TL) -0.03 2-24 >999 180 Horz(fL) -0.00 9 BCDL 7.0 Code UBC97/ANSI95 (Matrix) n/a n/a Weight: 320 lb LUMBER TOP CHORD 2 X 4 OF No,1 &Btr G BOT CHORD 2 X 4 OF No.1&Btr G WEBS 2 X 4 DF Std G OTHERS 2 X 4 DF Std G BRACING TOP CHORD Sheathed or 610-0 oc purlins, except end verticals, and 2-0-0 oc puffins (6-0-0 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-10,6-13.7-13. 5-13, 8-9, 7-9 JOINTS 1 Brace at Jt(s): 8 REACTIONS (Ib/size) 2=635/0-3-8, 24=977/23-6-8, 22=1053/23-6-8, 10=191/23-6-8, 9=265/23-6-8.113=11405/23-6-8, 18=1033/23-6-8, 11=14123-6-8,12=15/23-6-8,23=-22/23-6-8. 21=14/23-6-8.20=48/23-6-8,17=31/23-6-8.16=22123-6-8. 15=15/23-6-8,14=27/23-6-8 Max Horz2=299(load case 4) Max Uplift2=61(load case 3), 24=118(load case 3), 10=137(load case 5), 9=-45(load case 4), 13=14(load case 4), 11=47(load case 4), 23=-22(load case 1), 21=-33(load case 2), 17=76(load case 2) Max Grav2=635(load case 6), 24=977(load case 6), 22=1053(load case 1), 10=201(load case 7), 9=272(load case 7), 13=1405(load case 1), 18=1036(load case 6), 11=94(load case 5), 12=36(load case 2), 23=124(load case 3), 20=118(load case 2), 16=54(load case 2), 15=36(load case 2), 14=66(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/52, 2-3=-226/15, 3-4=237/21, 4-5=444/53, 5-6=-289/290, 6-7=-56/87, 7-8=-60/81, 8-9=79/94 BOT CHORD 2-24=64/81, 23-24=-64181, 22-23=-64/81, 21-22=-71/182, 20-21=-71/182,19-20=71/182.18-19=-71/182,17-18=74/209, 16-17=-74/209, 15-16=-74/209, 14-15=-74/209, 13-14=74/209, 12-13=-66/88, 11-12=-66/88, 10-11=-66/88, 9-10=-66/88 WEBS 3-24=-863/30, 3-22=-9/53, 4-22=1001/7, 7-10=-186/28, 6-13=-1034/28, 7-13=-143/3, 5-18=979/5, 4-18=-4/29, 5-13=310/29,7-9=-193/34 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 50 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 A& WARNING - V-(ry design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE M17-7473 BEFORE USE. Design valid for use only wilh Mitek connectors. This design Is based only upon parameters shown, and Is for an InclMdual building component. Applicability of design poramenters 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 fabrication. quronal aity control, storage.ermanent delivery, erection of the i structure Is and bracinhe g. consult responsibility ANSI/TPII Qualliing ity Criteria, DSS 8ner. For9 and SCeneral SI] Building uidance Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. August 21,2006 7777 Greenback Lane Suite 109 Citrus Heights. CA, 95610 Mitek® Job TNSS Truss -Type y Ply DOWNING -TAYLOR TAYL3276 PI ROOFTRUSS 1 1 R22494483 _ ,....._ ._._ Job Reference (optional) -w a — ra —vo mi i eK maumnes, mc. rn w g se n:susu zuua rage z LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-112(F=-60), 2-9=-14 Trapezoidal Loads (plf) Vert: 2=113(F= -61) -to -4=-163(F=-111), 4= -155(F= -103) -to -6=-211(F=159), 6= -211(F= -159) -to -7=-225(F=-173), 7= -224(F=172) -to -8=217(F=-165) A& WARNING - VerVy design parameters and READ NOTES ON 7795 AND INCLUDED W7EK REFERENCE PAGE MU -7473 BEFORE USE.7777 Greenback Lane IV Design vafid for use only with Mitek connectors. This design Is based only upon parameters shown. and Is tot an Individual building component. Suite 109 Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsblilly, of the ereclor. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding f olety Inforon.mation quaky ova[lacontrol. storage. delivery. erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and SCSI1 Building Component M iTekm Saley Inlormallon ava8able hoes Truss Plate Institute. 563 D'Onotrto Drive. Madison. WI 53719. 2-0-0 5.4-9 4-7.1 Scale = 1:20.0 1.5x4 II 4 r.oxn a 30 = REACTIONS (Ib/size) 2=487/0-3-8.5=358/0-1-8 Max Horz 2=91 (load case 4) Max Uplift 2=-44(load case 3), 5=19(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/14.2-3=-649/21. 34=-27/112.4-5=1133/1 BOT CHORD 2-6=28/628, 5-6=28/628 WEBS 3-6=-12/165, 3-5=657/43 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. �OQ?,OFESS/� 9( LOAD CASE(S) 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 � C Uniform Loads (plf) A-Z Vert: 2-5=14, 1-4=-60 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Ci 6433 rn Uniform Loads (plf) Vert: Left: L, 1 bet In * PP -pt -07 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 2v� August 21,2006 WARNDrG - VerVY de ;Wn parameter, and READ NOTES ON TNIB AND INCLUDED ADTER REPERENCE PAGE AM. Design valid for use only with Mlrek connectors. This design Is based o 7473 BEFORE USE, 7777 Greenback Lane • Applicability of design r my upon parameters shown. and B for an Individuals design component. Sure 109 ly 9 parvidual rs and proper Incorporation al component Isresponsibilityto Insure stability building designer - not truss Is designer. Bracing shown Citrus Heights, CA 95610 Is for lateral support of Individual web members only. Additional temporary bracing to insure stobi0ly during construction Is the responslbBBly, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery, erection and bracing, consult ANSI/TFII quality Criteria, D5B-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Ddve. Madison. WI 53719. . A iTkak _ 471 LOADING (psf) TCLL 20.0 SPACING Plates Increase 2-0-0 1.25 CSI TC DEFL in (loc) I/defl Ud PLATES GRIP TCDL 10.0 Lumber Increase 1.25 0.22 BC 0.20 Vert(LL) 0.02 Vert(TL) -0.03 6 >999 240 6 MT20 220/195 BCLL 0.0 BCDL Rep Stress Incr YES WB 0.24 Horz(TL) 0.01 >999 180 5 n/a n/a 7.0 Code UBC97/ANSI95 (Simplified) Weight: 401b LUMBER TOP CHORD 2 X 4 OF NO.1&Bir G BRACING BOT CHORD 2 X 4 F tit G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. WEBS 2 X 4 OF Std G *Except- OStd BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-5 2 X 4 OF No.1 &Btr G REACTIONS (Ib/size) 2=487/0-3-8.5=358/0-1-8 Max Horz 2=91 (load case 4) Max Uplift 2=-44(load case 3), 5=19(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/14.2-3=-649/21. 34=-27/112.4-5=1133/1 BOT CHORD 2-6=28/628, 5-6=28/628 WEBS 3-6=-12/165, 3-5=657/43 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. �OQ?,OFESS/� 9( LOAD CASE(S) 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 � C Uniform Loads (plf) A-Z Vert: 2-5=14, 1-4=-60 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Ci 6433 rn Uniform Loads (plf) Vert: Left: L, 1 bet In * PP -pt -07 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 2v� August 21,2006 WARNDrG - VerVY de ;Wn parameter, and READ NOTES ON TNIB AND INCLUDED ADTER REPERENCE PAGE AM. Design valid for use only with Mlrek connectors. This design Is based o 7473 BEFORE USE, 7777 Greenback Lane • Applicability of design r my upon parameters shown. and B for an Individuals design component. Sure 109 ly 9 parvidual rs and proper Incorporation al component Isresponsibilityto Insure stability building designer - not truss Is designer. Bracing shown Citrus Heights, CA 95610 Is for lateral support of Individual web members only. Additional temporary bracing to insure stobi0ly during construction Is the responslbBBly, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery, erection and bracing, consult ANSI/TFII quality Criteria, D5B-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Ddve. Madison. WI 53719. . A iTkak LOAD CASE(S) Uniform Loads (plq Vert: 2-5=2,1-2=14,241=11 Harz: 1-2=34,2-4=21,4-5=14 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 2-5=2,1.2=11, 2-4=-2 Harz: 1-2=-31, 2-4=-18, 4-5=13 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 2-5=2.1-2=1 1. 2-4=-2 Harz: 1-2=-31, 2-4=18.4-5=18 A& WARKNO • Verjh daefgn pammetem and READ NOTES ON THIS AND INCLUDED 8D7EH REFERENCE FADE MD• 7777 Greenback Lane Design valid for use only with Miirek connectors. This design Is based only upon 7473 BEFORE USE. • Applicability of design paramenten and proper Incorporation parameters shown. and b for an individual building component. Suite 109' h for laterals _ p p ly Porditi nal temporary bra Is responsibility of building designer - not truss designer. Brad shown Citrus Heights, CA, 9501Nil erector. Additional permanent bracing of the overall structure tthe respon blil i of the building o Insure itydudF construction Is sthe re regarding of the fabrication, quality control. storage, delivery, erection and bracing, consult Aty of t I Quality Criteria. designer. For and al guidance S11 Bance rilding Component Safety information available from Truss Plate Institute. 583 D'Onohb Drive. Madison. WI 53719. M ITeks 2-0-0 9-11.10 4.6 %% Scale = 1:20.5 1.5x4 II 5.6-_ Plate Offsets (X Y): f3:0-2-8 0-2-01 (570-1-12 9-11-10 -� LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 CSI TC DEFL in (loc) I/defl Ud PLATES GRIP TCDL 10.0 Lumber Increase 1.25 0.21 BC 0.16 Vert(LL) 0.02 Vert(TL) -0.04 2-6 >999 240 2-6 MT20 220/195 BCLL 0.0 Rep Stress Ina YES BCDL 7.0 WB 0.22 Horz(TL) 0.01 >999 180 5 n/a n/a Code UBC97/ANSI95 (Matrix) Weight: 39 lb LUMBER -- TOP CHORD 2 X 4 DF NO.1&Btr G BRACING _ BOT CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6.0-0 oc pudins, except end verticals, and 2-0-0 WEBS 2 X 4 OF Std G 'Except' oc pudins (6-0-0 max.): 3-4. 4-5 2 X 4 OF No.l&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 4 REACTIONS (lb/size) 2=501/0-3-8, 5=344/0-1-8 Max Hoa 2=52(load case 4) Max Uplift 2=-46(load case 3), 5=2(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28,2-3=734/12.4-5=-15010. 3-9=-123/14, 4-9=-127/13 BOT CHORD 2-6=4/671, 6-7=4/671, 7-8=-4/671, 5-8=4/671 WEBS 3-6=-9/168, 3-5=-578/4 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-1od nails. LOAD CASE(S) Standard WARMNO - 7er(/y design parameters and READ NOTE9 oN THIS AND 7NCWDED MIO'ER REF Design valid for use oors. ERENCE PAGE MD -7473 BEFORE USE, Applicability valid of design only and Proper Incorporation desinIs based only upon parameters shown. and Is for an Individual building component. Is for lateral support of Individual web members only . Additional temporarynbraciing tosinsurest bNN during constructioner - not hn is heresponsib011N of the erector. Addillonol 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, consull ANSI/TPII Quality Criteria, 0SB-89 and SCSII Building Component n Safety Inlormallon available from Truss Plate Institute. 583 D'Onofrlo Drive. Madison. WI 53719. �OQROFESS/pN�\ C 00433 ,rn. August 21,2006 7777 Greenback Lane Suite 109 Citrus HelgMs, CA 95610 Mitek® 2-" 7-3-0 7-10-15 9-11.10 2-G-0 7-3-4 0.7-11 2-0-11 4.12 = Smote = 1:20.6 1.5x4 it 1.5x4 II 3x4 = Plate Offsets (X 1�: f370-5-5.0-0-121 7-3-4 2-8b —� — LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 CSI DEFL in (loc) Well Ud PLATES GRIP TCDL 10.0 Lumber Increase 1.25 TC 0.43 BC 0.29 Vert(LL) -0.05 Vert(TL) 2-6 >999 240 MT20 220/195 BCLL 0.0 Rep Stress Incr NO BCDL 7.0 WB 0.15 -0.11 Horz(TL) 0.01 2-6 >999 180 5 n/a n/a Code UBC97/ANSI95 (Matrix) Weight: 381b LUMBER TOP CHORD 2 X 4 OF No.1&Btr G BRACING BOT CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6 0 0 oc puriins, except end verticals, and 2-0-0 oc WEBS 2 X 4 DF Std G purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 4 REACTIONS (Ib/size) 5=592/0-1-8.2=542/0-3-8 Max Horz 2=68(load case 4) Max Uplift 5=17(load case 3), 2=-50(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/28.2-3=776133. 3.7=35/18.7-8=35/18.4-8=35/18,4-5=175/8 BOT CHORD 2-6=18/708, 5-6=18/699 WEBS 3-6=12/234, 3-5=-849/25 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �Ogp,0 ESS/0 capacity of bearing surface. �Y 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. Q- -A�R S. 8) Girder carries tie-in spans of 2-0.0 from front girder and 2-0-0 from back girder. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Hanger(s) or other connection device(s) shall be provided suf icient to support concentrated load(s) 170 Ib down and 7 Ib up at � 6433 8.0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. C 1T1 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard * 71�-Pt-07 Jk Continued on page 2uw August 21,2006 WARNING - 7ar(fjy de4lgn p.—_t_ and READ NOTES ON THIS AND INCLUDED MTTEK REpERENCE PAGE KU -7473 DEPORE USE, 7777 Greenback Lane Design valid for use only wtih Mitek connectors. This design Is based only upon parameters shown, and is for an Individual bugdi suit 109 Applicability of design paramenters and proper incorporation of component Is responsibirity of building designer - not truss designer. Bracing shown Ckrus Heights, CA, 95610 Is for lateral support of Individual web members only. Additional temporary bracing to Insure slabN during construction Is the res erector. Additional permanent bracing of the overall structure h the responsibility of the buildingdesigner.9 pomiu dance reg at g of the l.6'non, quality control. storage. delivery, erection and bracing, consult ANSI/rPil puaBy CrlleDSB-89 andFor rBC511 Bullding Comin ponent Safety Inlortna0on avagable ham Tn1ss Plate Institute. 583 D'Onofdo Drive. Madison. WI 53719. ' w;r—k® LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-7=-60, 2-5=14 Concentrated Loads (Ib) Vert: 7=170 Trapezoidal Loads (plo Vert: 7= -75 -to -8=-120, 8=180(8= -60) -to -4=-135(8=-60) WARN7N0 • verl/y design pa.umet rs and RP.9.D NOTES ON THIB AND INCLUDED B!!7'ER RE,ZRENCZ PA a—, Mu. 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mlfek connectors. This design Is based only upon parameters shown. and is for an Individual build) co Suite 109 • Applicability of design paramenters and proper Incorporation of co ng component. shown Citrus Heights. CA, 95610101 Is for laterals mprary b Is to responsibility st building designer - not toss designer. Bracing f the vpport of individual web members only. Additional temporary bracing to Insure stability, during construction u 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. consuil ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component �/ r♦' Safety Information available from tons Plate Institute. 583 D'Onofrlo Drive. Madison. WI 53719. M ITe^® D FUSS S ype H DEFL DOWNING - TAYLOR TAYL3276 04 MONO TRUSSR22484487 1 1 1.25 Longfellow Lumber Co., Inc., Chico, Ce. 95928-7434 0.02 6 „ Job Reference (optional) 2-0-0 5-4.9 9-11-10 4-7-1 Scale = 1:19.9 2x8 It 3x4 = e 1.5x4 II 04 = 5-4-9 LOADING (psf) SPACING 2-0-0CSI 2 X 4 DF No.1&Btr G DEFL in (loc) I/deft Ud TCLL 20.0 TCDL Plates Increase 1.25 TC 0.21 Vert(LL) 0.02 6 >999 240 10.0 BCLL 0.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.03 6 >999 180 BCDL 7.0 Rep Stress Incr YES Code UBC97/ANS195 WB 0.26 (Simplified) Horz(TL) 0.01 5 n/a n/a LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 OF Std G 'Except' 4-5 2 X 4 OF No.1 &Btr G OTHERS 2 X 4 OF Std G REACTIONS (Ib/size) 2=487/0-3.8.5=358/0-1-8 4-7-1 PLATES GRIP MT20 220/195 Weight: 55 Ib BRACING TOP CHORD Sheathed or 6-0-0 Oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Harz 2=86(IGad case 4) Max Uplift 2=45(load case 3), 5=-19(IGad case 3) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/14, 2-3=-724/24, 3.4=26/11, 4-5=133/1 BOT CHORD 2-6=28!705, 5-6=-28!705 WEBS 3-6=121165,3-5=4311146 NOTES 1) This truss has been designed for the Wind loads generated by 75 mph winds at 25 If above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 If with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to Wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail' 3) Gable studs spaced at 1-4-0 oc. OVpo ESS/�N 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Q 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. m LOAD CASE(S) Standard IX C 0 433 * E 07 August 21,2006 WARNING . Fer(rg deafgn parameters and READ NOTES ON THIS AND INCLUDED mTEKREFERENCE PAGE Mu.73 BEFORE USE. 7777 Greenback Lane 41,Design valid for use only with Ivifek connectors. This design Is based only upon parameters shown, and Is for an IndMdual buiding component. Suite 109 Applicability of design paramenters and proper Incorporalien of component Is responsibility of budding designer - not truss designer: Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to Insure stobinty during construction Is the responsib011ly, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing, consul ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate tmfitute. 583 D'Onofrb Drive. Madison. WI 53719. MOW 2.4-0 5-8-12 5.0-8 Scale = 1:22.0 1.5x4 II 3x8 5-8-12 5-0.8 Plate Offsets (X Y): [2:0.2-8.0-1-81 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.07 2-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.16 2-6 >758 180 BCLL 0.0 Rep Stress Ina NO WB 0.59 Horz(TL) 0.02 5 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 45 Ib LUMBER -� TOP CHORD 2 X 4 OF No.18Btr G BRACING BOT CHORD 2 X 4 OF No.l&Btr G TOP CHORD Sheathed or 5-0-10 oc purlins, except end verticals. WEBS 2 X 4 OF Std G *Except- BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. 4-52X6DFSSG REACTIONS (lb/size) 2=929/0-3-8.5=548/0-1-10 Max Horz2=91(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26,2-3=-1491/0,3-4=92/22,4-5=-108/2 BOT CHORD 2-6=0/1428.5-6=011428 WEBS 3-6=0/474.3-5=11419/0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 tt above ground level, using 10.0 psf top chord dead toad and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 it by 24 h with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Girder carries tie-in span(s): 6-0-0 at 0.0-0 to 2-0-0 at 10.9-4. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �QFj0FES.S/ON�� LOAD CASEO S) Standard ,��,�' ��ER S r�Nc Fy 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=52 Trapezoidal Loads (plf) � 046 MVert: 2=-142(F=-64, 8=64) -to -5=-14 V X 1t EXP. - - August 21,2006 4 WAR G - 9-ar(Jtj deergn parameters and READ NOTES ON TN78 AND MWDED ffiTER REFERENCE PA 09 Mr -7473 BEP DRE USE 7777 Greenbetk Lane Design valid for use only with Mffek connectors. This design Is based only upon parameters shown, and Is for an Individual building co Suite 109 • Applicability of design paromenters and proper Incorporation of component Is res gn mPong s Citrus Heights. mP g to Insure of ability g designer - vc1 truss designer. Bracing shown 9 s, CA, 95610 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stab0ty during conshuclion Is the respomfbBlly, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication- quality control. storage. delivery. erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onohto Drive. Madison. WI 53719. DLING, I,NSTALLIING AND BRACING OF METAL PLATE CONNECTED W00D TRUSSES BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO QThis bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Longitud de Tramo Es aciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' 0-c. max. Hasta 30 pies 10 pier maxim. 30' to 45' 8' D.C. max. 30 a 45 pies 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maximo 60' to 80'*4' o.c. max. 60 a 80 pies. 4 pies maximo *Consult a Professional Engineer for trusses longer than 60'. *Consulte a un ingeniero para trusses de mas de 60 pies. Q See BCSI-B2 for TCTLB options. Vea el BCSI-B2 para las opciones de TCTLB. I - ® Refer to BCSI-B6 Summary Sheet - Gable End Frame Repeat diagonal braces. Vea el res6men BCSI-86 - Arriostre Repita los arriostres del truss terminal diagonales. de un tache a dos anuas• r 7j Set first five trusses with spacer pieces, then add diagonals. Repeat IJ process on groups of four trusses until all trusses are set. Instale los cinco primeros trusses con espaciadores, luego los arriostres diagonales. Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4x12' length lapped over two trusses. . BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 ®Refer to BCSI-B7 Maximum lateral brace spacing Summary Sheet 10' o.c. for 3x2 chords - Temporary and 15' o.c. for 4x2 chords Diagonal braces Permanent Bracing V' o every 15 truss for Parallel Chord ��� spaces (30' max.) Trr,ccec for more information. Vea el res6men BCSI-B7 - Arriostre l�7 temporal v 7 Dermanente de The end diagonal trusses de cuerdas b2ce for cantilevered Qaralelas para mayor trusses must be placed Lateral braces informaci6n. on vertical webs in line 2x4x12' length lapped with the support. over two trusses. INSTALLING - INSTALACION r/( Tolerances for Out -of -Plane. — Tolerancias para Fuera-de-Plano. IJ Length Max. Bow Max. Bow tJ Max, gots Length —►L1 L length ► Q Tolerances for - Out -of -Plumb.` Tolerancias para C, Fuel-de-Plomada. t a � Plumb bob D/50 max I D/50 D (ft.) 1/4" 1' 1/2" 2' 3/4° 3' 1 ° 4' 1-1/4" 5' 1-1/2" 6' 1-3/4" 7' 2° 1 a8' Max. Truss Bow Length 3/4° 12.5' 7/8° 14.6' 1° 16.7' 1-1/8° 18.8' 1-1/4" 20.8' 1-3/8° 22.9' 1-1/2° 25.0' 1-3/4° 29.2' 2° 133.3' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION QDo not proceed with construction until all bracing is securely Maximum Stack Height and properly in place. for Materials on Trusses No proceda con la construcci6n hasta que todos los arriostres esten colocados en forma apropiada y Segura. Do not exceed maximum stack heights. Refer to BCSI Q4 Summary Sheet - Construction Loading for more information. No exceda las maximas alturas recomendadas. Vea el res6men BCSI-B4 Carga de Construcci6n para mayor informaci6n. I Do not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuales. Materiel Height (h) Gypsum Board 72" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 8" Clay Tile 3.4 tiles high QPlace loads over as many trusses as possible. Coloque las cargas sobre tantos trusses tomo sea posible. Diagonal braces r7( Position loads over load bearing walls. every 10 truss IJ spaces (20' max.) Coloque las cargas sobre las paredes soportantes. 710'-15'max.. ALTERATIONS — ALTERACIONES Some chord and web members not shown for clarity. Q Refer to BCSI-BS Summary Sheet - Truss Damage. 3obsite Modifications and Installation Errors. Vea el res6men BCSI-B5 Dano d trusses Modifia ions n la Obra v rros d Insta la i6n 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No Corte, altere o perfore ning6n miembro estructural de los trusses, a menos que este especificamente permitido en el dibujo Web members del disefio del truss. Diagonal braces every 10 truss 30'-15' max. spaces (20' max.) same spacing as bottom chord Some chord and web members not shown for clarity. lateral bracing DIAGONAL BRACING IS VERY IMPORTANT L:] iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! Q Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcci6n o han sido alterados sin Una autorizacidn previa del Fabricante de Trusses, pueden reducir o eliminar la garantia del Fabricante de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and crane operator (if applimble) are ce- pable to undertake the work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding construction pmctices from a competent party. The methods and procedures outlined are Intended to ensure that the overall construction techniques employed will put goer and roof lasses Into place SAFELY. These recommendations for handling, Installing and bracing wood trusses are based upon the collective experience of leading technkal personnel in the wood lass industry, but must, due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer or Erection/Installation Contractor. it is not intended that these recommendations be Interpreted as superior to any design spedficatlon (provided by either an Architect Engineer, the Building Designer, the Erection/Installation Contractor or otherwise) for handling, Installing and bracing wood trusses and It does not pmdWe the use of other equivalent methods for among and providing stability for the walls and columns as may be determined by the tons ErecdoNlnsmllatlon Contractor Thus, the Wood Truss Coundl of America and the Truss Plate Institute expressly disdalm any responsibility for damages ar ising from the use, application, or reliance an the recommendations and information contained herein. WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane ° Madison, WI 53719 218 N. Lee St., Ste. 312 ° Alexandlra, VA 22314 608/2744849 • www.woodtruss.com 703/683-1010 ° www1pinst.org B1WARN11x17 20050501 EANE)O, INSTALACION Y ARRIOSTRE DE LOS TRUSSE--SWM- E ADERA CONECTADOS CON PLACAS DE METAL GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary bracing. Follow the recommendations for handling, installing and temporary bracing of trusses. Refer to 8[SI 1-03 Guide to Good Practice for Connected Wood Trusses for more detailed information. Truss Design Drawings may specify locations of permanent bracing on individual compression members. Refer to the BCSI-133 Summary Reinforcement for more information. All other permanent bracing design is the responsibility of the Building Designer. NOTAS GENERALES Los trusses no estan marcados de ning6n modo que identifique la frecuencia o localizad6n de los arriostres (bracing) temporales. Use las recomendaciones de manejo, instalad6n y arriostre temporal de los trusses. Vea el fokw BCSI 1-03 Guia de Buena Pradica nae el Manljo. Instalacibn y Amostre de los Trusses de Madera Connectados oun Placas de Metaloara para mayor informad6n. Los dibujos de diseno de los trusses pueden especificar las localizaciones de los arriostres pennanentes en los miembros individuales en compresi6n. Vea la hoja res6men BCSI-83 Dara los arriostres pennanentes y refuerzos de los miembros secundarios (webs) para mayor informaci6n. EI resto de amostres permanentes son la responsabilidad del Disenador del Edificio. © The consequences of Improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. EI resultado de un manejo, instalaci6n y arriostre inadecuados, puede ser la caida de la estructura o a6n peor, muertos o heridos. HAND ERECTION — LEVANTAMIENTO A MANO QTrusses 20' or _ ,%`;; - 1-7f Trusses 30' or less, support ' " IJ less, support at - at peak. j quarter points. t i Levante Levante de del pico los los cuartos trusses de 20 de tramo los pies o menos. trusses de 30 f Trusses up to 20' ♦ pies o menos.Trusses up to 30' i Trusses hasta 20 pies -*Trusses hasta 30 pies HOISTING — LEVANTAMIENTO QHoldeach truss in position with the erection equipment until temporary bracing is installed and truss is fastened to the bearing points. Sostenga sada truss en posic16n con la gr6a hasta que el arriostre temporal est6 instalado y el truss asegurado en los soportes. t Do not lift trusses over 30' by the peak. No levante del pini los trusses de mas de 30 pies. HOISTING RECOMMENDATIONS BY TRUSS SPAN Banding and truss plates have sharp edges. Wear RECOMMENDACIONES DE LEVANTAMIENTO gloves when handling and safety glasses when 0 Bo POR LONGITUD DEL TRUSS cutting banding. Empaques y placers de metal tienen bordes m afilados. Use guantes y lentes protectores cuando mite los empaques. HANDLING - MANEJO QAllow no more No permita mas Q Use special care in than 3" of deflec- de 3 pulgadas de windy weather or tion for every 10' pandeo por sada 10 near power lines of span. pies de tramo. and airports. ra ICY is ra QPick up vertical Levante de la cuerda bundles at the superior los grupos top chord. verticales de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK OF M_'; 56 ,8ry 1-7f Bundles stored on the ground for one LI week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la Cierra por una semana o mas deben ser elevados con bloques a cada 8 0 10 pies. QFor long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Para almacen-amiento por mayor tiempo, cubra los paquetes para prevenir aumento de humedad pero permita ventllaci6n. Utflice cuidado especial en dias ventosos o cerca de cables elactricos o de aeropuertos. Toe -in Spreader bar for truss bundles �Tagline ie " O O 1-7f Check banding Revise los empaques lJ prior to moving antes de mover los bundles. paquetes de trusses. © Avoid lateral bending. — Evite la fiexi6n lateral. GDo not store No almacene unbraced bundles verticalmente los upright. trusses sueltos. 0 Do no store on No almacene en uneven ground. tierra desigual. Tagline Spreader bar 1/2 to 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60 PIES F Greater than r MISS de oies 60' or less truApprss le. 1/2 --,,1truss length TRUSSES UP TO 30' TRUSSES HASTA 30 PIES T� oe-in Locate Spreader bar /` ach 10'o.c max. above or stiffback / L\\�-► 1 m mid-height Spreader bar 2/3 to �— 3/4 truss length —� TRUSSES UP TO ANDOVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE ® Refer to BCSI-B2 Summary Sheet - Truss Installa- don and Temporary Bracing for more information. Vea el res6men BCSI-62 - Instalaci6n de Trusses y Ardostre Temporal para mayor informaci6n. Do not walk on unbraced trusses. No Gamine en trusses sueltos. QLocate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tierra para el primer truss directamente en linea con sada una de las filas de arriostres laterales temporales de la cuerda superior. �E Brace first truss well before erection of additional trusses. Top Chord Temporary Lateral Bracing (TCTLB) nin. iADVE RiTE N C«IA! HOJA RESUMEN DE LA GUTAtDE BUENA PRACTICA PARA . _} COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE PERMIT NO. OWNER es exist at ons of te county dinanc routine adress and should be corrreclted'nPlease'call forBre-inspection Owr then correction of the above add questions pertaining to this matter, or need additional work is completed. If you have any q explanation, please contact the Building Inspector as indicated below. FM vl Ci Iza IV s 7 r r• Date Inspector REV 4105 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 BUTTE COUNTY DEOARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BP061008 PERMITS BECOME NULL AND VOID 1 YEAR FROM THE DATE OF ISSUANCE, OR IF WORK IS DONE IN VIOLATION OF ANY COUNTY OR STATE LAWS. LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under Issued Date: 07/07/2006 APN: 0697470-005-000 provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. 2 ZG3 Site Address: 270 SKYLINE BLVD ORO License Class : v License Number: J r, Date: 'Contractor:oW Map Index: Description: NSF (1816) COV (792) O (174) GAR (885) OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: TAYLOR LOREN D & MILLIE M permit to construct, alter, improve, demolish, or repair any structure, prior 270 SKYLINE BLVD 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 OROVILLE, CA the Contractor's State License Law (Chapter 9 commencing with Section 95966 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): .❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not Applicant: T DOWNING CONSTRUCTION intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for 1351 E 9TH ST sale. If however, the building or improvements are sold within one CHICO, CA 95928 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 (530) 894-3473 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: T DOWNING CONSTRUCTION and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). O I am Exempt under Article 3 of the Business and Professions Code 1351 E 9TH ST Date: Owner: CHICO, CA 95928 (530) 894-3473 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for License #: 803263 workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 'O I have and will maintain workers' compensation insurance, as Architect: l/ required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation Engineer: KOTYSAM, JAROSLAV insuranc�,carri^� and policy are: t(JfL� it � K� , Carrier: b D(( Z 4 _� v OJ Policy #:_ Total Square Ft: 3667 S.F. ❑ I certify that in the performance of the work for which this permit is Valuation: $149,984.00 issued, I 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: Applicant: WARNING: Failure to secure workers' Ympensation coverage is unlawful, and shall subject an employer to criminal and one penalties hundred thousand dollars ($100,000), in addition to the cost of �QU compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. 1-Q0,4 CONSTRUCTION LENDING AGENCY This permit is ereby issued under th" plicable provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency for the Res futions do work indicated a ove f r which fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) B `-7. �_ /t CJ Name: Y Date: / Address: PERMIT EXPIRES ON: " /" 1-0 9 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. O Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purposes. r �~ W`�� `� Print Name: (f Signature: Date: O Owner ❑ Contractor O Agent for Owner O Agent for Contractor B. C. Building Permit 01-16-04 pg 1 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTIONM OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE M (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICATION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" OWNER INFORMATION Last Name. �vf irSt Nae N �� O Address Z -7 D City on) ORI A_ State G � Zip IJ -SI Phone 7 D 5J fd -Z Fax E-mail CONTRACTOR Name Address ridgy y3%U ! Address 1 f— h , �1 City GAG a State G Zip Il Phone d � �� j� Fax y Z_ J'LD 6 FMTl40010.41 v" V c -`6 -ti Lic•#J203L�3 Class -e ARCHITECT/ENGINEER --Name----- Address ridgy y3%U ! City �{ /a State G 74 Zip .l z -� Phone �6 G�- yg G� L Fax E-mail State License Number APPLICANT SIGNATURE For office use only: APPLICANT INFORMATION Name I Type Const Address Map Book city TL:ot# State Zip Phone --� D p�— Fax E-mail Policy Number APPLICANT SIGNATURE For office use only: Zoning Flood Zone IX I SRANo Occ. I Type Const Subdivision Name Map Book Page TL:ot# Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS -K:IFORMS\BUILDING F0RMS1BldgApp1SubRgmts.doc PERMIT NO. d -P .16 BIN # Sq FT- Living Garage Open' Cov� ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be Page 1 of 2 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. R iv Amount: '/011S / Bldg CX 1 SRA Receipt���� —Sheriff t`'`�I�(��SMIP %_ Date: U, ther` Total REV S-12-05 PROJECT LOCATION AP# �/Q _ q-)0-, 095` Property Address 1370 S Itin�Y.IYI.A_ City Cross Street WORKER'S COMPENSATION Policy Number Rftx-- F, ,000713 Carrier Nhiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit Issuance. LENDING AGENCY Name Address Sq FT- Living Garage Open' Cov� ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be Page 1 of 2 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. R iv Amount: '/011S / Bldg CX 1 SRA Receipt���� —Sheriff t`'`�I�(��SMIP %_ Date: U, ther` Total REV S-12-05 SUBMITTAL & PERMIT REQUIREMENTS. The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND /N INK ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxesl ❑ 4. Energy compliance design and supporting documentation in duplicate. ❑ 5. Statement of Intent forNon-heated and A/C for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) Installation manual; (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and, business license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Building Permit Application Without Required Clearances Form ❑ 12. Hazardous Material Form (for Commercial Buildings only). Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office .(if required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). -- -❑--- - 4. -NP-DES--Form.-------- ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Legal description from current recorded grant deed, ❑ Copy of M.H. Title, Title transfer, or MCO. ❑ 12. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, please contact a Permit Assistant at (530) 538-7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMSWILDING F0RMS1BIdgApp1SubRgmts.doc Page 2 of 2 REV 8-12-05 COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA .95965 Phone (530)538-7541 Fax (530)538-2140 I J, PERMIT APPLICATION DATA SHEET OWNER: EC l O ASSESSOR PARCEL NUMBER G b q. ((e? o U Proposed Building Use: Permit Technician: Date: G Atems required in order to apply for a permit. All boxes MUST be checked OR marked NA in orde to apply. 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. '5 4 Engineered truss details and layouts in duplicate. No faxesl V 01-etter from Engineer or Architect for truss design review. 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Hazardous Material Form 12. Acknowledgement of building permit application without required clearances. ❑ 13. Other Rem' aining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) 14. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable 15. Fire Sprinklers............................................................................................ ❑ 16. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑1-1,17. Soils Report and/or Engineered Foundation required ........................................... 18. Erosion Control Plan Required........................................................................ 19. Fees as shown on the attached Schedule of Fees Due Sheet .............................. ❑ 20. City of Chico Plumbing permit....................................................................... ❑ // 21. Site plan and business license approval from the City of Biggs. / 22. California Department of Forestry plan approval 'n paid. Sent by:� I) 23. Planning approval for (A) Use (B) Parking: (C) Parcel Check:........ ❑ 24. Contact Land Development about _ Improvements, _ Drainage ........................ ❑ 25. Fire Marshall Review (commercial projects only). Sent by: ...................... 26. NPDES Form............................................................................................. 27. Encroachment Permit for driveway from the Public Works Dept ........................... 28. Contractor's license information. (Number, Name Style, Classification) ................... ❑ .29. Worker's Compensation Carrier and Policy Number .......................................... ❑ 30. Owner -Builder Verification (_ Given to owner, _Mailed to owner) ..................... ❑ 31. Letter of Signature authorization.................................................................... ❑ 32. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 33. Existing violations and/or expired permits......................................................... ❑ 34. Deed Restriction.......................................................................................... ❑ . ` 35. ❑ Legal description, IP M.H. Title, title search, registration or C0.........f..9AV?� ►V 36. Other: IC -096% �'i S S`>Yr��-� �� Cy � 'f'y r 1 a 37. Other: '/ When issued Telephone 10,`t'_• and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. Applicapt: Date: �� Z �� 1. Index rmit application for the above i ems num EFF - Plan Check Letter Wracitorr.., I items required designer, owner, was advised of the above d5 to by phone ❑mail, l7 counter, by Z Date: Ce designer, owner,was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date.- Contractor, ate:Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: Date: Plans approved by: Date: Structural reviewed by: Date: Me Structural approved by: Date: Note transfer by: Date: Li R10C. Yellow: Building Division K/Building/Plan Check/Data Sheets/data sheet page 2 9.27.05 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 www.buttecounty.net/dds PHONE (530) 538-7541 FAX 538-2140 RECEIPT OF FEES SCHEDULE - RESIDENTIAL Owner TAYLOR, LOREN APN No: 69-470-005 Permit Type: ' Subtype: App Date: 5/2/2006 Permit No: BP 06-1008 Permit Desc: 1 BUILDING PERMIT FEES ESTIMATED AT APPLICATION $2,783.93 Plan Check portion of Permit Fee $1,113.57 $1,670.36 Balance of Building Permit Fee 2 FEMA Rx Yes Flood Elevation Review $109.98 0 3 SRA* Yes Fire Plan Check - Non -Refundable $95.00 95.00 (State Responsibility Area) Building Inspection $109.98 $109.98 - $204.98 4 5 6 7 7a 8 NON-REFUNDABLE portion of fees due at application $1,208.57 FEES DUE AND PAYABLE AT TIME OF PERMIT APPLICATION $1,318.55 FEES (BELOW) DUE PRIOR TO ISSUANCE OF PERMIT $1,685.36 Balance of Building Permit Fees (from No. 1 above) SMIP* - Strong Motion Instrumentation Program (Enter amount from permit system) Additional Plan Check Fees (NON-REFUNDABLE) Other*: Other*: IMPACT FEES - RESIDENTIAL* Per Dwelling Per Dwelling Per Dwelling Applications After 04/15/06 SFD MFD ,, MH County 1 4249.111 3183.541 3238.72 RECEIPT DATE Tech/Asst $1,670.36_?l_11ZI ?-7-66o $15.00 7289.40 RECEIPT DATE Tech/Asst 0 $100.00 $200.00 � 10 10a 11 11a Chico Urban Area 1 6146.231 4538.82 771 Comanche Creek $8,341 EI Medio Fire District 1 3249.971 2385.76 774 Lindo Channel $8,267 North Chico Specific Plan SR -1, SR -3, SR-1/PD R-1 8801.091 8897.09 7395.04 7491.04 ti° R-2 8390.09 R-3 7604.09 6984.04 6198.04 Temporary Dwelling 1 $136 At time of building permit $136 annual renewal fee for first 4 renewals. Not to exceed $684. Processing Fee is automatically added to impact fee total 9 WATER TENDER FEE )Not collected when impact Fees Applicable) Enter Bat.# DRAINAGE FEES* RECEIPT DATE Tech/Asst $1,670.36_?l_11ZI ?-7-66o $15.00 7289.40 RECEIPT DATE Tech/Asst 0 $100.00 $200.00 � 10 10a 11 11a CHICO STORM DRAINAGE MASTER PLAN 770 Butte Creek $7,997 RECEIPT DATE Tech/Asst LTJ 771 Comanche Creek $8,341 New construction, vacant land, on 1 acre or less - Enter 1 or less acre value 772 Little Chico Creek $9,088 773 Big Chico Creek $6,776 774 Lindo Channel $8,267 775 SUDAD Ditch $7,211 776 Mud -Sycamore Creek $6,275 777 PV Ditch $8,893 More than 1 acre, existing buildings - fees to be assessed by Public Works Fee Determination Sheet Needed - Enter amount determined by PW THERMALITO DRAINAGE AREA 1 $684 Maximum Per each new living unit on existing lots where full drainage fees have not been paid Temporary Dwelling 1 $136 At time of building permit $136 annual renewal fee for first 4 renewals. Not to exceed $684. PROOF OF PAYMENT OF FEES (BELOW) MUST BE RECEIVED PRIOR TO ISSUANCE OF PERMIT. Forms will be prepared after plan check is completed for applicant to take to respective district office. 12 SCHOOL DISTRICT FEES* Oroville Elementary 091I =t�rV /tVL-A) `pt/ 12a RECREATION DISTRICT FEES* Oroville 6-_17--0(' )N At the time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during the plan checking process. Ap licant: �Date: Pursuant to Government code Section 66020, you are hereby notified those Items followed by an "*" may have been imposed on your project. You have 90 days from the date of approval of the porject or from the impostion of the above referenced items during which you may protest. The requirements for a protest are specified in Goverment Code Section 66020(a). K:/Building/Forms/Schedule of Receipt Fees Residential 041506 Butte County Department ol-DevelopP -meat Semces . P °uzr° \ ° 7 County Center Drive ° Oroville, CA 95965 530 538-7601 Telephone ( ) P (530) 538-7785 Facsimile BUILDING PERMIT APPLICATION WITHOUT REQUIRED CLEARANCES I request and authorize the Building Division to process this building pen -nit application through the plans examination process WITHOUT first obtaining all necessary, related permits and clearances from other regulatory entities, including but not limited to, Planning, Environmental Health, Land Development, County Fire, and Agriculture. I hereby acknowledge: I need to submit applications for septic and/or well to Butte County Environmental Health immediately. I am required to bring the approved Environmental'Health site plan and approved sanitation clearance to the Building Division as soon as clearance is obtainetb I am responsible for notifying Development Services, in writing, to stop processing of the application and to arrange for disposition of plans. The Building Division will process the application through the plans examination process, as submitted, without input from other regulatory entities that could prohibit issuance of the building_ permit or reM_uire submission of amended building plans to the Building Division. Once the plans examination process begins, there will be no refund of plans examination fees. Any changes requiring submission of amended plans to the Building Division will incur additional fees. Within one year from the date of application for a building permit, all other required permits and clearances from other entities must be obtained for the permit to be issued. Failure to obtain these permits/clearances will void the application. Typically other required permits/clearances include, but are not limited to, verification the parcel was legally created, adherence to. all mitigations and conditions imposed on the parcel at time of creation, as well as zoning requirements, legal access, and applicable set -backs and environmental issues (fire, agriculture buffer zones, and habitat/species). Please print: L rvt, –r-- awn Applicant Name: APN: / Building site address: 2-)t) ` Permit No.: I have read, understood and accept the terms and conditions as expressed herein as indicated by my submission of the above -referenced building permit application and my signature below: SIGNATURE OF APPLICANT .r, L —O,/ DATE ,PRTMENT o 6VTr� 0& Department of Public Works C o u n t y o f B u t t e _o , J. Michael Crum LAND DEVELOPMENT DIVISION p Storm Water Management Program DIf2Cfor 7 County Center Drive Oroville CA 95965 �e�rc WOP� (530) 538-7266 (FAX) 538-7171 National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution .Prevention Plan (SWPPP) Acknowledgement [LESS THAN 1 ACRE1 Project Description: 0 Project Location and/or Parcel Number: Q�D �/ 70 _4�� By signing below, I, the project owner/owner's agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I, therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. Signed: Title: Date: Less than 1 Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program Revised 5/24/04 G11? T ok_ %TrF0 Department ®f Public Works 0 C o u n t y o f B u t t e o 7 County Center Drive 0 Oroville, CA 95965 y J. Michael Crump, Director (530) 538-7681 G'0 U N,� (FAX) 538-7171 QC W�y Shawn H. O'Brien, Assistant Director Assessors Parcel Number: 06g- V%0' 005 Building permit # Owners Name: Owners Mailing Address: Z 70 S ot Property Address: :_ �" ENCROACIiMENT PERMIT ACCEPTED: PERMIT NUMBER: O,60 -77;,- ENCROACHMENT PERMIT EXEMPTION: Reason for exemption: F] Not a County maintained road F] Existing driveway conforms to County S-31 standard Other Approved by �- Printed Name 404.,"S J e h ps � Title Cie Date 7/_2 CONDITIONS FOR EXEMPTING A DRIVEWAY PERMIT An existing home with a driveway 10 years or older and doesn't cause any problems with the county road or drainage. An existing home with only minor remodeling or repairs. _ ,_4.w ' SITE PLAN REVIEW APPLICATION Date: C� �. (� AN 6 Permit Number (if applicable) /3/, 06 /OCi Bin Number APPLICANT INFORMATION Parcel Size: Owners Name: c� � Owners Address: �i� �c �o-► e /�/�.c� �fov. �� �� Telephone No.:%D Site Address:. p!70 ,(3�c Proposed Use: Zone: /q I� Residential New Single Family Residential ❑ Single Family Addition ❑ Single Family Remodel ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other ❑ Septic ❑ Agricultural Exempt Building ❑ Other: Brief Explanation/Issue: ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well ❑ Agricultural Buffer Form GP: !4E DEVELOPMENT SERVICES INFORMATION (For Staff Use) Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval ByZ4,/ ❑ Resolved Z J?1-4 Date (� ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Williamson Act Minimum Acreage: ❑ Residence can be built per contract ❑ Watershed Protection Overlay Zone SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: • Flood Zone: • Flood Panel No.: Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan ❑ Chapman/Mulberry ❑ Cohasset Area Use Requires: ❑ Use Permit ❑ Variance ❑ Agricultural Worker Affidavit ❑ Administrative Permit ❑ Minor Use Permit ❑ Minor Variance Zoning: A- I General Plan: XP - Applicable Building Setbacks: 'Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: 2 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front r Side , Side Street Rear . r Height Waterway N/A N/A N/A 'Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: 2 Parcel Created By: R Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: Parcel Deemed to be legal Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements ❑ Subdivision ME/Parcel Map: Map Date of Recording: Lot: Book: 3 Page: ✓ K.O.T.Y. ENGINEERING (SINCE 1974) "FOR ALL YOUR ENGINEERING NEEDS" P.O. BOX 4390 • CHICO, CA 95927 VOICE: (530) 898-9810 • (800) 601-8794 • CELL: (530) 864-4942 FAX: (530) 898-9810 • E-mail: jerry@kotyengineering.com . Website: www.kotyengineering.com Butte County Department of Development Services Attn.: Philo Hunt, P.E. 7 County Center Drive Oroville, CA 95965 June 18, 2006 Re: Resubmital Plans for Building Permit 06-1008 F -MI tiMU"! 111 tea 1) Originally specified on sheet 6 of 7. Note added also to sheet #2. /Ad2) See Section B -B on sheet 6 of 7. Glulam "beam sits in a beam pocket of the cripple wall. No action needed. Ad Notes added to the plans (Sheet 1 of 7) from my original calculations (page 17 & d 4) 2 X 6 dbl. plate adequate for 2,1001bs. & `3` S KI P 5) umns noted on Sheet 1 of 7; footings on Sheet 2 of 7. (See also my calcs). 6) See note # 10 on Sheet 3 of 7. Ad 7) As per my original calculations see notes on -sheet 1 of T ./Ad 8) Trusses redesigned with ledger pkt. Ad 9) Noted on Sheet 3 of 7.. AdDetail 25 from Sheet 4 of 7. Ad 11) See concrete pad @ each holdown location — Sheet 2 of 7. . COMPREHENSIVE ENGINEERING DESIGN • ADDITIONS & CODE COMPLIANCE (INCLUDING ADA) ALTERATIONS OF STRUCTURES • STRUCTURAL REPAIRS • LITIGATION SUPPORT -E� WIVS /Nci- 5'U6G(:�J-nti6 AWWA16 5Ws ©p/ .Vr► 5p'p Yeo w/" i=-) a nivC S' , S'w O ✓6x G it ,+( e- %(�-fi17on Would 6:Z1M /N/rm a1/r tij r,;/,;3,< S/ct r /Ad) I am not changing my design. The client gets much better structure with my q-«Nc design. Shear walls built to follow the steps will not act together to resist lateral forces. I am rather enclosing a copy for the justification of my design based on ICC recommendations — "Wood Framed Shear Wall Construction" by Thor Matteson, S.E. — Second printing — February 2005. d`1 Noted on Sheet # 4, detai129. /1, - Ad14) As per my original calculations see detail # 12 from Sheet # 4. Ad 15) 5i ,'^► s� k-L , A-V�, 5 A-MAf(I�va�^y- iv d - See detail # 5 on Sheet # 4. ? o r= ✓2aq-A i,/ fN(. t_/A LL f See my structural Calculations Ad c) Wall calculated for the full backfill due to the fact that height might be different in various locations. ✓A Id) 200 PSF used in my calcs. td e) Noted on sheet 2 of 7. Ad f) Noted on sheet 2 of 7. g) Noted on sheet 2 of 7. Yours truly, J Kotysan, P.E. V1 SCSU S S carj w' V Ey1yt_Y (" f 2 i (c> :o Figure 133 shows a strap in- tended to handle the upward force from the sloping top plate of a retrofit shear wall. Because this wall was sheathed after the roofing was installed, framing clips and 1/2 -inch wafer -head screws were used to connect to the underside of the roof sheathing. The photo shows the upper portion of the wall shown in Figures 61 and 62, which explains why the strap is so far away from the end of the wall. (And no, that is not A/C plywood at $30 per sheet—it's Structural 1 grade, at about 15 percent more than C/D.) CHAPTER 5 5.3 STEPPED FOOTINGS AND HILLSIDE ANCHORS 5.3.1 Shear wall segments should not vary in height along a wall When footings and stemwalls step down a hillside, shear walls built to follow the steps will not act together to resist lateral forces. Figure 134 shows a stepped footing with cripple shear wall segments. The rim joist and footing will gaip the top and bottom of each seg- ment. When lateral forces act on the rim joist it will shift the top of each shear wall segment the same dis- tance. (The same thing oc- curs in a typical shear wall, but all the panels in a typi- cal shear wall have equal heights.) The short wall seg- ment will rack much more than the taller segments for the same movement of the rim joist. Figure 135 shows how the shortest cripple wall segment will fail first, followed by the next tallest segment, succeeding down the steps. Movement of the rim joist in the opposite di- rection will mash the shear wall segments against the tops of the adjacent footing steps, causing the panels further damage. WOOD -FRAMED SHEAR WALL CONSTRUCTION 95 M CHAPTER 5 5.3.2 The hillside anchor One solution to this problem is to anchor the rim joist to the highest footing step (in the case shown in Fig 135, this would require raising the left-most stemwall). Fig 136 shows how this change would look A tie -down bracket installed horizontally could also connect the rim joist to the footing. Rim joist tied to the top of each shear wall segment causes each segment to move the same distance - Shortest shear w, segment fails first Equal displacement causes far more racking in short shear wall segment than it does in the tallest segment --\ When walls move in other direction, they will smash against steps at these areas Tallest segment will not feel any force until the short segment has failed and the midheight segment is becoming overloaded Figure 135 Shear wall segments of different heights along the same wall do not perform well. Anchor end joist or rim joist to sill with framing dips to resist entire lateral action force Sill anchors transfer entire lateral force to tallest segment of stemwall 7 1 ry'�t No shear panels y e 3 g Z needed at cripple walls Designer must s x g pedfyreinforcemenl� needed for stemwall, giving spedal consideration to tall segment: p� fl tc .. s.+.•cYi1 j4..T'ei1�Z�At4)I ..`�� Stemwall steps down Figure 136 Concentrate the connections at the tallest segment of stemwall, and you do not need any shear pan- els on the stepped cripple walls. 96 WOOD -FRAMED SHEAR WALL CONSTRUCTION BUTTE COUNTY DEPARTMENTF�IPIUISLIC HEALTH DIVISION OF ENVIRONMENTACWALTH SEPTIC SYSTEM llk,4'SPECTION.-''r,.-'FRTIFICATE P. O. BOX 5364J.;'COUNTY CENTER DRIVE CHICO, CALIFORNIA 95927. OROVILLE, CALIFORNIA 95965 TEL: (53U) 891-2727 TEL: (530) 538-7281 I'l-is Sewage 01-,iposal System was inspected at FOP SEPTIC TANK LEACHING FIELD Size Length Gallons feet Mate: gal Width -=12" inches P, No. of lihes Rock Under Pipe inches The above dimensions meet the mimmurr li 19, requirements of Butte County Code. C AdditionaHeaching area will be required 1 experience shows'd to be necessary. Remarks: Date: >. S2 • T78P fRow. 4/9e) eNWHONVENTAL H-ZrLTH SpEci 7 9 U 47- $0 4s - n N c -4 I 1 L,'° ` AI. A X . - BUTTE COUNTY (DEVELOPMENT FEE CERTIFICATION FORM FEATHERRIVER RECREATION AND PARK DISTRICT (FRRPD) CHICO AREA RECREATION AND PARK DISTRICT (CARD) ❑ PARADISE RECREATION AND PARK DISTRICT (PRPD) 0 DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) 069 Building Permit Numberb6 Property Owner (s)% /t�6ff�—, Project Location /Address '2,70 Subdivision Name Assessable Sq. Ftge Type of Residential Development (check one) New Development ' Single Family -Detached Single Family -Attached Alteration/Addition(s) Non -Residential to Residential Multi -Family Dwelling Mobile home Mobile home replacement L__---7Gemo Permit (date issued Comments: 77-,147_S oF /6t1O -�' Building Department Representative Date 0 FRRPD ❑ CARD ❑ PRPD ❑ DRPD. certifies that:. Applicant Name Mailing Address _verified by Assessor Department wed by Building Department 1 Hr>,4 L=-- /1> 6-7-;-70 ,- Phone Number City State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: Dwelling Units @ $ per unit for a total of $ Square Feet @ $ per sq foot for a total of $ Remarks: Paid by Check No: Paid by Cash: n Receipt No: and Park D' ct Representative I School District A.P. Number Property Owner Property Location c Subdivision Residential Dev, , 8 BUTTE COUNTY SCHOOLS IMPACT,FEE CERTIFICATION FORM (One form per Building) r X -S �,a* (I t Building Department No. 7 ar_ Juristliction: Q City County Commercial/Industrial 0 /'New Addition Representative . x.-1515 District Identification No. —15 k to Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) Sq. Footage Date ('Yy 4� ( (C School District certifies that (Applicant) (Street Address) (Including Exterior Roofed Areas) (Phone Number) (City) (State) (Zip Code) has complied with the requirements of Resolution No. 5_O to - o °t by payment of $ i\I I C representing square feet. B 2926 $ rULL MITIGATION $ School District Paid by Check # Remarks: (A�.� �C cts� .•- o i 4, A e jn �lkj L - 3 o - o to Date Notice: You may protest the Imposition of the fees Identified above by submitting a written protem.to the Dlsb ct, In compliance with Government Code Section 68020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the Imposition of the fees In any court action. N, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District Is notified by the applicable Local Planning Agency that this project Is being rwlarirad under the California Environments! Quality Act (CEQA), this project may be subject to additional school few to fully midgete its Impact on On school d"Ws schools. White (school district), Yellow (building department), Pink (applicant). feeform.xls (3MS)drlm, STRUCTURAL CALCULATIONS New Residence for Taylor Family 270 Skyline Blvd. Oroville, CA 95966 PREPARED BY Jerry Kotysan, P. E. K.O.T.Y. Engineering P.O. Box 4390 Chico, CA 95927 Retaining Wall Perpendicular to Floor Joists Retaining Wall Perpendicular to Glulam Beam Plan for the Retaining Walls Layout 7/11/2006 Addendum No. 1 /tom s- 77) �6 r /ooh BUTTE COUNTY BUILDICNG DIVISION APPROVED �`fi 1-4 5-8 9 Q�pFtSSl�pq ��Q�►����,AV KOr�\ cr 9 W `' No. C 65853; CrC UP- sTq civi4 �� SOF cn A 1, FD� UILOFINGDEPT. COPY 06y -quo -t9. -is These calculations cover single-family residence design: 1. Concrete Retaining Wall Perpendicular to the Glulam Beam 2. Concrete Retaining Wall Perpendicular to the Floor Joists Structural Programs used for calculations: Retain Pro 2005 K.O.T.Y. ENGINEERING P.O. Box 4390 Chico, CA 95973 (530)898-9810 ierry kotyengineering com Title Taylor's Residence;270 Skyline Blvd Page: Job # : 1106 Dsgnr. Jerry Kot Date: JUN 12,2006 Description.... This Wall In File: C:Trogram FIIes1RP20051TAYLOR SKYUI Retain Pro 2005 , 23 -June -2006, (c) 1989-2006 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2001 Registration # : RP -1 W245 2005022 Criteria 3,378 lbs Retained Height = 4.00 ft Wall height above soil = 4.00 ft Slope Behind Wall = 2.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 520.0 lbs Axial Live Load = 760.0 lbs Axial Load Eccentricity = 0.0 in 'Design Summary Wall Stability Ratios Overturning = 5.20 OK Sliding 1.52 OK Total Bearing Load = 3,378 lbs ...resultant ecc. 0.55 in Soil Pressure @ Toe = 975 psf OK Soil Pressure @ Heel = 1,159 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,163 psf ACI Factored @ Heel = 1,383 psf Footing Shear @ Toe = 6.2 psi OK Footing Shear @ Heel = 2.3 psi OK Allowable = 85.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force 528.0 lbs less 100% Passive Force = - 100.0 lbs less 100% Friction Force = - 703.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs. OK Load Factors - Building Code Dead Load Live Load Earth, H Windi,w Seismic, E CBC 2001 1.200 1.600 1.600 1.600 1.000 Soil Data Toe Width = Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density = 110.00 pd FootingIiSoil Friction = 0.300 Soil height to ignore 60,000 psi for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Footing Dimensions & Strengths Toe Width = 1.33 ft Heel Width = 1.83 Total Footing Width = 3.17 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load Top Stem Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil 8.00 = at Back of Wall -0.8 ft Poisson's Ratio = 0.300 Stem Construction Top Stem Stem OK Design Height Above Ftf ft = 0.00 Wall Material Above "Ht" = Concrete Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 15.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.137 Total Force @ Section lbs = 448.0 Moment.... Actual ft-# = 597.3 Moment..... Allowable = 4,364.1 Shear.... Actual psi= 6.0 Shear..... Allowable psi = 75.0 Wall Weight = 100.0 Rebar Depth 'd' in= 6.25 LAP SPLICE IF ABOVE in= 18.72 LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = 8.40 Masonry Data fm psi = Fs psi = Solid Grouting = _ Special Inspection = ModularRatio'n' _ Short Tenn Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data fc psi = 2,500.0 Fy psi = 60,000.0 K.O.T.Y. ENGINEERING Title : Taylors Residence;270 Skyline Blvd Page: P.O. Box 4390 Job # 1106 Dsgnr: Jerry Kot Date: JUN 12,2006 Chico, CA 95973 Description.... ��• �� (530) 898-9810X74 jerry@kotyengineering.com This Wall in File: C:1Program Files1RP20061TAYLOR SKYLII Retain Pro 2005 , 23 -June -2006, (c) 1989-2006 www.reWinpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: CBC 2001 Registration # : RP -1146245 2005022 Footing Design Results Soil Over Heel = 513.3 2.58 Toe Heel Sloped Soil Over Heel = Factored Pressure = 1,163 1,383 psf Surcharge Over Toe = Mu': Upward = 0 928 ft-# Mu': Downward = 0 1,026 ft-# Mu: Design = 597 98 ft-# 520.0 Actual 1 -Way Shear = 6.16 2.27 psi Soil Over Toe Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 18.00 in Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = # 4 @ 18.00 in 800.0 Heel: Not req'd, Mu < S ' Fr Key Reinforcing = # 5 @ 18.00 in Earth @ Stem Transitions= Key: No key defined Summary of overturning & Resisting Forces & Moments Total = 528.0 O.T.M. = 1,009.5 .....OVERTURNING..... .....RESISTING..... 475.0 Force Distance Moment Force Distance Moment Item lbs It ft-# lbs ft ft-# Heel Active Pressure = 545.5 1.86 1,015.3 Soil Over Heel = 513.3 2.58 1,326.1 Toe Active Pressure = -17.5 0.33 -5.8 Sloped Soil Over Heel = 37.4 2.78 104.0 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 520.0 1.67 866.7 Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe = Stem Weight(s) - 800.0 1.67 1,333.3 Earth @ Stem Transitions= Total = 528.0 O.T.M. = 1,009.5 Footing Weight = 475.0 1.58 752.1 Resisting/Overtuming Ratio = 5.20 Key Weight = Vertical Loads used for Soil Pressure = 3,378.5 lbs Vert. Component = 272,7 3.17 863.6 Total = 2,618.5 lbs R.M.= 5,245.7 Vertical component of active pressure used for soil pressure DESIGNER NOTES: ,--,Z r 8.in Conc w/ #4 @ 15- in o/c #4@18.in @Toe Designer select #4@18•in all horiz. reinf. @ Heel See Appendix A AA Pp= 100.# DL= 520., LL= 7604, Ecc= O.in 528.04# 974.93psf 1158.8psf ,,-4— K.O.T.Y. ENGINEERING Title ; Taylor's Residence;270 Skyline Blvd Page: P.O. Box 4390 Job # 1106 Dsgnr: Jerry Kot Date: JUN 12,2006 Chico, CA 95973 Description.... �� (530) 898-9810 j2�ff-Z,/ o jerry@kotyengineering.com This Wall in File: C:\Program Files\RP20051TAYLOR SKYLIf Retain Pro 2005. 23 -June -2006, (c) 1989-2006 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2001 Registration # : RP -1146245 2005022 Criteria 1,289 psf OK Retained Height = 4.00 ft Wall height above soil = 4.00 ft Slope Behind Wall = 2.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOTUSED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 1,027.0 lbs Axial Live Load = 2,993.0 lbs Axial Load Eccentricity = 0.0 in *Design Summary Wall Stability Ratios Overturning = 9.40 OK Sliding = 1.90 OK Total Bearing Load = 7,156 lbs ...resultant ecc. = 0.71 in Soil Pressure @ Toe = 1,289 psf OK Soil Pressure @ Heel = 1,481 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,690 psf ACI Factored @ Heel = 1,941 psf Footing Shear @ Toe = 20.8 psi OK Footing Shear @ Heel = 18.5 psi OK Allowable = 85.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 657.0 lbs less 100% Passive Force = - 100.0 lbs less 100% Friction Force = - 1,147.8 lbs Added Force keq'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2001 1.200 1.600 1.600 1.600 1.000 Soil Data Design Height Above Ft& ft= Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density = 110.00 pct FoobngIlSoil Friction = 0.300 Soil height to ignore 0. for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Stem Construction Top Stem Design Height Above Ft& ft= Stem 0. Wall Material Above "Ht" = Contrete Thickness 8. Rebar Size = # Rebar Spacing = 15. Rebar Placed at = Ed Design Data 3.33 ft fb/FB + fa/Fa = 0. Total Force @ Section lbs = 448 Moment.... Actual ft-# = 597 Moment..... Allowable = 4,364 Shear..... Actual psi = Shear..... Allowable psi = 75 Wail Weight = 100 Rebar Depth 'd' in= .6. LAP SPLICE IF ABOVE in= 18. LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 8. Masonry Data fm psi = Fs psi = Solid Grouting = _ Special Inspection = Modular Ration' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data fc psi = 2,50 Fy psi = 60,00 Footing Dimensions & Strengths Toe Width = 2.08 ft Heel Width = 3.08 Total Footing Width = 5.17 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 3.33 ft rc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pct Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = at Back of Wall -0.8 ft Poisson's Ratio = 0.300 X 00 00 4 00 ge 137 .0 .3 .1 6.0 .0 .0 25 72 40 0.0 0.0 K.O.T.Y. ENGINEERING Title Taylors Residence;270 Skyline Blvd Page: P.O. Box 4390 Job # 1106 Dsgnr. Jerry Kot Date: JUN 12,2006 Chico, CA 95973 Description.... i / - (530)898-9810 jerry@kotyengineering.com This Wall in File: C:1Program Files1RP2005\TAYLOR SKYLII Retain Pro 2005, 23 -June -2006, (c) 1989-2006 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code: CBC 2001 Registration # : RP -1146245 2005022 Footing Design Results Soil Over Heel = 1,063.3 3.96 Toe Heel Sloped Soil Over Heel = Factored Pressure = 1,690 1,941 psi Surcharge Over Toe = Mu': Upward = 0 0 ft-# Mu': Downward = 0 0 ft-# Mu: Design = 597 597 fta# 1,027.0 Actual 1 -Way Shear = 20.81 18.47 psi Soil Over Toe Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 18.00 in Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = # 4 @ 18.00 in 800.0 Heel: Not req'd, Mu < S ' Fr Key Reinforcing = # 5 @ 18.00 in Earth @ Stem Transitions = Key: No key defined Summary of Overturning & Resisting Forces & Moments Total = 657.0 O.T.M. = 1,390.0 .....OVERTURNING..... .....RESISTING..... 775.0 Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs it ft-# Heel Active Pressure = 674.5 2.07 1,395.9 Soil Over Heel = 1,063.3 3.96 4,209.0 Toe Active Pressure = -17.5 0.33 -5.8 Sloped Soil Over Heel = 160.6 4.36 700.4 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 1,027.0 2.42 2,481.9 Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe = Stem Weight(s) - 800.0 2.42 1,933.3 Earth @ Stem Transitions = Total = 657.0 O.T.M. = 1,390.0 Footing Weight _ 775.0 2.58 2,002.1 Resisting/Overturning Ratio = 9.40 Key Weight = 3.33 Vertical Loads used for Soil Pressure = 7,156.1 lbs Vert. Component = 337.2 5.17 1,742.1 Total = 4,163.1 lbs R.M.= 13,068.8 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 8 in Cnnr w/ #d G7 15 in n/r #4@18.in @Toe Designer select #4@18.►A horiz. reinf. @ He§pe Appendix A DL= 1027., LL= 2993.#, Ecc= O.in oil 657.01# 1289.5psf 1480.6psf — e— 20'-24" t 0 1 �-----�-- ---, 4 I_ TCHED AREA INDICATES tiN NC. RETAINING WALL N 30"SQ.Xl2" 8" STEMWALIJ DEEP CONC. PAD7"WO.0#4EX 36"SQ.X12" NP• OF 4 PLACES DEEP CONC. ® LINE 2 I D7"WO.04 EX SST828 � 4" CONC. SLAB –114" 3'-31" 6X6 10/10 W.W.M. L I 24"SQ.X 12 4" GRAVEL FILL `- " DEEP CONC. f J PAD W/ #4 I ® 8' 0. E.W. SSTB28 I L I I III I 3 r� SSTB28 I 12" FT'G L 1 I I 4 I r J SST828 30"X36"X12" DEEP DQE �I CCC. PAD W/#40 7" O. LONG DIRECTION (4 MIN.) > f� DIRETI" CTION(5 MIN.) -54"' — �U \ \ to \ \ \ \ 1 I 30"SQ.Xl2" 8" STEMWALIJ DEEP CONC. PAD7"WO.0#4EX 36"SQ.X12" NP• OF 4 PLACES DEEP CONC. ® LINE 2 I D7"WO.04 EX SST828 � 4" CONC. SLAB –114" 3'-31" 6X6 10/10 W.W.M. L I 24"SQ.X 12 4" GRAVEL FILL `- " DEEP CONC. f J PAD W/ #4 I ® 8' 0. E.W. SSTB28 I L I I III I 3 r� SSTB28 I 12" FT'G L 1 I I 4 I r J SST828 30"X36"X12" DEEP DQE �I CCC. PAD W/#40 7" O. LONG DIRECTION (4 MIN.) > f� DIRETI" CTION(5 MIN.) -54"' — BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BP061009 B. C. Building Permit 01-16-04 pg 1 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: 05/02/2006 APN: 069-470-005-000 the Business and Professions Code, and my license is in Aill force and effect. Q a" 6,7 Site Address 270 SKYLINE BLVD ORO License Class : License Number: • y �^ �- S Map Index: Date: �° Contractor:'%) G��S Description: DEMO EXISTING HOUSE (1816) OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: TAYLOR LOREN D & MILLIE M permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a 270 SKYLINE BLVD signed statement that he or she is licensed pursuant to the provisions of OROVILLE, CA the Contractors State License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or 95966 she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Applicant: T DOWNING CONSTRUCTION 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 1351 E 9TH ST sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of CHICO, CA 95928 proving that he or she did not build or improve for the purpose of (530) 894-3473 sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed Contractor: T DOWNING CONSTRUCTION pursuant to the Contractors' State License Law.). ❑ 1 am Exempt under Article 3 of the Business and Professions Code 1351E 9TH ST Date: Owner: CHICO, CA 95928 (530) 894-3473 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for License #: 803263 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 the work for which this permit is issued. My workers' compensation Engineer: insurance carrier and policy number are: S�'4yy2 Carrier: L Policy #: Total Square Ft: 0 S. F. ❑ I certify that in the performance of the work for which this permit is Valuation: $0.00 issued, I 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: Applicant: WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees: CONSTRUCTION LENDING AGENCY This permit is hereby issued under the applicable provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency for the Resolutions which fees have been paid. 5-0. performance of the work for which this permit is issued (Sec 3097 Civ.) a Name: By ate: PERMIT EXPIRES ON: Address: 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=Go_nty - by authorize representatives of Butte Countv_to enter upon the above mentioned property for inspection purposes. Print Name: �( nLr Sign e: _ --- Date: J C3Owner Agent for Owner ❑ Agent for Contractor Xcontractor B. C. Building Permit 01-16-04 pg 1 !i BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE C (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICA TION .. Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" OWNER INFORMATION Last Name �Jf t5 Nam O � Address Z -7,9 S -/t �,�4_ IVa[ Ci' I �CJ/'v U� �l � . State /)L Zip 5 J- Phone7 v Fax E-mail CONTRACTOR Name /�, . n � Address ) J City Ga State L Zip ja-j Phone fj'�l I%/ hL Fax i Z_ J'L.o G E-mail �0®19 ''^' I( -'`*k Lic. # jvu T Class ARCHITECT/ENGINEER --Name Address � � � � �3 % L) City v � State &74Zp j z 7 S Phone ��G�_ yg G� Z Fax E-mail State License Number APPLICANT INFORMATION Name Address City State Zip Phone J--) U / 1-�� Fax E-mail APPLICANT SIGNATURE For office use only: Zoning Flood Zone SRA Yes No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL lKtWU1KtMr_ri 1 PERMIT NO. BIN # UuSQ S-F?I LiVr I -�� Garau ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received by- Amount Bldg SRA Receipt #: Sheriff SMIP I Dat rAj)(o r7_1 z- PROJECT LOCATION AN D/Q _ y -)o_ 00 5— Property Address 1270 city Cross Street WORKER'S COMPENSATION Policy Number,, d pp 713- 1 ZCarrier Carder if hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit Issuance. LENDING AGENCY Name Address UuSQ S-F?I LiVr I -�� Garau ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received by- Amount Bldg SRA Receipt #: Sheriff SMIP I Dat rAj)(o r7_1 z- BUILDING DIVISION COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE — OROVILLE, CALIFORNIA 95965 — TELEPHONE: (530) 538-7541 AGRICULTURAL BUILDING EXEMPTION PERMIT PERMIT NO. AG n,52-wns Agricultural building is defined as follows: Agricultural building is a structure designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticultural products. This structure shall not be a place of human habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a place used by the public. ASSESSOR PARCEL NO. r ZONING _ A^K OWNER PHONE NO: 55c) -- 0 -4010z - OWNER'S ADDRESS _ 7'-70 IE D 1 1 AGI C.o LOCATION OFB ILDIN L, v� 't/JUJE USE OF BANG a�^i�T ' .tl'_1tr SIZE OF STRUCTURE / b X SQ. FT. TYPE OF CONSTRUCTION: WOOD FRAME STEEL CONCRETE OTHER (Specify) TYP F SIDI G ROOF COVERING FLOOR TYAPP�� ��'vC ESTIMATED COST OF CONSTRUCTION AlC x $ --)o AG Buildings shall comply with the minimum front, side, and rear yard setback requirements of the applicable County Ordinances as follows: , py►. ►' 01'7 FRONT SIDES REAR AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, 10 feet from a mobilehome, and 23 feet from a commercial building. AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a mobilehome, and 40 feet from a commercial building. I declare under penalty of perjury that the building will be used as stated about, and the purposed use confirms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Building Division and obtain any necessary permits, inspections, and approvals to comply with the requirements in effect at that time and before occupancy. _ ". � J '�� Date1�zEtE Signature of Own Permit Fee -$109.98 The above described AG Building is exempt from a build nq permit. Receipt No. � Zi 01201 �0 Manager Building Division Date White - DPW, Yellow — Assessor, Pink — B. I., Goldenrod —Applicant a i l PERMIT NO. 2667-80B,P,E PERMIT EXPIRES �iJas 7 w OWNER Lee Miles CONTR. Richard Wood, proville 34-46-5 LOCATION (A.P. ) 270 Skyline Blvd., Oroville i Temp. Power Pole Called PG&E Temp. Elec. Serv. Called PG&E Temp. Gas Se�� Called P &E JOB LED (Date) ' (Signature') ,fir. COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS BUILDING INSPECTION; RECORD BUILDING . I - BUILDING (Cont'd) I PLUMBING_ Setback (DA/— FirewallN 4' Soil Piping Forms I Parapet list Floor Main Bldg. 0 Restroom Finish 2nd Floor Footings Windows 3rd Floor Stemwall Siding - . To out Slab �'— Roof Sheatif-ing 7 Water Piping Piers Roofing. Sewer Garage Fdn.:Vents' Z Fixtures ` Footings Stemwall Garage Vents Insulation` Water Htr. Heaters Slab Carport Footings Prov. for phsically handica ed Conformance of ex. str re _ Appliances Gas Piping & Test Temp. Gas Slab anal, Ion Patio FI PLA GAE Finy Y4 Footings Footing \ _ _el F r TRACAL Bond Beam 4 4 FIRE SPRINKLERS Motors Framing Test Water Htr. Stucco ° Final Subpanels Mesh MECHANICAL Gird. Fault Prot. Scratch Heatina Service Brown Cooling Temp. Pole Finish Ducts A Underground Interior Lath Ventilation ane t Door Closer Final ±Final I MOBILEHOME UTILITIES ------------------ Elec. Service ` c. Pedestal Water Piping Sewer Gas Piping OBILEHOME INSTALLATION - - - - - - - - - - - - - - Support Elec. Continuity Water Piping Drainage Gas Piping DATE / REMARKS OR CORRECTIONS (NOTE: An entry must be made on this form each time you visit the job site.) COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS �. 695 Oleander Avenue, Chico — Phone 343-4211, Ext. 70 7 County Center Drive, Oroville — Phone 534-4941 Skyway and Elliott Road, Paradise — Phone 877-3435 CORRECTION NOTICE BUILDING OR PROPERTY ADDRESS A routine inspection indicates that the following violations of County Ordinance exist at the above address and should be corrected. Please notify this office when correction of work Is completed. If you have any question pertaining to this matter, or need additional explanation, please contact this office Immediately. a ' y ��t��� 7 / �C? ,Inspector Date COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville, Calif.orniF05965 - Telephone 916/534-4541 APPLICATIOWAND PERMIT ASSESSORP„p13gEIt ' N qER_ zD"ly�P_ 0 BUILDING PERMI OWNER L 6 "ILr� TELEPHONE SO.yF�T. OCC. BUILDIN VALUAT/I�ON �V OWNER'S MAILING ADDRESS E. COtJ�{i/A�Tti` G(J OODLP3 CO,y T -RA CTOR'S�LIyG ADQ¢E$� CONSTRUCTION LENNDER KNOWN Fireplace Total Valuation $ �fr� �O�W LENDER'S MAILIN ADDRESS Permit Fee $ 32,00 ARCHITECT OR ENGIN R LICENSE NO. Plan Checking Fee ,$' 6 , O J' Penalty $' ARCHITECT OR ENGINEER'S MAILING ADDRESS Permit fee $ 0 Q BUlj.pl GeDDRESSS �Lt /�- L%s j I` PLUMBING PERMIT Filing Fee 3.00 Each Trap 2.00 Z,00 Repair drainage or vent piping 2.00 Water piping LOT NO.SUBDIVISION NAME PARCEL MAP Each qas water heater or vent 2.00 Gas piping system 1 - 5 outlets -�� USE OF STRUCTURE SF L7 Duplex❑ Mobilehome❑ Other SPECIFY Building sewer Lawn sprinkler system 2.00 � TYPE OF WORK New ❑ Addition P- Remodel ❑ U ilities ❑ Installation❑ Other ❑ Describe work: I�/]Vr Permit Fee $ 7-90 Contractor ELECTRICAL PERMIT Filing Fee 3.00 Main service 100 AMP OR00V OR LESS5.00 Main service EA. ADD'L too AMP 2.50 NEW CONST. DWELI OR ADDNS. ( ACCLBLNG DGS.CCU 22 sq it 0 CONTRACTORS LICENSE LAW I deunder penalty of perjury (check One): clar I am licensed under provisions of Chapt. 9, Div. 3 of the Business and Professions Code and my license is in full force and effect. J Classification License No. UV & 1 � ❑ I, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) ❑ I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason NEW CONSTR. TI -OUTLET 2.50 ea NO N.RESID BRANCH CIRC ITS NEW CONSTR. POWER APPARATUS & NON-RESID. (SINGLE OUTLET CIR. so @ 25C Ex. Occup(o Ts OR FIXTURES BAL@10Q (FIXED Ex. Occup. (0UTLETS P(RESID )KEA.) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 Misc. Wiring 6.25 Permit Fee $ 0 Contractor MECHANICAL PERMIT FiIingFee 3.00 WORKMEN'S COMPENSATION INSURANCE 1 declare under penalty of perjury_ (check one): ❑ The permit is for $100.00 (valuation) or less. ❑ I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate �-,� f Consent to Self -Insure. IBJ ' shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. Heating Cooling Hood 2.00 Ventilation permit Fee $ Contractor 1 certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the County ot Butte to enter upon the above-mentioned property for inspection purposes. I also agree to save, indemnify and keep harmless the County of Butte against all liabilities, judgments, costs, and expenses which may in any way accrue against said County in consequence of the granting of this permit. X 3r Date Signature of Applicant — OwnerContractor Agent ❑ An OSHA permit is required for excavations over 5'0" deep and demolition or construct- ion of structures over 3 stories in height. Mobile Home Installation Fee $ Land Development Fee $ TOTAL PERMIT FEE $ OCCU P. GROUP I TYPE OF CONST. Al PAR vL PD V ND ISSUE This pe mit is hereby issued under sions f he Butte County Code and/or wor in cat above for which OF PU PERMIT EXP S Date the applicable provi- resolutions to do fees have been paid. IC WORKS ate�� Receipt No. �'%�O WHITE-D.P.W.. YELLOW -ASSESSOR. PINK -INSPECTOR. GOLDENROD -APPLICANT e 11 069-47-0-005 #98-2736 L.P. MILES 270 SKYLINE, OROVILLE CONNELYS ROOFING PARTIAL REROOF Ti COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION - T 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 _X� MI O. (Rev. 12/96) APPLICATION AND PERMIT Uc ASSESSOR PARCEL NUMBER 69-470-005 ZONING BUILDING PERMIT OWNER L. P. MILES TELEPHONE SQ. FT. OCC. BUILDING VALUATION 1 OWNER'S MAILER J-YL,IN BLVD* OROVILLE CA X35966 °GNTRACTDRS/01ME11T» T YS ROOFING TWP1516 CONTRACTORSN11M ALLD3Jm, OPOVILIE CONSTRUCTION LENDER Fireplace LENDERS MAIUNG ADDRESS Total Valuation $ 1140.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 9 ARCHITECT OR ENGINEERS MAIUNG ADDRESS Plan Checking Fee $ BUILDINGADDR270 SmIn Energy Plan Checking Fee $ OROVILLE PERMIT FEE $ &q LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF M Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: PAR= REROOF OF CARPORT AND 1/2 HOUSE Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G W 920.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 600VOR LE Main Service 200A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license IS ' full force and effect. (. ` License Class c. No. n J 77 NER-BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the 'rformance of the work for which this permit is issued. have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensa n insurance carrier and policy numb r are: Carrier _ 5`tr�Gwlb i"�,,_ Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those proyi&ions. X _l � Date Signature of Applicant - ❑ Ownerntractor ❑ Agent An OSHA permit is required for excava ions over 60" deep and demolition or construction// of structures over 3 stories in height. Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUP. S° OR ADONS. a ACC. S.3.50FT. pE°SIIDD MULTI.OUTLET @7,50 POWER APPARATUS a SINGLE OUTLET CIR. Ex, Occup. en0 @ 1.00 OUTLET OR FDRURES.50 Ex. Occup. oF"EEDTSRESIp.°Ep 1 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ OCC CONST. TYPE TOTAL FEE $ 49.00 HAZ. D. FEES IMP FLOOD cDF EL PARC pD HD ISSUE This permit is hereby issued under the Butte County Code and/or indicated above for which fees have in By A'�4 /-. j,, —.4t_ i i PERMIT EXPIRES ON " t the applicable provisions Resolutions to do work been paid. Date J CA S Date Receipt No. .7S / ii / WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT V �• COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-75410. (Rev. 12/96) APPLICATION AND PERMIT Q$ °�� I N ASSESSOR PARCEL NUMBER 69-470-005 ZONING BUILDING PERMIT OWNER L. P. MILES TELEPHONE SO. FT. OCC. BUILDING VALUATION .OWNERS MAID 1�7'�"�kYLINE BLVD. OROVILLE CA 95966 19 S . COMP 1140.00 °GNTRA°TDRSCVIVNELLYS ROOFING T 3 `1516 CONTRACTORSd.19.IIkNgAMMIE, OROVILLE CONSTRUCTION LENDER [Fireplace LENDERS MAILING ADDRESS Total Valuation $ 1140.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 29-00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDINGADD120 SKYLINE L/ Energy Plan Checking Fee $ OROVILLE $ PERMIT FEE S LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF IX Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: PARTIAL REROOF OF CARPORT AND 1/2 HOUSE Gas piping stem 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home ISI GI W1 @20.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 "OOVOR LESS Main Service 2o.A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license IS full f0 ce and effect. / p % 1� / © / \ lL License Class �@.�� C � �C. NO. CCCN 49 a.1���CCC 7 OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' coppensation, as provided for by section 3700 of the Labor Code, for the rformance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensa insurance c� a�rr and policy number are: Carrierk,,� Policy Number 7Q q (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' 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 pro ions. X _ Date Signature of Applicant - ❑ Owner rantractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Main Service To 46.00 NEW CONST. DWEW EE NO OCCUCUP.SO OR ADDNS. ( ACC. BLDS. 3.5QFT. -& T. NoµREORID. MULTI.OUTLET @7,50 PowER APPARATUS 8 SINGLE OUTLET CIS. OUTLET OR FIXTURES � @ I'� Ex. Occup.BAL @ ,50 Ex. Occup. oFuT E's Aa ° ER,, 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FES $ Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $ 49.00 HA2. D. FEES FLOOD COF PARCEL Po HD ISSUE This permit is hereby issued under of the Butte County Code and/or idicated above for which fees have By PERMIT E PI S ON �/.D.S.-B.D. the applicable provisions Resolutions to do work been paid. , / E Date14 ate rR7eceipto..xSI3%% CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT (Rev. 12/96) COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 QF F APPLICATION AND PERMIT `"L OO IJw ASSESSOR PARCEL NUMBER / )/ ZONING BUILDING PERMIT OWNER /' TELEPHONE SO. FT. OCC. BUILDING VALUATION OWNERS MAILING ADDRESS7-9 'D Al d r, �— CONTRACTOR'S NAME ' ) S `, F' V l T_LE NE O CONTRACTORS MAILING ADDRESS S •� CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ Q . ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDINGADDRESS S j 7 6$ Energy Plan Checking Fee $ O,-- `.) PERMIT FEE $ LAT NO. SUBDIVISIONS NAME PARCEL MAR PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF,�:4 Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: Q o Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W (9?20.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 Main Service zoos oa mss 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that 1 am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service WELL TO 46. NEW CONST. DWELLING OCCUCCU00 P. OR ADDNS.NEW so.3.5QF7. CONST. MULTICOUTLET NON-RESID. 97.50 POWER APPARATUS a sING.OtmET cIR Ex. Occup. OUTLET OR FIXTURES 20 @ 1'00 BALI .so FIXED D,D� Ex. Occup. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE t WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X Date Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEL $ Mobile Home Installation Fee $ Energy Inspection Fee $ OCC CONST. TYPE TOTAL FEE $ , D FEES IMP FLOOD COF PARCEL PD HD ISSUE This permit is hereby issued under the applicable of the Butte County Code and/or Resolutions indicated above for which fees have been By Date PERMIT EXPIRES ON provisions to do work paid. to Receipt No.2.s1—T / WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT ;• �;s.',. � �T"},,est;yr+.";�,,."".�"t'r'".ra"..'`�'!�,:,,f'=�°;.►.'`.t.r"``- ,`L ♦ r«r:-*a'�t-"�'k �•-'°"�"."^�r3.�+`��+:�": k :;r`.-� Nt; -�3 ��.,';� s ,.� 1 + i 3 OFFICE COPY i Address i GAS Date&>)o 2 Meter By ,' iTRIC e Me COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev. 12/96) 4 APPLICATION AND PERMIT 4 ASSESSOR PARCEL NUMBER 069-470-005 ZON1NO BUILDING PERMIT OWNER Taylor, Millie TELEPHONE SO, Fr, OCC. BUILDING VALUATION OWNER'S MAILING ADDRESS 270 S line Blvd OC CONTRACTOR'S NAME TELWHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filen Fee $ 20.00 Permit Fee $ - ARCHITECT OR ENGINEERS MAIUNG ADDRESS Plan Checking Fee $ BUILDING ADDRESS 270 S i B Energy Plan Checking Fee $ $ PERMIT FEE $ LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE g SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY 11 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: propww tank to Serve cook -top range r Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE $ ZS 1- ELECTRICAL PERMIT Filing Fee 20.00 Main Service 000V OR LESS200A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION ;, I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. .. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: �0-.- I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUP. OR AODNS. ( & ACC. BUDS. SO 3.5QFT; NON-RE°SID. T. MULTI.OUTLET @7.50 OWER APPARATUS a PSINGLE ounET c'R. Ex. Occup. OUTLET OR FIXTURES B4L@'.0 Ex. Occup. oFlxuTLEE°TSA Aa °E 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) \ 0 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that f I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. � X _, • ' G' �%. / rr .� Date ) ! - �f .'rr�1 Signature' of Applicant-,'EI.Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ OCC CONST. TYPE TOTAL FEE $ 35.00 HAZ. D. UE (/ This permit is hereby issued under the of the Butte County Code and/or Resolutions indicated above for which fees have B l / Y _ PERMIT EXPIRES ON applicable provisions to do work been paid. Date Date Receipt No. ✓ ` f ),7 / :5 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT FfFf- r-. I COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. Date r Inspector �4e4 REV 10/92 ' COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUI ING DIVISION 7 County Center DriveOroville, California 95965 • Telephone (5 ) 538-7541 PERMIT r�16. (Rev. 12/96) APPLICATION AND PERMIT �� --444 44 1 Q' ASSESSOR PARCEL NUMBER 069-470-005 ZONING VBUILDING PERMIT OWNER TaoM' TELEPHONE SO, Fr, OCC. BUILDING VALUATION OWNERS MAIUNG ADDRESS CONTRACTOR'S NAME TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checkin Fee $ BUILDING ADDRESS 270 Skyline Blvd Orovillp CA 99966$ Energy Plan Checking Fee $ PERMIT FEE $ LOT NO. SUBDNIS IONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: propane tank to serve Cook -top range Gas piping system 1 - 5 outlets 15.00 15.00 Building sewer 15.00 Mobile Home IS I G W 920.00 PERMIT FEE $ ELECTRICAL PERMIT I Fling Feel 20.00 Main Service ".vA ORR LESS LESS 200A O 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000 of Division 3 of the Business and Professions Code, ( 9 ) and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: owner of the property, or my employees with wages as their sole compensation, willas do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUP. OR ADDNS. ( & ACC. BLDS. SO 3.5,s NEW CONST. MULTI-OurLhT NON-REs S @7.50 POWER APPARATUS 8 SINGLE OUTLET CIR. Ex. Occup. OUTLET OR FIXTURES SAL o'. o Ex. Occup. o"E' A('a D.oEA, 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE $ WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' 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 required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to 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 thos�sions. X _ Dete Signature of Applicant - er ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $ 35.00 HAZ E This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indic above for h fees have been paid. ` L �, 6 By Date PERMIT EXPIRES ON - v Date Receipt No. 7t3 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT D.B.-1 OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit' will be issued until this verification is received. I personally plan to provide the major labor and materials for construction of thero osed P P property ' provement : YES NO 132 I HAVE HAVE NOT ❑ signed an application for a building permit for the proposed work. 3. I have c6ntracted with the following person (firm) to provide the proposed construction: NAME ADDRESS: PHONE: CONTRACTOR'S LICENSE NO. 4. I plan to provide portions of this work, but I have hired the following person to coordinate, supervise, and provide the major work: NAME: ADDRESS: PHONE: CONTRACTOR'S LICENSE NO. 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME SIGNED: ADDRESS PHONE TYPE OF WORK PROPERTYOWNER: DATE:_ NOTE: This Owner Builder Verification is required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit. I OWNER BUILDER INFORMATION I Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party of record on such a permit Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself; you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: ♦ If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $300 or more for the entire project, and such persons are not licensed as contractors .or subcontractors; then you may be an employer. ♦ If you are an employer, you must register with the State and Federal Governments as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. ♦ There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation insurance. ♦ For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, ifyou wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned rely, Mic 1 C. Vi ira, C.B.O. M er, Building Inspection NOTE: TYtis Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. OVER Butte County Department of Development Services. e�rrE RRE N O T E S 7 County Center Drive, Oroville, CA 95965 (530) 538-7601 -.¢uttecounty neVc4s RESIDENTIAL APN: Permit No. Owner. 1..069-470-005 06-_1009.._, 4 k Site Address: TAYLOR,LOREN.270 SKYLINE BLVD, OROVILLE----- -• Contractor. Cont: T DOWNING CONST —DEMO Type of Permit -- _ 05, z� CHECKED BY SRA FLOOD CERTIFICATE EQUIRED FIRE SPRINKLERS REQUIRED SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUBSTANDARD HOUSING LETTER ENCROACHMENT PERMIT REINSPECTION FEE PAID ENV HLTH CLEARANCE DATE JOB FINALED: 7. { `� _: SIGNATURE: = OK = Not OK MANUFACTURED HOMES MISCELLANEOUS DATE PERMANENT FOUNDATION Lj SOFT -SET 1 Zoning -Setbacks -Easements 2 Soils; Special MH Support Sketch t 3 Sewer; Loctn-Test; FalUC10-Concrete ' 4 Wtr; Loctn-Test-Easement Needed -Regulator 5 Elec Loctn-DIrncs-Grnd Amp -Concrete 6 Yard Gas; Loctn-Test-Wrap . Nat Q or LPQ Inch Sz Ft Lngth 7 Blckng; Sz-Spacing-Marriage Line S 8 Gas; MH Test-Demand-Valve-Cnnctr 9 Elec MH Cntnty Test-Crossovers-Breakers-Clrncs 10 Drain; MH Test -Fall -Flex Cnnctr 11 Wtr & Sewer Connected -C/O to Grade 12 Gas and Electricity Tagged 13 Tie Downs 0 Foundation Q 14 Exits 15 Cert of Occupancy 16 HUD LabeUlnsignia Numbers Serial Numbers DATE D E C K S'C O V E R S'C A R P O R T S 'GARAGE S 1 Zoning -Setbacks -Easements 2 Ftgs; Soils -Sz-DpthSpacing-Cnnctrs-Steel 3 Decks, Girders/Joists-Dcking-Brcing Stairs-Guard/Handrails 4 Wood Awn; Posts-Beams-Rftrs-Cnnctrs-Shthg Frmg-Brcng 5 Alum Awn; Columns-CnnctnsSplice-Decal-Enclsrs 6 Carports; Wndws-Doors 7 Electric 8 Frmg; S ills-Anchrs -Stu ds-Rftrs-Trusses 9 Siding; Nailing -Veneer -Stucco -Lath 10 Roof; Shthg-Roofing 11 Ext; Steps -Doors -Landings 12 Braced Wall pnls e 0 0�s oma• �s DATE IPOOLS 1 Setbacks -Easements 2 Soils; Compaction -Structure Stability 3 Pool Structure; Steel-Cnnctns-Thickness Dead Men -lining 4 Elec Rcptcls/Lting; Distance -GR 5 Elec Pool Lting; 15 volts-DFI . 6 Elec Enclsrs; Conduit Entries -Terminals -Listed 7 Elec Bonding; Metal w/5'-Drcltng Eqp-Htr 8 Elec Grndng; Eqp w15' Crcltng Eqp-Pool Ightg Bones-EncisrsTnlboards-Insultn to Main Conduit 9 Health Dept Apprvl 10 Plmb; Cir Test-Wtr Supply Test 11 Lt Niche 12 Enclsr; Fencing -Alarms 13 Bonding, Diving board or Slide f P $ °'e a` i Pool Drawing PIP OK Not OK RESIDENTIAL (Single& Duplex) ATE [UNDERFLOOR 1 Zoning -Setbacks -Easements -Flood -Slope 2 Ftg Main; Soils-Elec Grnd Ftg Dpth 3 Ftg Garage; Soils-Steel-Elec Grnd Fig Opth. 4 Fig Porches/Decks; Soils -Steel Ftg Dpth ` 5 Stemwalls Main; Steel-Blockouts-Wrapped 6 Stemwalls Garage; Steel-Blockouts-Wrapped 63 Hold Downs and Special Anchrs 7 Slab, Steel Wrapped 8 Piers-Frplc Ftg-Steel 9 DV,/V; Fall -Fitting -Test -2 -way CIO -Sewer Test 10 UF, Gas Pipe; Sz Anchrs-Sz Test JA Wtr Pipe; Test-Anchrs-Rgltr-Service Test 12 Elec Undrgrnd 13 Plenums & Ducts; Clrnc-MaterialSupport-Insultn 14 Girders-Sills-Anchr Bolts Joists-Vnts-Crip pies 15 Acc & Vntitn 16 Insulation �c c DATE IFRAMING 17 Sills Proper Materials & Anchrs 18 Walls Studs -Nailing Spacing & Braces-PlatesSound 19 Bearing Walls over Girders & fir Nailing 20 Draft Stop in Walls (rat proof) 21 Fire Stops, Furred Ceilings -Stairs -Chasers Tubs 22 Headers & Beams-Sz & Bearing 23 Hangers -Post Caps-Anchrs-Cnnctns 24 Ceiling Joist-Rftr Ties-Purlin-Roof Brac TrussShthg 25 Frplc Ties or Type A Flue-Frplc Throat Clmc 26 Attic Acc; Sz & Rmx Prtctn-Draft Stop4ns Baffles 27 Bdrm Wndws or Exiting Doors -Sill Ht & Dimensions 28 Garage Fire Prtctn Framing -RC Channel 29 Prprty Line Firewall & Opngs 30 Ext Doors -One 3' -Check Garage 3rd Story, 2 Exits 31 Stairs; Width-Hdnn-Rise-Run-Landing-Fire Prtctn 32 Plywd on Roof Ovrhng-Attic Vnts-Rffr Outrgrs 33 Siding -Nailing Veneer 34 Stucco Lath -Weep Screed-Fndtn Vnts-Undrflr Acc 35 Glazing Area -Glass Prtctn-SkyLts-Plastic 36 Shear Walls; Nailing -Bolts 37 Brace Int/Ext Wall pnls . 38 Insultn-Walls-Ceilings 39 Infiltration -Walls -W ndws I DATE JELECTRICAL 40 Fxtr & Tmsfrmr Clmc4ns Prtctn 41 Elec Rcptcls Spacing-Lts & Switches at Doors 42 Sz Boxes & No Of Cndctrs Stapled 43 Romex Installed Close to Edge of Studs & CJ 44 Eqp Grnd made up w/Mech Fstnrs 45 Grndng Electrode Bond Gas & Wtr 46 2 Appinc Cires in Ktchn & Cndctr Sz GFI 47 Subfeed Wire Sz ❑CU or AL AC Wire Sz ya ❑ CU or ❑ AL 48 Range Circ ga ❑CU or❑AL 'Oven Circ ga ❑ CU or ❑ AL Insulated Neutral ❑ Yes ❑ No 49 Service -Riser Cndctrs & Grnd Main Dscnnct 50 Eqp Clrncs pnls-Motors-Mech Eqp 51 Clothes Closet Lt-Shwr Lt -Spa Lt 52 Smoke Detector UAIE IPLUMBING 53 Wtr Htr; Vent-Acc-Cmbstn Air Baffle 54 Wtr Pipe; Test & Anchr-Nail Prtctn 55 DWV; Test Fittings & Anchr Nail Prtctn 56 Shwr Pan; Test, First fir -Tub Acc 57 Test Tub & Shwr, 2nd fir - Tub. Acc 58 Gas Pipe; Sz & Anchrs 59 Fire Sprinkler; Test 60 Yard Gas Piping DATE IMECHANICAL 61 AC Ducts Insulin & Support 62 Vent Fan, Exhaust abv Insultn 63 Condensate Drain & Ovrtlw, Sz & Grade 64 Furnace -Vent Acc-Comb Air RtrnfVent 115 Outlet 65 Attic Acc & Pltfrm if Furnace in attic 1�1r o'er o` o' o` DATE IFINAL 66 Ext Steps -Door & SideLl. Prtctn-Landings 67 Smoke Detector 68 Furnace Vnts-DIrnc-Comb, Air-Cnnctr In Garage; abv-flr-Ducts-Mech Prtctn 69 Bedroom Exiting 70 GFI & Bath Fxtrs & Tub Acc-Spa 71 GFI Arc Fault 72 Elec Trim & Subpnl, Breaker Szs & Labels 73 Stairs, Guard/Handrails 74 Frplc or Stove, Clmc-Hearth 75 Elec Outlets at Wood Pnl, Int & Ext 76 Ktchn, Fxtr & Apptnc; Grnd-Air-Gap-Cooking Clrnc 77 Elec Outlets & Rcptcls at Ktchn Counter 78 Garage Fire Door, Swing -Landing -Closure 79 AC Duct in Garage -Damper 80 Wtr Htr; Vnts-Clmc-Dom Air Cnnctr-PRV; abv fir Mech Prtctn; LPG Appince Undr House 3" drain 81 Plmb; Elec & Mech Eqp Listed for Lottn 82 Elec Rcptcls in Garage (GFI) Romex Prtctn 83 Insultn-Foam-Looked in Attic 84 Guard Rails & Deck Cnstrctn-Post Caps 85 Fndn Vnts & Crawl Hole Door Drnge & Wood -Earth 86 Clrnc Dmge Planters Dyes ❑No 87 Stucco Brown -Finish 88 AC Unit Dscnnct, Elec-Pimb 89 Vnts abv Roof, Pimb-Apptnc-Frpic-Clrnc to Opngs 90 Wtr Well, Dscnnct, Elec, Pimb 91 Ext Elec Trim, GFI Rcptcl-Undrgrnd 92 Vntltn thru House 93 Glass Prtctn 94 Corrections from previous Inspctns 95 Gas Test -Meters Tagged, Gas-Elec 96 Wtr & Sewer Cnnctd-CIO to grade -HD Apprvl 97 Energy Cmpinc Cert -Other Certs 98 Address Posted 99. Fire Sprinkler s BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in Wit force and effect.�� Z (p License Class: License Number: y T � Date: 1° Contractor: J /7Y✓ti�S 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 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 Stale License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' Stale 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.). O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ❑ 1 am Exempt under Article 3 of the Business and Professions Code Date: Owner: WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -Insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ I have and will maintain workers' compensation insurance, as required by'Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: S "r44-/"'2.. f` jvz � ZJp Policy #: (( i 7 ❑ I certify that in the performance of the work for which this permit Is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: �✓ Z' .�D�6 Applicant:_�� _ a� PERMIT NO. BP061009 Issued Date: 05/02/2006 APN: 069-470-005-000 Site Address: 270 SKYLINE BLVD ORO Map Index: Description: DEMO EXISTING HOUSE (1816) Owner: TAYLOR LOREN D & MILLIE M 270 SKYLINE BLVD OROVILLE, CA 95966 Applicant:. T DOWNING CONSTRUCTION 1351 E 9TH ST CHICO, CA 95928 (530) 894-3473 Contractor: T DOWNING CONSTRUCTION 1351 E 9TH ST CHICO, CA 95928 (530) 894-3473 License #: 803263 Architect: Engineer: Total Square Ft: 0 S. F. Valuation: $0.00 Census Code: WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for -in Section 3706 of the Labor code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCYThis permit is 1 I hereby affirm that there is a construction lending agency for the Resolutions to performance of the work for which this permit Is issued (Sec 3097 Civ.) . C PERMIT EXPIRES 0 Address: applicable provisions of the Butte County Code and/or for which fees have been paid. 5-0• G� ❑ 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 1 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.BuUe:County_]iereby authorize representatives of Butte Count to enter upon the above mentioned property for inspection p/urpossees _ _ F( Print Name: L 1 /' �� n `� Signaiu; Date: J ❑ Owner X—contractor Agent for Owner ❑ Agent for Contractor B. C. Building Permit Ol-16-04 pg 1 Off?p.RTMENT 01, ;0 0TTF0 Department ®f Public Works o 0 C o u n t y o f B u t t e 0 7 County Center Drive 0 0 Oroville, CA 95965 0 0 \ C� �y 9 J. Michael Crump, Director (530)538-7681 f N (FAX) 538-7171 Atie WOR�Shawn H. O'Brien, Assistant Director Assessors Parcel Number: 069-- 0- 005- Building permit # Owners Name: Owners Mailing Address: .2 - Property - Property Address: !n�� ENCROACHMENT PERMIT ACCEPTED: PERMIT NUMBER: 060 77,;�-- ENCROACHMENT PERMIT EXEMPTION: Reason for exemption: Not a County maintained road FJ Existing driveway conforms to County S-31 standard n Other Approved by Printed_Na.me- 4ocA,`S o ori Title Lac► ; 4-jlol Date D CONDITIONS FOR EXEMPTING A DRIVEWAY PERMIT 1. An existing home with a driveway 10 years or older and doesn't cause any problems with the county road or drainage. 2. An existing home with only minor remodeling or repairs. l� Ilk 13 `6!3;TT --Department of Development Services' o �`\l:l,,� �i o Buildirl2 Division ° 7 County Center Drive 0"' ° Oroville, CA 95965 (530) 538-7541. (530) 538-2140 FAX _ GUARDRAIL DETAIL HANDOUT Nailing shall comply with Table UBC 23-11-8-1. Lumber shall be at least Douglas Fir #2 or better (D.F. #2).. Minimum concrete compressive strength shall be 2,500 psi at 28 days. (UBC 1922.2.4) Minimum underfloor clearances from finish grade to wood joists is 18"; (UBC 2306:3) and minimum 12" from the finish grade to wood girders or treated woodjs`required. No wood shall be placed closer than 6" to earth unless it is foundation grade or pressure treated. (UBC 2320.13) Min. 4 x 4 post 4' Max. I, @ 5'. 0" o.c. 4_ !Max. 36" Min. U) LLI Top of Deck SIDE VIEW 777773 P= F = F77777 V777 --n F Min. 2x pressure treated ledger Min. 2 - 3/8" x-'' lag bolts or screws. TYPICAL LEDGER If the deck/porch is 30" Pier posts greater or greater above the than 3 feet in height finish grade a guardrail is need to be diagonally required. braced between posts, 4 - 16d nails or an approved post base connection If using precast piers, wet set precast pier into concrete footing Guardrail 1997 UBC.xls 4' Max. Intermediate rails spacing shall prevent the passage of a 4" diameter sphere, Top of 3/4" clearance Joist to the edge of 4 -1 -he wood 99 member joist Min. 2 - 1/2" dia. thru bolts required GUARDRAIL �- An approved post cap connection Girder or connect girder and post with 1/2" plywd gussett Post and 3 . 16d nails top & bottom i s ------------ 12" x 12" Footing TYPICAL PIER FOOTING Min_ l2 -Min, embedment I X1.,=,:,.1 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 5387541 (530) 538-2140 FAX• HANDRAIL DETAIL HANDOUT Mailing shall comply with Table 23-11-8-1. Minimum underfloor clearances from finish grade to woad joists is 18"; (UBC 2306.3) and minimum 12" from the finish grade to wood girders or treated wood is required. Minimum concrete compressive strength shall be 2,500 psi at 28 days. (UBC 1922.2.4) Stairs serving 3000 sq.ft.and greateri risers shall be 7" max and treads 11" min. The dimension difference between the smallest and largest tread run or riser height within any flight of stairs can not exceed 318" (UBC 1003.3.3.3.3) Stair stringers shall be anchored to primary structure. `toenails subject to withdraw are not acceptable anchors (2320.13). 3-12 1-114, 3-12 . • Maz � • Fars, 1-112 -12 • Min 4- Max. �9 Intermediate rails 4' Max- spacing shall prevent 1-12' The passage of a 4" 3-12 diameter sphere. 1-1d• 36" Min. to 1-t- 4' Max. HANDRAILS I -Itz' NMI% Top or 4' Max. SOP of Deck IF Handrail Joist ® height 34"-38" Anchor stair 4'- E-Mln. Not Acceptable wingers to the primary structure with an approved 4 x 4 post min. foist hanger and a MEn screws, lags, M.B. Min. clear width „ Girder at stairs shall Pier posts greater 6 -Max be 36" than 3 feet in height need to be diagonally TPsi Min. 2 - 1/2" braced between di a. thru PCs ts. An approved post cap connection or bolts required connect girder &Post with 112" plywd • gussets & 3 - 16d nails top & bottom 4 - 16d nails or an approved 3 - 2 x 12 Min. 2x pressure post base Min. Stringers �"— treated sill plate ronnsction , i I 1 ..�•. If using precast piers,d'Min, embedment 12 x i2 footing Attach wet set —_-9 1V__ stringer to EA4/ a qy om , oaa�x eT e;xorE UaTE of P.x¢ lve..Wa� GEE, .,S NOTE � + R E t .,i TnTENR 6/6/u / � UILDL�'BUTTE COUVry E ,�. G DIVISION ITE: PLAN A' ie't aa,ao�r_D � � a � - '`•'ti1b� iNEET n 11 1 lip LANtPPRO i OF 7 PLAN liseAn c jOther. m a YmU o mam O EA4/ a qy om , oaa�x eT e;xorE UaTE of P.x¢ lve..Wa� GEE, .,S NOTE � + R E t .,i TnTENR 6/6/u / � UILDL�'BUTTE COUVry E ,�. G DIVISION ITE: PLAN A' ie't aa,ao�r_D � � a � - '`•'ti1b� iNEET n 11 1 lip LANtPPRO i OF 7 PLAN liseAn c jOther. 4. I I i rv� i I 11 I I I i I � I 1 1' I I I^ t k A. I If I i i t iC � I I Ii f . I y , i i I I : I , 1 1 �k `I I I I I B; RUBANQFF . . I '31r , I � r i rr — 1 ,� 2 3 i r , A ( I I. I , I s { i f3. p 4i I { i i � Ar.rvdr I i d a I. { 1 1 E �f 2, t `f I { I i 3 I 1 �r „ .1 i t ':fMFlrx a �NU N IRn,1V ,1UN NiDIRW . I _ g» B; RUBANQFF . . - �� CHECKED 1>e 3> 74 r i ia5. G ,� 2 3 3,_71»� ,^o„ �, 3,�2» s SCALE Invvct�_v D 2, 3>�3,>__��___.3>�31"' 2 _ 3, 34» „ 2 SHEET 3Js" OSB. SHEATHING INSIDE &OUT NAILED OF :7. o X w' Z W/8d COMMON' G 3" O.C. 0 EDGES & 12" ;; 4'— 10. , » 7 » 1 1 ,_ ; 4 15, 1,; O.C. 0 FIELD. ALL PANEL EDGES TO BE BACKED W/3" NOM BLOCKING OR FRAMING, END MEMBERS _ ,� m ccs w o a- M <Q TO BE 4X NOM OR (2)2X NAILED 16d C 12" O:C. Lo 4'-5j') d STAGGERED; FRAMING. MEMBERS RECEIVING EDGE: NAILING FROM ABUTTING, PANELS TO BE 3X NOM MIN. 3X MUDS►LL, 8" STEMWALL. CONNECT BOTTOM PLATE Chi �_----- ------49'-6" 10'_0" L1') TO HEADER JOIST &. HEADER JOIST TO TOP PLATE .' W/(8)LTP5 W/(14)8dX1 1/2" NAILS 3/8" OSB SHEATHING. NAILEDW/8d COMMON ® 2" O.C. EDGES & 12" O.C. FIELD. ALL PANEL EDGES TO BE BACKED W/3' NOM BLOCKING OR FRAMING,. END. MEMBERS TO BE 4X NOM OR (2)2X F" E LEVEL FLOOm Irm"' LAI' I . NAILED 16d 0 12 O:C. STAGGERED; FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS TO BE 3X IOM 'MIN. 3X MUDSILL 8" STEMWALL LAJ HOUSE: 1816 SQ. FT. - CONDITIONED -SPACE ,. 19/32" OSB SHEATHING NAILED' W/10d COMMONS DECK: 174 SO, FT. .. ui �-=-a @ 2'' O.C.. EDGES 8c 12'' O.C. FIELD. ALL PANEL. EDGES COV: DECK,'; SQ. FT; TO BE'.BACKED W/3" NOM BLOCKING .OR FRAMING, _END .792 GARAGE: 885. SQ. FT. MEMBERS TO BE 4X NOM OR (2)2X NAILED 16d 0 ' 12 _ O.C. STAGGERED, FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS TO BE 3X NOM MIN. 3X MUD SILL, 8" STEMWALL �NU N IRn,1V ,1UN NiDIRW . I _ B; RUBANQFF . . c CHECKED r i DATE. 2-2-06 s SCALE cn JOB; . . TAYLOR SHEET OF :7. o X w' Z 00 ,� m ccs w o a- M <Q .. Lo d Chi • L1') U '.. LAJ ,. Vf .. ui DRAWN BY; B; RUBANQFF . . CHECKED r i DATE. 2-2-06 s SCALE JOB; . . TAYLOR SHEET OF :7.