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Home My WebLink AboutB17-0597 000-000-0000 -�•� � alta �6 P,t,l�.�-, btu. In fit ifillwiLA 'P'/, vz rw ON/l/ NOTES: A. USE 1 CONT. #4 @ TOP & BI M i. .. B. PROVIDE#3 DOWELLS @ 4`-O" C�� @ 2 POUR FTG. + •i C. RROVIDE 1"• SAND & 6 MIL. VISQUEEN Q LVG. REA (WHERE APPLICABLE). a@@ 1%2t' J2( A.B.'S. E. USE 12" LG. A.B.'S @ 2 POUR. F. 4" MIN. CLEAN- WELL GRADED CRUSHED ROCK OR 3/8" MIN. TO 1/2" O MAX. GRAVEL TYP. IF APPLICABLE TO LOCAL CODE x a» r tk �l , A till K2r" APPLICAB LE CODES - 2016 California8tc 6Californiaa - Building Code, 2016 California Electrical K, 20 � " California Pl rn bing Cod 20'8 Cifornia Mechanical Cade, California Cretin Code, ; 2016 E Code , t 14 A apical Notes: ..�� 1 Flo soil d. �s UI bance shah occur prior to obtaining a building or gradin ermit i / phone number: t.t ��-� . 2. Person responsible for erosion control Pp$► - . 3. Erosion control measures shall be in place tj con . Solis tracked ore site into streets shall be cleaned u vG d pat the end of each work day. 3 S. Inactive soil stockpiles shall be covered. Aciive stock ides shall be forecasted rain event* P covered prior to a 6. The erosion control plan shall be re-evaluated and adjusted acc .- 1 orcinglY as the site .. ,._.. changes and after-aln events. 7. Erosion control measures s e - hall be .maintained. n 8. The following note will be placed on the Erosion re th�, Control Plan where e concretp 1 , { p, (00 i lu 4'i ii.{..�q)*1 ° � �� "'a*r ,�"�: � �` np � ell <1411- s # R t^a , k Vt , " r r t4 e, + 4 ..0� - 1 1.� <.i,ii'✓'ii"5'+i","Ay'NV W..W..4 .!"" ��p"" �� 4 ' { * "'AR t 9 ^H• r "e vrgi PF_RMtfi#B TE COUNT Y DEVELOPMENT SERVICES * REVIEWED FOR off SATE � ti E COMPLIAN"�CyE/ -► P M1 3 ..l " / �► P _ N 4P° f•". ^, '�.:. k:.. +dk.. .. E:"vl ,IMw„11..w ._, a. -.c --.a.1,. ,,..�++. z> a,r s+,i'«v r,.+..uwwsaa..:,.�s�„sa..sw., �w...wd'l..n.ua+nwav+es,.s.v.,au:,w:,..�A>,...w»,wn..».n•..•�c.,++a:.nHw.pwwrAwru:w...ww..v.�.+w..+werA.:M+..+....... >:.+aw .+,.rax-..r.«v+�s,+.wn:,a + . �; '. ".. Y^^2”""fi .;"`t• -v, re,a-�^aAA�rt, *�n ..s.. ,*a,. ,. ,�,, �,y.,.�<.,.M.w.«....ts..ww.m,+rsw.�rro�.:wm..r�.e..,;s�n....r+,».n.,.rww++.M+:rmv�,,..-+n.�.vw.•w+e«..sv.u�., » _. L x am 1 Vez, t ue-1;71 IT- 64 4N 9160, ,... , i { -TV i t , "7a QW& 3 Green Building Notes 1 Automatic irrigation systems controllers installed at the time of final inspection shall be provided with integral rain sensors or soil moisture sensors that adjust irrigation in response to changes in plants needs as weather conditions change. (GBC sections 4.304.1) { 2 Annular spaces around pipes, electrical cables, conduits or other openings in plates at exterior walls to shall be protected against the passage of rodents by closing such openings with cement, mortar, ",.� •,-�.. �_r f concrete mason or similar acre table method i 3 A minimum of *"/o of the construction waste generated at the site shall be diverted to recycle or salvage. (GBC section 4.408.1) 4 An operation and maintenance manual shall be provided at final inspection. (GBC section 4.410.1) 5 Duct and vent openings shall be covered during construction. (GBC section 4.504.1) l 6 Adhesives, sealants and caulks shall he compliant with VOC and other toxic compound limits per VOC 14°limit table. 7 Paints, stains and other coatings shall be compliant with VOC limits per VOC limit table. 8 Aerosol paints and coatings shall be cont 4liant with product weighted MIR limits for ROC and other toxic compounds. (GBC section 4.504.2.3) _. 9 Documentation shall be provided to verify that compliant VOC limit finish materials have been used, (BGC section 4.504.2.4) 10 Carpet and carpet systems shall be compliant with VOC limits. (GBC section 5.504.3) 11 501/0 of floor area receiving resilient flooring shall comply with the VOC-emission limits defined in the .„„ collaborative for high performance schools (CHPS) low emitting materials list or be certified under _ the resilient floor covering institute g (REGI) floor score program. (GBC section 4.504.5) .*"^ t 12 Particleboard, medium density fiberboard (MDF) and hardwood plywood used in interior finish systems shall comply with low formaldehyde emission standards. (GBC section 4.504.5) 13 Moisture content of building materials used in wall and floor framing is checked before enclosure and is at 191/1 or lower humidity level- (GBC section 4.5053) 14 Bathroom exhaust fans shall be energy star compliant, controlled by a readily accessible humidistat and be ducted to terminate outside building. (GBC section 4.506.1) 15 Whole house exhaust fans shall have insulated Iouvers or covers which close when the fan is off'. Covers or louvers shall have a minimum insulation value of R-4.2. (GBC section 4.507.1) 16 HVAC system installers are trained and certified in the proper installation of HVAC systems. (GBC section 702.1) 17 Projects which disturb less than one acre of soil and are not part of a larger common plan of development which in total disturbs one acre or more, shall manage storm water drainage during construction. (GBC section' 4.106.2) 18 A schedule of plumbing fixtures and fixture fittings that will reduce the overall use of potable water within the building by at least 20 percent shall be provided. (GBC section 4.303.1) tZe/, k I 4 19 Concrete slab foundations required to have a vapor retarder by California Rvi&iiii Code, CCR, Title 24, PartD3!, Chapter -C, shall also comply with this section. 2, 5- Y 20 A capillary break shall be installed in compliance with at least one of the following: a. A 4 -inch (101.6 mm) thick base of Ys inch (12.7 mm) or larger clean aggregate shall be provided with a vapor barrier in direct contact with concrete and a concrete mix design, which will address bleeding, shrinkage, and curling, shall be used. For additional information, see American Concrete Institute, ACI 302.2R-06. b. Other equivalent methods avoroved by the enforcing spenev � 1L PERMIT` #�_ BUTTE COUNTY DEVELOPMENT SERVICES 2..�-42 PX— 7Q..iii REVIEWED FOR - 'u° CODE COMPLIANCE DATE I i 1 BY dig 1 VERIFY ALL DEMINISIONS, NOTES, & VIEWS OF FIELD GENERAL NOTES THIS DRAWING BY BOB METZGER-O.D.S. HAS BEEN PROVIDED FOR THE OWNER ACCORDING TO THE CALIFORNIA BUILDING & PROFESSIONAL CODE, & CONTRACT BETWEEN BOB METZGER AND THE OWNER. FOR ANY QUESTIONS LEC PLEASE CALL BOB METZGER OR OWNER. BOB METZGFR-O.D.S, IS NOT AN IEND ARCHITECT, OR IN ANY WAY REPRRESENTS ITSELF AS AN ARCHITECT OR ENGINEER. ALL ENGINEERING, IF NEEDED, FOR THIS PROJECT WILL BF = (g) WALL DERTERMINED BY THE LOCAL BUILDING DEPARTMENT. THE ENTIRE PROJECT IS SUBJECT TO THE APPROVAL AND INSPECTION OF THE LOCAL BLDG. DEPT. BOB (E) WALL REMOVED METZGER-O.D.S, IS NOT RESPONSIBLE FOR ANYQ_q� IN -1 [RPRFTATION OF THIS PLAN. WALL STANDARD NOTES (E) = EXISTING 1. VERIFY ALL DEMINSIONS, NOTES, & VIEWS IN FIELD. (N) = NEW OR ADDED 2. LUMBER; No. 2 D.F. LARCH TYP. U.O.N. (or BETTER). Rf:i-. = KtiFLKENCE Yo (E) & VERIFY ALL INFO. IN FIELD 3. ALL CONC. TO BE 3000 - P.S.I., 28 DAYS, 5 SACK Min. APROXIMATE 4. PROVIDE DBL. TRIMMERS OVER OPENINGS. LARGER THAN 6-0" U.O.N. S. SOIL BEARING RESISTANCE IS BASED ON 1200 P.S.F, (1500 P.S.F. crAO. TP44eit ALLOWED). I tA V�v "i 6. (,%j) = APPROXIATE 7. BOB METZGER IS NOT AN ARCHITECT AND WILL NOT PROVIDE ANY ENGINEERING SERVICES S.PIANS EASED ON1016C,9C. (AAi,' BRACED WALL pANEM ------ W.wd sm=-ral pand sheathing with a thickm= not less 0= 5116 -inch far 164nch stud.31ming and not I= than 16-iuch O.C. with 8d @ 6-.12- O.C. Gypsum board fsheadjng X" or 5/8"tU@ ck (41 both sides or 8' 1 -side min.)] on- B"n' nn'ALN� -W-p- sugis SPaccd not over24-inches O.C. iiid 5d cool= willed at 7 -inches O.C. HD2A OR -KDL'WDS3 A-SiUnaUimgatbrwed,*vhpaneLlsbaU _3�' QS STB20 be 16d @ 16"O.C.I.(wh= applicable). EDGE DIST. =13/4" MIN. B. Paads,shall Span three stud bays, be 4'-0" min, wide, and have an cdees blocke'cL END. DIST. = 41/4 MIN. ' Where joists are perpendicular to braced wall lines above, blocking shall be provided'undcr and in he with braced wan ponds - i -:1T, D. Provide lo,,Dp. Thickened slab@ interior,braced A-B.'s 5'O.C.(I.B.M)@m8bL�410.c. ' aced walls (I.B.W.) with & See typical detail for P -D Anchors (6 tip V_11LOT 40/ E. Provide Blocidng @ Top plate ' B" p,,s with over W Min -,3-16d Too -nailed P.> each BIO& - * .1 •'rOP- Pf-TL '6EL4 De C ELECTRICAL I FGEND -220V PLUG GFI GROUND FAULT INTERFERENCE DUPLEX PLUG (PAN) =FAN ONLY Hd� STD. LIGHT RECESSED LIGHT L&F) = LIGHT& V-9 CLG, FAN FLUR. FLOUkESCENCE LIGHT 9 -EXHAUSTFAN STD. SWITCH SWITCH W/ DIMMER DOOR BELL CHIMES DOOR BELL CHIMES ;M11HARDWIRE SMOKE DETECTOR w/ f — 04 1 ., BATTERY BACK-UP TITLE -24 ELECTRICAL NOTES 24 -IIS C.E.C. —4_KZTQ4ENi-MS H-E+F10"C Y Or KITCHEf4-LIGHT MUSTBE FLURL14G#4T4j4r__ _A4't414-20 AMP-CURCUIT-&-PLArTO+AC+f4AT+iRoot4 MUST 4�,&PR0VHX4;,, ct-') 3. GARAGE: HIGH -EFFICACY T. MANUAL -ON OCCUPANCY SENSOR. 3a. GFI OUTLETS TO BE ON A SEPERATE CIRCUITS, , �o �l g� c -e-1 I VC-eG` F-7F---- Url 0 '0 V APPROVED DATi�-- -1- ISSUEDER: - ABOVE PLAN PR6VrDcci-FOR -TRU-98-I II Richard Utterback B1 sign WA, B2 "A L DRAWING FOR ALL STRUCTURAL B2 — --- ------- — --- 62 B2 [???] DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON -TRUSS TO TRUSS CONNECTIONS. BUILDING B2 L,7 B B3 1 DESIGNER/ENGINEER OF RECORD TO MOJV4_e� (VERY E70CATION: –SCALE. C I 4 B3 B3 B3 DA V APPROVED BACK- --- EK'S LUMBER AND HARDWA All designs are property of-MRE. All designs are null and void if not fabricated by MEEK'S LUMBER AND HARDWARE. !E DATi�-- -1- ISSUEDER: - ABOVE PLAN PR6VrDcci-FOR -TRU-98-I — : 0 Richard Utterback PLACEMENTONLY. REFER TO TRUSS I ALATIONS AND ENGINEERING CALCULATIONS sign WA, REVISION -1: "A L DRAWING FOR ALL STRUCTURAL QJLCT TITLE FUITHITRUNFORIVIATION. BUILDING 8sistance at, [???] DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON -TRUSS TO TRUSS CONNECTIONS. BUILDING ---REVISION-2 DRAWN BY. [???] CHECKED By'. 7UTTE-R- 1 DESIGNER/ENGINEER OF RECORD TO MOJV4_e� (VERY E70CATION: –SCALE. C I REVIEW AND APPROVE OF ALL DESIGNS PRIOR TO CONSTRUCTION, (-s-SO) 877 4-732 0 Nt� & Fc"w BACK- --- EK'S LUMBER AND HARDWA All designs are property of-MRE. All designs are null and void if not fabricated by MEEK'S LUMBER AND HARDWARE. !E 1L___. 111 _ --- YPe -- TrussT Qty iPly I Utterback Shops TK2800249 70697UTTERBACK �Aruss 1 GABLE 2 JobReference_wpfi nal)_--- ------- .--- ---- - 8.010 s Apr 20 2016 MITek Industries, Inc. Mon Jan 30 13:54:17 2017 Page 1 DESIGN ASSISTANCE, PARADISE, CA I D:4zDFUYbrMgLCeTpO8SPLhersgd 1-LCZI EJ W Bw3fmMbDsy332fV_7afs6OhNH 16A4YDzg8m K 24-0-0 I--2-0-0 1--- ------- --- ----1----- t1-0-0 2.0.0 2-0-0 11-0-0 Scale = 1:41.7 �1 0 4.00 '112 8 3x4 = 9 10 11 PJ 12 13 _ 14 15 16 17 N 3x4 = 25 24 23 22 21 20 19 31 30 29 28 21 1. 5x8 =_ -- - Plate Offsets (X Y�- X10:0_2-0 Ed�e],_[2.7:_ - � - - -- --- --__.. - ---- __- - -------------..- _ — --- r 2-0-0 CSI. DEFL n (roc) I/deft Lid PLATES GRIP LOADING (psf) SPACING- TC 0.16 Vert(LL) -0.02 18 1 120 MT20 220/195 TOLL 20.0 Plate Grip DOL 1.15 1.25 BC 0.04 Vert(TL) -0.04 18 n/r 120 TCDL 11.0 BCLL 0.0 Lumber DOL Rep Stress Incr YES WB 0.02 Matrix -S HOrz(TL) 0.00 17 1 n/a Weight: 104 Ib FT = 20% BCDL 10.0 Code IBC2012/TP12007 - ------�------------------- — ----.----------- _ _-1- _ LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. TOP CHORD 2x4 DF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&8tr G OTHERS 2x4 DF No.1&Btr G REACTIONS. All bearings 22-0-0. (Ib) - Max Horz 2=33(LC 7) Max Uplift All uplift 100 Ib or less at joints) 2, 17, 30, 26, 23, 20 Max Grav All reactions 250 Ib or less at joint(s) 25, 24, 31, 30, 29, 28, 27, 26, 23, 22, 21, 20, 19 except 2=277(LC 1), 17=287(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - considered for this design. 1) Unbalanced roof live loads have been cons 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 13=45ft; L=24ft; eave=2ft; Cat. ll; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide r will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 17, 30, 26, 23, 20. WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M114473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall l truss web dalways required focls stability atnd to prevrentnt buckling of col apse with possible apersonal injury dand property damage. For generad members only. l (guidance regarding ttemporary and he permanent bracing fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIIyTAP22Quality 4 lily Criteria, OSB -89 and SCSI Building Component safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, �o �M ZHA C 70068 A January 31,2017 ,I 250 Klug Circle - Corona, CA 92880 I I lu I .___ -r---_ r70'111UTTERBACK ussTTrussType Qty Ply Utterback Shops �TAr2_ CommonK2800250 B.�— — — DESIGN ASSISTANCE PARADISE, CA 010 s Apr 20 2016 MiTek Industries, Inc. Mon Jan 30 13:54:18 2017 Page 1 I D:4zDFUYbrMgLCeTp08SPLhersgd 1-pO77SfXphMndzlo3 W nbHCjXHh27pl7gRGmwe5fzg8mJ -2-0-0 5-11-1 11-0-0 --!--------- --16-0-15------f- -------22-0-0 24-0-0 l 20-0 _ — 5-11-1 -- -- {--._.----5015---- - - 5-0-15 5-11-1 Scale = 1:41.7 4.00 112 _ �,- 1.5x4 N 3 1 -- 10 9 3x6 3x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 j Code IBC2012/TP12007 LUMBER - TOP CHORD 2x4 DF N0.1&Btf G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF No. t&Btr G REACTIONS. (Ib/size) 2=1026/0-3-8,6=1026/0-3-8 Max Horz 2=33(LC 7) Max Uplift 2=-159(LC 8), 6=-159(LC 8) 4x4 4 3x4 = 14-4-10 22-0-0 694 77-6 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1976/267, 3-4=-1741/262, 4-5=-1741/262, 5-6=-1976/267 BOT CHORD 2-10=-200/1829, 8-10=-106/1253, 6-8=-200/1829 WEBS 4-8=-79/533, 5-8=-351/59, 4-10=-79/533, 3-10=-351/59 3x6 - GRIP 220/195 FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-3 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) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=871 TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 ta(I by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=159,6=159. APPROVED 'qapOESS70,�1< , ZNq� C 70068 K1-30 ^18 January 31,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED It REFERENCE PAGE MII-7473 rev. 1010312015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall '�,. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 250 Klu Circle ses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSt Building Component fabrication, storage, delivery, erection and bracing of trusses Corona 92880 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _ _ CSI. DEFL. in (loc) I/deft L/d i PLATES TC 0.20 Vert(LL) -0.08 8-10 >999 240 MT20 BC 0.33 Vert(TL) -0.28 8-10 >959 180 WB 0.07 Matrix -MS Horz(TL) 0.06 6 1 1 Weight: 88 Ib FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1976/267, 3-4=-1741/262, 4-5=-1741/262, 5-6=-1976/267 BOT CHORD 2-10=-200/1829, 8-10=-106/1253, 6-8=-200/1829 WEBS 4-8=-79/533, 5-8=-351/59, 4-10=-79/533, 3-10=-351/59 3x6 - GRIP 220/195 FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-3 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) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=871 TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 ta(I by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=159,6=159. APPROVED 'qapOESS70,�1< , ZNq� C 70068 K1-30 ^18 January 31,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED It REFERENCE PAGE MII-7473 rev. 1010312015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall '�,. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 250 Klu Circle ses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSt Building Component fabrication, storage, delivery, erection and bracing of trusses Corona 92880 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _ _ Job Truss ,Truss Type City Ply I Utterback Shops 61 GABLE 1 1 K2800251 70697UTTERBACK ---_i.PAR------- — ------ J ----- J---- -- Lob-f�eLeF-qFtge-(QPflonql)------ DESIGN ASSISTANCE, ADISE, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jan 30 13:54:20 2017 Page 1 ID:4zDFUYbrMgLCeTpO8SPLhersgdl-InFtsLY4D_1LD3yRdCdlH8cepsugD2Akk4Pk9Yzg8mH -2-0-0 10-0-0 20-0_0 22-0-0 2-0-0 F ----- 10-0-0 ----- — — -'r---------- 10 0 0 --- —I--2.0.0 — Scale = 1:38.5 3x4 8 9 10 3x4 = 29 28 27 26 25 24 23 22 21 20 19 1s 3xn — 20-0-0 _Plate- Offsets LX Y)-- —[9_0-2-0 Edge] SPACING- 2-0-0 - - I 1 CSI. DEFL. In (loc) I/defl L/d TC 0.16 Vert(LL) 0.02 17 n/r 120 - PLATES GRIP MT20 220/195 LOADING (psf) TCLL 20.0 TCDL 11.0 Plate Grip DOL 1.15 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.04 17 n/r 120 BCLL 0.0 Rep Stress In YES WB 0.01 Horz(TL) 0.00 16 n/a n/a Weight: 92 Ib FT = 20% BCDL 10.0 Code IBC2012/TP12007 Matrix -S LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF No. 1&Btr G REACTIONS. All bearings 20-0-0. (Ib) - Max Ho¢ 2=30(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 16, 28, 25, 22, 19 Max Grav All reactions 250 Ib or less at joint(s) 24, 23, 29, 28, 27, 26, 25, 22, 21, 20, 19, 18 except 2=278(LC 1), 16=278(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. Il; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right BUTTECOUNTY exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 I I LDI NG DIVISION V lJ DIVISION BUILDING Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. At�Rj"}p J !T ED 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. truss to bearing capable of withstanding 100 Ib uplift at joint(s) 2, 16, 28, 25, 22, ESS/0/V4` 10) Provide mechanical connection (by others) of plate QQ�F ZHgQ fiy��m 19. �� C 70068 XP. 9.3 8 January 31,2017 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 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, not verify the applicability of design parameters and properly incorporate this design into the overall a truss system. Before use, the building designer must building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing For regarding the �, is always required for stability and to prevent collapse with possible personal injury and property damage. general guidance and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB•89 and BCSI Building Component 250 Klug Circle CA 92880 fabrication, storage, delivery, erection Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona. Truss Truss Type Qty Ply Utterback Shops 70697UTTERBACK K2800252 IGN ASSISTANCE, PARADISE, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jan 30 13:54:20 2017 Page 1 directly applied or 4-11-12 oc purlins. TOP CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ID:4zDFUYbrMgLCeTpOBSPLhersgd1-InFtsLY4D_1LD3yRdCdlH8cefsg5D2Qkk4Pk9Yzg8mH 2-0-0 5-5-1—--- 10-0-0 14-6-15--- -- 20-0-0 _ 22.0-0.---- �— — -- — --I —— -— —+---- 2-0-0 5-5-1 4-6-15 4-6-15 5-5-1 2-0-0 Max Uplift 2=-148(LC 8), 6=-148(LC 8) Scale = 1:38.5 4x4 = 6-11-6 13-0-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeFl L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.06 8-9 >999 240 TCDL 11.0 Lumber DOL 1.25 BC 0.28 Vert(TL) 0.22 8-9 5999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MS zu-u-v PLATES GRIP MT20 220/195 Weight: 81 Ib FT = 20% LUMBER- ------------- BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-12 oc purlins. TOP CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 OF No.1&Btr G REACTIONS. (Ib/size) 2=944/0-3-8,6=944/0-3-8 Max Horz 2=-30(LC 6) Max Uplift 2=-148(LC 8), 6=-148(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1772/238, 3-4=-1563/235, 4-5=-1563/235, 5-6=-1772/238 BOT CHORD 2-9=-176/1639, 8-9=-93/1131, 6-8=-176/1639 WEBS 4-8=-701474, 5-8=-312/52, 4-9=-70/474, 3-9=-312/52 NOTES. 1) Unbalanced roof live loads have been considered for this design. TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; Il; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2-0-0 p p ' 7E CQU N" a' Lrl 4)' This truss has been designed for a live load of 20.0psf on the bottom Chord in all areas where a rectangle 3-6-0 tall by wide members. �' 0� �aN a U Y IO °� BUILDINGDIVISION will fit between the bottom chord and any other 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=tb) Arr-3PROVED 2=148,6=148. ESS/orv�t C70 8 E . -30-2018 F CP,0l �¢ January 31,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7477 rev. 10/03/2015 BEFORE USE. 11 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overallMiTe {, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 250 Klug Circle fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, OSB -89 and BCSI Building Component Corona, CA 92880 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job —- Truss - Truss Type y _ Pllyy __ ------ -- Utterback Shops 7 1 K2800253 K2800253 70697UTTERBA K 83 i- Common - — � „ - -IL— -_ _ Jqb Reference q portal DESIGN ASSIS TANCE, PARADISE, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jan 30 13:54:21 2017 Page 1 ID:4zDFUYbrMgLCeTpO8S PLhersgd l-DzpG4hZi_H9Cg DXeBvB_gL9pOGAEyVetyk8lh_zg8mG t_ _ 5-5-1 -- _{_-- 10-0-0 _-----. t4-6-15_—_ _-- -- 20-0-0 2'0-0-- 5-5-1 4-6-15 4-6-15 5-5-1 Scale = 1:36.0 4x4 4 4.00 F12 1.5x4 2 i I, a; -- / g 7 3x6 = 3z4 "= 3x4 = 3x6 = - ----- 6-1-4.— PI -ate Offsets (X Y)-- [2:0-1-5,Edg_e],_[6 0 1-5 Edge] _ —_ __ _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.06 7-8 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.22 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.05 6 We n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MS Weight: 78 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-11 -1 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No. i&Btr G REACTIONS. (Ib/size) 6=817/Mechanical, 2=947/0-3-8 Max Horz 2=32(LC 7) Max Uplift 6=-109(LC 8), 2=-149(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1780/240.3-4=-1571/237, 4-5=-1585/241, 5-6=-1798/246 BOT CHORD 2-8=-199/1646, 7-8=-116/1139,6-7=-204/1665 WEBS 4-7=-75/491, 5-7=-321/55, 4-8=-69/473, 3-8=-312/52 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. BUTTE COUNTY Il; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; parch left and right BUILDING DIVISION exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide P P � [ �`""t� will fit between the bottom chord and any other members. a 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 6=109,2=149. 2�QF E5S)Oy41 ZHgo FG C 70068 * EXP.9-3018 January 31,2017 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i'. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 250 Klug Circle fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Corona, CA 92880 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Job 1 Truss ITrusS Type 70697UTTERBACK B4 -(GABLE DESIGN ASSISTANCE, PARADISE, CA 10-0-0 -- Qty -- - ---- - — --- Ply UtterbackSho(s K2800254p ) j i 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jan 30 13:54:22 2017 Page 1 IDAzDFUYbrMgLCeTpO8SPLhersgd1-h9MeHOaKIbH3SN6gIcfDMZi_JgaIhyfl BOurEQzg8inF —T 20-0-0 10-0-0 _.._----------- 3x4 8 9 10 Scale = 1:35.9 3x4 — 28 27 26 25 24 23 22 21 20 19 18 17 3x4 = c5 0 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 BUTTE COUNTY Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. BUILDING DIVISION 4) All plates are 1.5x4 MT20 unless otherwise indicated. 9 4L Pa B �E�Ba 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. & E 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This trusslhas been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate ratigg reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 27, 24, 21. �'�(O�ESSION' �O �M ZHA� 1;11") C 70068 January 31,2017 WARNINQ - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing lC' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfrP11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Corona, CA 92880 Ip { I 20-0-0 ___-_ 20-0-0 ------ Plate Offsets_(X Y)-- [9.0-2-0 Edge]_ -------_-____— 1 I LOADING (psf) SPACING- 2-0-0 CSI DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) 0.00 1 n/r 120 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.04 Vert(TL) 0.02 1 n/r 120 BCLL 0.0 ' Re Stress Incr YES P WB 0.01 Horz TL 0.00 ( ) 16 n/a We BCDL 10.0 Code IBC2012/TP12007 Matrix -S Weight: 89 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF No. 1&Btr G REACTIONS. All bearings 20-0-0. (lb) - Max Harz 2=32(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 27, 24, 21 Max Grav All reactions 250 Ib or less at joint(s) 16, 23, 22, 28, 27, 26, 25, 24, 21, 20, 19, 18, 17 except 2=278(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 BUTTE COUNTY Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. BUILDING DIVISION 4) All plates are 1.5x4 MT20 unless otherwise indicated. 9 4L Pa B �E�Ba 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. & E 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This trusslhas been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate ratigg reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 27, 24, 21. �'�(O�ESSION' �O �M ZHA� 1;11") C 70068 January 31,2017 WARNINQ - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing lC' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfrP11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Corona, CA 92880 Ip { I -----Job � l ss CSI. a -- --- - Qty Ply Utterback Shops----_-I PLATES GRIP C1 Plate Grip DOL 1.15 GABLE Vert(LL) �'1 1 I K2600255 �70697UTTERBACK MT20 220/195 TCDL1 Lumber DOL 1.25 BC 0.04 LI -0.04 1Job L _ ----------� -----. ..-1----- -----------------------I� Rep Si.0 ress Incr YES —__ ( Horz(TL) Reference optional)____.,_____—_ DESIGN ASSISTANCE, PARADISE, CA n/a 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jan 30 13:54:23 2017 Page 1 BCDL 10.0 Code IBC2012ITP12007 Matrix -S ID:4zDFUYbrMgLCeTpO8SPLhersgdl-9MwOVMayWvPw4Wh01KASvmE933vWQPwAQ2dPmtzg8mE -2-0-0 - 7-0-0 -�--- 14-0-0 16-0-0 ---- — —� I 2 00 7-0-0 7-0-0 2-0-0 Scale = 1:28.9 3x4 ==- 4.00 112 3x4 — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.02 12 1 120 MT20 220/195 TCDL1 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.04 12 n/r 120 BCLL 0.0 Rep Si.0 ress Incr YES WB 0.01 ( Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -S Weight: 58 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF No.1&Btr G REACTIONS. All bearings 14-0-0. (Ib) - Max Horz 2=-23(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 11, 18, 14 Max Grav All reactions 250 Ib or less at joint(s) 16, 15, 19, 18, 17, 14, 13 except 2=278(LC 1), 11=288(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasci=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. Il; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 11, 18, 14. WARNING'.- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. f APPROVED FOVESSIO ,1 ZH,10 c --p G 70068 E . '-30-2018 A � P F Cro_1Fn� January 31,2017 ry�� y'� ITc, 250 Klug Circle Corona, CA 92880 I- 1—P--I—Y-- — - 1 U—tterbackss Type Qty — -- ----- K2800256 �ob 0697UTTERBACK ,C2 icomonJob Refeege DESIGN ASSISTANCE, PARADISE, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jan 30 13:54:24 2017 Pagel ID:4zDFUYbrMgLCeTpO8SPLhersgd 1-eYUOiibaHCXnhgGCs1 hhS_nl7TBP9sgJeiNylJzg8mD -2-0-0 ----------- -�� 0 ----.._._-__ .. ------------ ____.....__ .. __.----------- 14 0-0____ ----- ..— _.___._— --- -_16-0-0_1 200 —�— 700 — a 700 1--- 200 Scale = 1:28.9 4x4 =_ 3 4.00 12 2 ; — -- 9 / i I 6 3x4 = 1.5x4 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2012/TP12007 LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No.1&Btr G REACTIONS. (Ib/size) 2=698/0-3-8,4=698/0-3-8 7-0-0 149-0 7.0.0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. --- 7-0-0 TOP CHORD 2-3=-893/121, 3-4=-893/121 BOT CHORD 2-6=-55/788, 4-6=-55/788 CSI. DEFL. in (loc) I/defl Lid TC 0.27 Vert(LL) -0.03 6-12 >999 240 BC 0.26 Vert(TL) -0.11 6-12 >999 180 WB 0.03 Horz(TL) 0.02 4 n/a n/a Matrix -MS 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 4 W f^9 �/ All -_'P ROD 4 3x4 = PLATES GRIP MT20 220/195 Weight: 49 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz 2=23(LC 7) Max Uplift 2=-115(LC 8), 4=-115(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-893/121, 3-4=-893/121 BOT CHORD 2-6=-55/788, 4-6=-55/788 WEBS 3-6=-19/275 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �`�R BUTTE 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. BUILDING DIVISION 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 4 W f^9 �/ All -_'P ROD 2=115.4=115. 2�'�F E55Jp,nJ1� ZHAO � � 2 —�� G 70068 January 31,2017 , WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 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, not - - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ( 9C, building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Corona, CA 92880 Job ITru 70697UTTERBACK IC3 2-0-0 2 I russ I ype Qty Ply Utterback Shops i,Common 1 1 K2800257 Job 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jan 30 13:54:25 2017 Page 1 ID:4zDFUYbrMgLCeTpO8SPLhersgdl-6k2mw2cC2WfeJggPQIDw_BKSXtXZUJ3TtM6Vrizg8mC 7-0-0 14-0-0 7-0-0 Scale = 1:25.9 4x4 3 4.00 52 J 1 5 3x4 = 1.5x4 II 4 3x4 — ---_...----- ---- 7-0-0 7-0-0 _...._ .--- —....-------- 14-0-0 { 7-0-�-------------- LOADING (psf) SPACING- 2-0-0 CSI i DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL1.15 TC 0.29 Vert(LL) 0.04 5-8 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.12 5-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MS Weight: 46 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF NO.l&Btf G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No. 1&Btr G REACTIONS. (Ib/size) 4=571/0-3-8, 2=701/0-3-8 Max Horz 2=27(LC 4) Max Uplift 4=-76(LC 8), 2=-116(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-910/126, 3-4=-909/125 BOT CHORD 2-5=-81/804, 4-5=-81/804 WEBS 3-5=-21/278 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 2=116. ��q�ESS1pp�� C-)��o C 70068 ♦e p-'�C�,C1� January 31,2017 N , WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss 70697UTTERBACK C4 DESIGN ASSISTANCE, PARADISE, CA 4-2-3 Type ion Girder 2-9-13 4x6 3 _L— Qty Ply Utterback Shops K2800258� 1 2 —i_ L, Job Reference (optional) 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jan 30 13:54:26 2017 Page 1 ID:4zDFUYbrMgLCeTp08SPLhersgdl-axc970drpgnVx_Pb_Sk9XPsbjHjldk9c60s3NCzg8mB 9-9-13 14-0-0 2-9-13 +-------- 4-2-3 -- Scale = 1:22.5 B-10-9 LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr NO Code IBC2012/TPI2007 CSI. TC 0.39 BC 0.90 WB 0.17 Matrix -MS DEFL. in (loc) I/deft L/d Vert(LL) -0.08 6-7 >999 240 Vert(TL) -0.25 6-7 >660 180 Horz(TL) 0.06 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 125 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-14 oc purlins. BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No. 1&Btr G REACTIONS. (Ib/size 1=293.1/, 3-8(L2975/ 3-8 Max Horz 1=-17(LC 6) Max Uplift 1=-391(LC 8), 5=-397(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7087/951, 2-3=-6930/947, 3-4=-6944/949, 4-5=-7104/953 BOT CHORD 1-7=-885/6729, 6-7=-621/4831, 5-6=-887/6747 WEBS 3-6=-371/2735, 4-1 3-7=-369/2714, 2-7=-284/46 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. E COUNTY Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 13U a i1 Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. in LOAD CASE(S) Ply to yp p�g g�g�p� DIVISION ��A I (, fleDI4 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face the section. t d I W ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. APPROVED 4) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=41t; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. for the lumber members.< Q90 EsS10/v �K{�Q 7) A plate rating reduction of 20% has been applied green to bearing of withstanding 100 Ib uplift at joint(s) except (jt=lb)co� M G� 8) Provide mechanical connection (by others) of truss plate capable 1=391,5=397. 114 Ib 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 797 Ib down and up at C 70068 m 2-0-12, 797 Ib down and 114 Ib up at 4-0-12, 797 Ib down and 114 Ib up at 6-0-12, 797 Ib down and 114 Ib up at 8-0-12, and 797 Ib down and 114 Ib up at 10-0-12, and 797 Ib down and 114 Ib up at 12-0-12 on bottom chord. The design/selection of such E .9-30-2018 connection device(s) is the responsibility of others. p LOAD CASE(S) Standard ST ILS 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-3=-62, 3-5=-62, 1-5=-20 January 31,2017 N AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Dot building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona,CA92880 Job ,Truss -Truss Type �,Oty Ply 1 Utterback Shops K2800258 1 70697UTTERBACK C4 Common Girder I1 I i� _-_-- —1--_..__-_ Job Reference (optional)—__ —_ DESIGN ASSISTANCE, PARADISE, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jan 30 13:54:26 2017 Page 2 ID:4zDFUYbrMgLCeTpO8SPLhersgdl-axc970drpgnVx_Pb_Sk9XPsbjHjldkgc60s3NCzg8mB LOAD CASES) Standard Concentrated Loads (Ib) Vert: 12= -797(B)13= -797(B)14= -797(B)15= -797(B)16= -797(B)17=-797(8) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE 111II.7473 rev. 1010312015 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, not 1. a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iT` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 1 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. -- — -- Corona, CA 92880 C>�mpu? LJS, Inc. Custom Software EngineBring Manufacturng ELLE No: I Lateral S,ace Dai2it DP,TE:107P-31,38 SEQ: 2787671 IIuC 2005 iC,EC2007 Compression web bradng shown on CompuTrus designs is to resist bucyfing of those webs. An alternate method to braces_ the 2x4 bracing shown on a single member truss is to attach I" b aang. Tbraang is a 2x member placed flat on the web as shown in the figures. 1-2x4 Brace Required See appropriate CompuTrus Engineering 2x4 T Brace I� — Web 2 or 3-2x4 Braces Shown See appropriate CompuTrus Engineeri ng 2x6 T Brace 2x4 T Brace T,lam -4-9— Web = Web The T brace must .be at feast So% of the web length and is attached with 7 Od nails at 6"o.c througho uL Typical at trusses 24-o.c. o nly. tf a 2x4 or 2x6 web requires a single brace, a 2x4 T brace maybe substituted. tf a 2x4 or 2x6 web .req vires 2 or braces, a single 2x6 Tbrace ora 2x4 Tbrace attached to the top and bottom of the web may be substituted. The Tbrace(s) must be of equal or better material than the web. restraint 2qured at each end of brace and at 20' iritenaLs. L�fer21 Frara Trusses at 24'6.c. typical 2x4 latemlbrace with 2-1 Dd nails per truss. Refer to✓COMP uTrus E ng. _I Brace mustbe BO°l° of the le ngth of the w --b. 2x4 T Brace with 1.Dd nails 216-0. c. A In 1) 3 4 TI M I). M 2 3 4. 5 STANDARD . C ABLE END DEETA I L 12 VARIC5 MATCH COM, T"s A LEDGER MINIMUM GRADE CORDS. AND STUDS PER TRUSS DESIGN, 5PAN TO -MATCH COMMON TRU55 --► ` 4-I0d NAILS MIN. 2-IOd TYP. PLYWOOD SHEATHING TO 2X4 570. OF -L BLOCK 2' MAX SAVE W/ NO.2 OR BTR 4x2' OUTLOOKER5 @ 52" DO NOT OVER GUT TOP CORD O OUTLOOKER NOTCHES. - 51 MF50N A54 OR EOUI VALENT 5TRONGBAGK LEDGER LADLE END 51MF FON A54 OR . EQUIVALENT 2x CONTINOU5 BACKING W/ 16d'S 24" 0.6, MIN. GABLE TRU55 TO - 5AGKINO 4 BACKING TO TOP PLATE. 2X4 BLOCK 2X4 STUD OR E37R SPACED ® 5'-0" O.G. SHALL BE PROVIDED AT EACH END OF BRACE. CONNECT AT END h!/ 1-7 4-I0d NAILS, MAX LENGTH 57ANDARD TRUSSES SPACED e 24" O.G. �,1p\, EXP. 06/30/14 .�C � / ;I OTE5: V q -P CA< .F DETAIL A 2X4 NO.2 OR BTR FOR LEDGER AND 5TRONOSACK NAILED TOGETHER W/ IOd NAILS o ). 2X4 LEDGER NAILED TO EACH STUD WITH 5-I0d NAILS. ). 2X4 STRONOBAGK TO BE CONNECTED TO EACH VERT. STUD W/ 2-I0d TOE NAIL5. ), THE IOd NAIL5 SPECIFIED FOR LEDGER AND 5TRONOBACK. ARE IOd BOX NAIL5 fl5 DETAIL 15 TO 5TRUGTUKAL T; GABLE .END, IF THE FOLLOWING CONDITIONS APL-: RC- THE HORIZONTAL TIE MEMBER AT THE VERT OPENING 5HALL BE BRACED ® 4'-0" MAX FoR 85 �H EXP, G WIND LOADING, MAX MEAN ROOF HE16HT 15 45'.' 1 ), MAX ROOF LIVE LOAD TO BE 40 POUND5 PER 5QUARE FOOT, i. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE MANY GUE5TION5, f7FSiC�N NOT VALID IF LOGATFD rJN AN 15n1_ATFr7�Nil I Rine- t= nFz _LL- -AulJ -amu u_ - i u_a. - -_ - - -` ------ ---- ---------- m --- _..... ......... .._._ _. ...,.......... f,r us I -J- - --- iL J J -1 —W �L Meeks Twin View $0.00, i Sul) Total: 16 Ii A2 1045 Twin View Blvd. $375.00 Redding, CA 96003 Sales Tax: 7.500% 16 B2 ail (530) 243-0312 Fax: (530) 243-2472 7 Project: Utterback Block No: Model: Iot No: Contact: Sic, I Office: Name: C.1 Phone: 3 C2 Fax - I [ C3 To: Monte Call Deliver To: Span: Truss Type 22-00-00 I GABLE 22-00-00 1 !COMMON 20-00-00 1 GABLE 20-00-00 COMMON [1 20-00-00 COMMON 20-00-00 1 GABLE 14-00-00 GABLE Quotation Job Number: 171069 Page: I Date: 03/01/17 15:03:57 Account No: 000000001 Designer: Estimator: Salesperson: Eric Chernoff Quote Number: 171069 P.O. Number )7e LOFT I ROfT� 02-00-00 102-00-00 02-00-00 102-00-00 02-00-00 1021)0-00 02-00-00 102-00-00 i 02-00-00 ID 5 02-00-00 02-00-00 02-00-00 2-00-00 � 14-00-00 COMMON 4.00 12-00-00 0 /U 02-00-00 14-00-00 iCOMMON 4.00 I AA 14'00-00 ; COMMON 4.00� C4 -A- 1) QUOTE NEEDS TO BEACUPTED WITHIN 7 DAYS AND SHIPPED WrrM 30DAYS OF QUOTE DATE. 2) Price includes roof trusses as per shipping 'ticket and layout, blocks, engineering calculations, tax and delivery, 3) Price is subject to change if additional product or design time is needed for plan changes. 4) please review all truss profiles itic,span,pitch,over hang.ebord sizes,loadsblocking panels ect, 5) Jobsile must be accessible to our equipment for plateline delivery. 6) refer to bcsi-b I in every truss talc packet for truss bracing. (if lost please contact weeks truss office for a copy) Signature of Date of Acceptance: ToWTruss Price: 2 Al Miscellaneous Items: $0.00, i Sul) Total: 16 Ii A2 Delivery: $375.00 Bi Sales Tax: 7.500% 16 B2 ail Selling Price 7 B3 B4 C.1 3 C2 I [ C3 To: Monte Call Deliver To: Span: Truss Type 22-00-00 I GABLE 22-00-00 1 !COMMON 20-00-00 1 GABLE 20-00-00 COMMON [1 20-00-00 COMMON 20-00-00 1 GABLE 14-00-00 GABLE Quotation Job Number: 171069 Page: I Date: 03/01/17 15:03:57 Account No: 000000001 Designer: Estimator: Salesperson: Eric Chernoff Quote Number: 171069 P.O. Number )7e LOFT I ROfT� 02-00-00 102-00-00 02-00-00 102-00-00 02-00-00 1021)0-00 02-00-00 102-00-00 i 02-00-00 ID 5 02-00-00 02-00-00 02-00-00 2-00-00 � 14-00-00 COMMON 4.00 12-00-00 0 /U 02-00-00 14-00-00 iCOMMON 4.00 I AA 14'00-00 ; COMMON 4.00� C4 -A- 1) QUOTE NEEDS TO BEACUPTED WITHIN 7 DAYS AND SHIPPED WrrM 30DAYS OF QUOTE DATE. 2) Price includes roof trusses as per shipping 'ticket and layout, blocks, engineering calculations, tax and delivery, 3) Price is subject to change if additional product or design time is needed for plan changes. 4) please review all truss profiles itic,span,pitch,over hang.ebord sizes,loadsblocking panels ect, 5) Jobsile must be accessible to our equipment for plateline delivery. 6) refer to bcsi-b I in every truss talc packet for truss bracing. (if lost please contact weeks truss office for a copy) Signature of Date of Acceptance: ToWTruss Price: $2,414.85: Miscellaneous Items: $0.00, i Sul) Total: $2,414.85 Delivery: $375.00 Sales Tax: 7.500% $191.11 Selling Price $2,970.96 F: I From the Office of FROM THE OFFICE OF BOB METZGER O.D.S. 2231 ST. GEORGE LN., SUITE # 70 CHICO, CA. 95926 342-9688 (Chico) or .5W-9688 (Orland) PROJECT LOCATION: . ^ ^ TO WHOM IT MAY BE CONCERNED, THE OFFICE OF BOB METZGER . HAS REVIEWED THE TRUSS CALCULATIONS AND DETAILS /NREGARD TOTHE ROOF STRUCTURE OFTHIS PROJECT. CONCERNING SIZES, SPANS, PITCHES, AND LOAD PATH DFGRAVITY LOADS FROM ROOF WITH RESPECT TOk8YSAT/FACT0N.|TAPPEARS THE TRUSS CALCULATIONS AND DETAILSCONFORM THOROUGHLY WITH THE PLAN DESIGN, DRAWN FOR THIS PROJECT. ALL LOADING CR}TERAHAVE BEEN MET. ' BDBMETZGER 2231ST. GEORGE LN. #7O CH|CO.CA. Q5828 53O-342-Q8O8K4VVF 865-9688 TU, SIGN 06 �o L �[TTE COUNTY 0NHiLD!NG DIVISION