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HomeMy WebLinkAbout042-600-007�0�� I��-PI17r}-f _�Ca�v��G� TrE.� Butte County Department.of Development Services PERMIT CENTER • 7 County Center Drive, Oroville, CA 95965 cot►N Main Phone (530)538-7601 Permit Center Phone (530)538-6861 Fax(530)538-2140 1 PLAN CHANGE, RECHECK, OR RETURN Owner's Name: ( 'A -Li r Contact Person Name: !),fvt' k1e Contact email: /to iV6 - C D >IA Contact Phone NumberDate Submitted: ti mai z 1�' Permit Number: d 3 Assessor's Parcel Number: OLIZ'(000- O© % ❑ Response to Plan Check Letter ❑ Response to Building Inspection Correction Notice 0 Other: 1. 2. 3. 4. 5. 6. 1 c�> M L)k;'VE L(UYMENT . SERWCES LIST OF ITEMS SUBMITTED COUNTTY r eyis d 4Ms s co& <, ®PR 0 3 20V �vr���vlYl:L4'.F Minimum '1 hour plan change fee willetermine if additional plan c Minimum $127.00 paid ❑ Additional Fee Amount Due: lected at fees are t x KANEW WEBSITEBuilding\Building Forms & DocumentsWpproved 2011 forms -handouts and on list\DBP-10 Plan Change Form.doc Page 1 of 1 rJ eJob Cover Sheet Page 1 of 1 rxuSML OMMMASYSTEM Engineering eJob 3/29/2012 This eJob is prepared exclusively for: Homewood Truss (5824) PO Box 5010 Marysville, CA 95901-8501 Work Order: 0400112 Job Customer: Conroy Construction Job Name: Cal Water Pump Stations Job Address: Truswal ID: T437670.J471276 BU p1V1S�D e AppRpVE 01�-0'3 - - , , tw 0194-1, BUTTE COUNTY APR 0-3 2012 I hereby verify that this document was prepared by me or under my direct supervision and I am a duly Licensed Professional Engineer. I am responsible for the design of each component detail only -- not for the proper manufacture of the components. R CI� This document is no longer valid if any modifications are made Truswal Systems Corporation 4445 Northpark Drive, Ste 102 C:::7 Colorado Springs, CO 80907 800-322-4045 600 00��LI\' I file://C:\Documents and Settings\TransfersC\Local Settings\Temp\rad3AA84.tmp ob\e 3/29/2012 0 D It ew* y: 1 1 eJob Table of Contents-. 1 i! } Table of, Contents it �t 'r Page 1 of 1 Engineering eJob 3/29/201-2 Pae No. Truss Label Pae No. Truss Label Pae No. Truss Label 1 I C1 2 C2 3 C2A 4 C3 5 MA 6 CF 7GT1 r Truswal Systems Corporation 444 -5 -Northpark Drive, Ste 102 Colorado Springs, CO 80907 800-322-4045 4 '} I'file://CADocuments and Settings\TransfersC\Local Settings\Temp\rad3AA84.tmp.O.eJob\e 3/29/2012 ( Y ' 1 _, eJob Scope of Work Statement Page 1 of 1 SYSTEM Engineering eJob 3/29/2012 Truss Engineer Design Responsibilities The engineer's signature on this design certifies that the individual component depicted, if built with the materials and to the placements and tolerances specified, will bear the loads shown on the drawing. Users of the component are responsible for determining that any as -built component conforms to the design. The loading and dimensions specified have been provided by others and have not been verified by the signing engineer. The building designer is responsible for determining that the dimensions and loads for each component match those required by the plans and by the actual use of the individual component. The building designer is responsible for ascertaining that the loads shown on the designs meet or exceed applicable building code requirements and any additional factors required in the particular application. The engineer's seal on the attached component designs indicates acceptance of professional engineering responsibility solely for the design of the individual component assuming that the loading and dimension requirements are as represented to the engineer. The suitability and use of this component for any particular building is the responsibility of theAbiuilding�designer;inL. ,4,3 accordance with ANSI/TPI, Section 2. The engineer certifying"this component is not responsible for anything beyond the specific scope of work set.forth above, including but not limited to, the loading factors used in,the design of the component, the dimensions of the component, the transfer of lateral loads from the roof and/or forward to the shear walls down to the foundation, connection of the components to the bearing support, the design of the bearing supports, the design and connection to the shear walls, the design of temporary or permanent building bracing required in the roof and/or floor systems, transfer of vertical loads down to the foundation, the design of the foundation or analysis in connection with the roof and/or floor diaphragms of the building. This is a high quality facsimile of the original engineering document. A wet or embossed seal copy of this engineering document is available upon request. Truswal Systems Corporation f 4445 Northpark Drive, Ste 102 Colorado Springs, CO 80907 800-322-4045 file://C:\Documents and Settings\TransfersC\Local Settings\Temp\rad3AA84.tmp.O.eJob\e 3/29/2012 eJob Table of Details THUMM' Engineering eJob 3/29/2012 Req ui red Details* 'Other Available Details* h.ftp:/AAfww.itwbcg.com/trussconnections.php Sealed versions of these details are available upon request. Truswal Systems Corporation 4445 Northpark Drive, Ste 102 Colorado Springs, CO 80907 800-322-4045 II Page I of I file://CADoc,urnents and Settings\TransfersC\Local Settings\Temp\rad3AA84.tmp.O.eJob\e... 3/29/2012 Job Name: Cal Water Pump Stations Truss ID: C1 QW: 5 BHG I -LOC REACT SIZE REQ'D TC' - 2z4 DFL 01 "Desi ned per ANSI/TPI 1-2007 - - - - UPLIFT REACTIONS) - 1 0. 1-12 582 3.50" 1.S0"BC 2z4 DFL 91 Fabrication Tolerance = 20.0% Support CDC Wind Non -Wind 2 11-10. 4 592 3.50" MA1 DEFLECTION (s 1.50"WEB 2z4 DFL STANDARD Bearings designed for an FePerpp ,alae of the 1 -163 lb ao) L/998 NEN 4-S (LIVE) LC 25 Her (creepfactor) = 2.00 leaser of the tress laaber value or 2 -163 lb Refer to oint QC Detail Sheets for L= -0.08" D= -0.07" T= -0. IS" C factors Rotational Tolerances. 625 for all bearingRs. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed msing the ASCE7-05Wind Specification Locations and I�C/IBC truss values are based on MULTIPLE LOAD CASES. Bldg Enclosed = Yes, Importance Factor = 1.00 _- joint - 1 6: o: o g: 8: o plate testing end approval as required by INC 1703 HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" Tress Location = Not End Zone t - o- o e lE- o• o and ANSI/TPI and are reported in available document NAILS FOR I -PLY AND 3.0" MIN. HANGER NAILS Hurricane/Ocean Line = No Bzpp Category = C ft Cgg. rAio P (D�a g 7$vs.(OUR.) csi 8SH-1118. Loaded for 10 PSF non.concurrent BOLL. FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ATE BASED ON iYP. MANUFACTURER'S Bldg Length = 18.87 ft, Bldg Width = 12.00 Mean roo£ height - 10.91 ft, mph = 8S 1-E -1025 1.E5 / 175 1.80 o. Es Loaded for 200 Ib non -concurrent moving BCLL PUBLISHED TABLE VALUES. R8F8R TO ASCE7 II Standard Occupancy, Dead Load = 10.2 pelf E-3 -1oE5 1.25 / 175 1.60 a.E6 PLATING BASED ON GREEN LUMBER VALUES. MANUFACTURER FOR OTHER NAILING OPTIONS. Designed as Main Wind Force Resistlo System It CONP.(D UQ.)/ 7>OIS rl. CSi 4-S -141(1.90)/ ess#i.E'1 0.4s 5.6 -141i(1.60111/ 985 1.E8 0.46 20 psf bottom chord live load NOT regaired on this truss, per IBC/IHC requirements for attics with li■ ted storarse. - Low-rise and Coapoaente and Cladding Tributary Area = N sift W8 CgdP.(DUl.)/ TBNS.(DU1.) CSI 2.5 / E83 1.25 0.1E 1 6-0-0 1 6-0-0 1 2 3 3.00 6X6 3.00 T �_, 2 T 2.5X6 2.5X6 2���10 C_ = THIP r- C 03-12 1.5X3 03-12 py_ ESS /Cz QRoF w ® ® W N 7 CA a ;;zC a 5 s M Z _Fn ®O CiV11. o> CPL+F L _ ates _ preceded JWave 20 for Super Strength. All .PPlator es are to e posit oned Detail Circled (else frarrle per oint plates and plates" are positioned as shown above Shift gable stud plates to avoid overlap with structuial plates (or staple). n n A 3/29/20 1 Z 2W - Holmewood Read all notes on this sheet and give a'- py of it to the Erecting Contr L 4 1 c 'onOs�0000l This design Is for anindividual budding conponentnottusssystem. Khoo been based onspeciicaionsprovided byhecornponenlmanutacNrer 0Cultural t'Drive WO: D13ve_C_0400112 IAM ® and done in accordance with he currentversions ofTPl and AFPAdesign standards. No responsmUty, is assumed for dimensional accuracy. Dimensions be Dsgnir: BW #LC = 34 WT' 540 T RU SWA are b veriled by he conponentmanuhcbrer andlor building designer prior b fabricaton. The budding des liner rrustascerlain hathe loads ufixedonhlsdesignmeetorexceedhebedingimposedbyfielocalbuildingcodeandheparicularapplicafon.Thedesignassumeshathebpchord TC Live 20.00 psf LiveDur ir1.2S P=1.25 Is laterally braced by he roofortoor aheahing and he bo0omchord is laterally braced by a rigid sheathing mete�laldbecty ached, unless otherwise TC Snow(PF) 0.(10 psf $uotNDur Ir1.15 P=1.15 ® SYSTEM noted. Bracing shown is for lateralsupportofcomponents members only b reduce buckling length. This componentshal notbe placed in any envbonmenthetwB cause he moiskire contentofhe wood to exceed l9%andAor cause connector plate corrosion. Febricate,handle,InsteO TC Dead 10.0() psf Rep Khr Bud / Camp / Tens RM Building Components Group, In, and brace his truss In accordance wih he following standards:'Jointand Cuffing Detail Reports' evalable as oullutiomTruswal sotware, 'AN SVrPl 1'. WTCA V- Wood Truss Council ofPmrica Standard Design ResponsibliAes. 13ULDING COMPONENT SAFETY INFORMATION'- BC Live 000 f . Ps BC Dead 7.00 psf 1.15 / 1.10 / 1.10 O.C.Spacing 2- D- 0 4445 Northpark Or. Ste. 102, Cob. SOO, CO 80907 TRUSPLUS 0.0 VER: T6.5.1 (BC Sl 1-03) and'BCSI SUMMPRYSHEETS' by WTCAand TPIThe Truss Plate hstbte(TP) is located at583 D'Onotio Drive, Madison, Wisconshi 53719. The Annerican Forestand Paper Assoclaton (AFPA) Is located at 1111 19h StreetNIN, Ste 800,Woshlng1bn,DC 20036. B14g Code: CBC -2010 IDEFL RATIO: L/M TC: L/240 Job Name: Cal Water Pump Stations Truss ID: C2 Qty: 1 BHC - %-LOC -REACT SIZE -RHQ'D TC -- - - 2z4 DFL #1- 1 0- 1-12 919 3.50" 1.50"BC 2z6 DFL 82 2 11-10- 4 1088 3.50" 1:50'VCB 2z4 DFL STANDARD MA% DEFLECTION (span) : L/888 BBB 3-4 (LIVE) LC 1 Ecr (creep factor) = 200 L= Refer to Joint QC Detail Sheets for -0.11" D= -0.18" T= -0.30" Cg factors and Rotational Tolerances. _ - Joist Locations - IeC/IBC truss plate values are based on l °s--li s- s testing sad approval as required by IEC 1703 a -1E 6- 0- 0 7 l2- o- o sad ANSI/TPI and are reported is available •1•C $IION(pf) 0.00 psf document ESR -1118. caiT ii "Ent FORMS, Loaded for 10 PSF non -concurrent BCLL.. Width 12.00 ft COMP. UI. / TENS.(DUR.) CS1 Loaded for 200 16 moa -concurrent moving BOLL ITC 1-E E-3 -Z308 .2s / o.ggpp •L448 I.ES / 0•PB permanent bracia njo required to 3-4 -311530-25V 0.86 ppreveat rotatiuD/to Iia Refer to BCSI and ANSI/TPI 1Pp g• iC 3-6 COMP.(DUI.)/ TENS. (DUI.) CSI / E410 ail 0.40 6-7 / 23 04 1.a5 0.67 Wlsconsa 53719. The American Forestand Paper Avsocalon(AFPA) is located at111119th Steel NW. Ste 800.Washagbn. DC 20036. M1 COMP. OII. / TENS. DUI. CSI E-6 -14 1.LS / 183 1.60 0.05 LL/TL a-6 / 782 1.25 0.3E 0.54 Dealggned per ANSI/TPI 1-2007 -- - FNrication Tolerance = 20.0% Bearimge designed for as FcPerp velure of the lesser of the trams lusher value or 82S for all beariaggm. THIS DESIGN MULTIPLIS CASES. SOBPOSITH RESULT OF HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR I -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFI:D ARE :ASHD ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTUIIEII FOII OTHER NAILING OPTIONS. PLATING BASED ON ,BEEN LUMBER VALUES. 20 mf bottom chord live load NOT required on this frame, per IBC/IRC requirements for attics with limited storage. 6-0-0 1 6-" 1 2 3 4 3.00 � Cv1 6x6 -0.00 .4 515# : 316# -0 1-0 5 6 7 .r All connector plates are ITWBCG Wave 20 ga., unless preceded by"W for High Strength ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports Clyded plates and false frarrle plates are positioned as shown above Shift gable stud plates t0 avoid overlap with structural.. plates (or staple). -UPLIFT REACTION(S) : tt - - Sapport C!C Wiad Non -Wind all notes on this sheet and give a co of it to the Erecting Contr 9 PY 9 Drive L 00 1 140 lb W t�j1 C C. _0400112_L000o5J00001 WO: Drive_C 0400112 L000 p and done N accordance win he currentvers tons ofTR and AFPAdesign standards. No respons@Dry Is asaumed.br dimensional accuracy. DimensIon a Z This truss is designed using M b ®vp \ / LiveDur LA.25 P=1.25 C ®O:� Fn_ z Dealggned per ANSI/TPI 1-2007 -- - FNrication Tolerance = 20.0% Bearimge designed for as FcPerp velure of the lesser of the trams lusher value or 82S for all beariaggm. THIS DESIGN MULTIPLIS CASES. SOBPOSITH RESULT OF HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR I -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFI:D ARE :ASHD ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTUIIEII FOII OTHER NAILING OPTIONS. PLATING BASED ON ,BEEN LUMBER VALUES. 20 mf bottom chord live load NOT required on this frame, per IBC/IRC requirements for attics with limited storage. 6-0-0 1 6-" 1 2 3 4 3.00 � Cv1 6x6 -0.00 .4 515# : 316# -0 1-0 5 6 7 .r All connector plates are ITWBCG Wave 20 ga., unless preceded by"W for High Strength ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports Clyded plates and false frarrle plates are positioned as shown above Shift gable stud plates t0 avoid overlap with structural.. plates (or staple). -UPLIFT REACTION(S) : - - - Sapport C!C Wiad Non -Wind all notes on this sheet and give a co of it to the Erecting Contr 9 PY 9 Drive L 00 1 140 lb This design is bran adividualbuldingcorrponentnot tusa system. Ihas baenbased on apeciicatone provided by be corryonentmanutacurer _0400112_L000o5J00001 WO: Drive_C 0400112 L000 2 -167 lb and done N accordance win he currentvers tons ofTR and AFPAdesign standards. No respons@Dry Is asaumed.br dimensional accuracy. DimensIon a Dsgnr: BW *LC = 34 WT: 67# This truss is designed using the - ASCE7-O5 Wind Specification LiveDur LA.25 P=1.25 Bldg Reclosed Yea, Importance Factor 1.00 T RU SWA Truss Location Not Ead Zone •1•C $IION(pf) 0.00 psf $IIOR'D�' 1x1.15 P=1.15 Hurricane/Ocean Line = No Exp Category = C noted. Bracing shown is lar lateralsupportofcorrponents members only b reduce buckOnglength. This corrpsnentshognotbe placed a any environmentilhatwill cause Me moisture contentoflhe wood ID exceed 19%andfiDr cause connector plate corrosio6. Fabricate,handle.inattill Bldg Length = 18.87 ft, Bldg Width 12.00 ft Bean roof height = 10.81 ft, mph BS 1.00 / 1.00 / 1.00 ASCE? II Standard Occapeacy, Dead Load = 10.2 psf Designed as Maio Wind Force Resisting System 4445Narthpark Dr.Sr.f02,Cob.Spgs.CO80907 - Low-rise and Components and Cladding Tributary Area = 46 sqqft TRUSPLUS 8.0 VER: T6.5.1 Wlsconsa 53719. The American Forestand Paper Avsocalon(AFPA) is located at111119th Steel NW. Ste 800.Washagbn. DC 20036. ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 74.00 - 2- 0- 0 14.00 0- 0- 0 0.54 TC Vert 80.00 0- 0- 0 60.00 12- 0- 0 0.67 TC Vert 74.00 12- 0- 0 74.00 14- 0- 0 0.54 BC Vert 14.00 0- 0- 0 14.00 12- 0- 0 0.00 ..7ype... lbs X.Loc LL/TL Fastener TC Vert 0.0 0- I-12 1.00 TC Vert 0.0 11-10- 4 1.00 BC Vert 515.0 S- 5-12 0.54 BC Vert 316.0 10- 5-12 0.54 T 2-0-10 I SHIP 0-0-12 1 Z69 - H�'� WAKNINURead l�112 all notes on this sheet and give a co of it to the Erecting Contr 9 PY 9 Drive L 00 This design is bran adividualbuldingcorrponentnot tusa system. Ihas baenbased on apeciicatone provided by be corryonentmanutacurer _0400112_L000o5J00001 WO: Drive_C 0400112 L000 and done N accordance win he currentvers tons ofTR and AFPAdesign standards. No respons@Dry Is asaumed.br dimensional accuracy. DimensIon a Dsgnr: BW *LC = 34 WT: 67# are to be veriled by hecomponentmanuacurer and/or building designer prior toabricaton. The bulding des lirir rtustascerainhattte bads - TC Live 20.00 psf LiveDur LA.25 P=1.25 unzedonthisdesignmeelorexceedlieloadingImposedbyMelocalbuildingcodeandMeparticuarappllcator Thedesignassum assume T RU SWA Is laterally braced by he roofor loor sheathing and he boarmehord is laterally braced by a rigid sheabing maariald'vecly attached. unbasoherwae •1•C $IION(pf) 0.00 psf $IIOR'D�' 1x1.15 P=1.15 ®SYSTEM noted. Bracing shown is lar lateralsupportofcorrponents members only b reduce buckOnglength. This corrpsnentshognotbe placed a any environmentilhatwill cause Me moisture contentoflhe wood ID exceed 19%andfiDr cause connector plate corrosio6. Fabricate,handle.inattill TC Dead 10.00 psf Rep 11hr Blind / Comp / Tens braca his a BC Live 0.00 psf 1.00 / 1.00 / 1.00 IM Building Components Group, Inc. and truss accordance with the blowtng sandards:'Jointend Cudng Deal Report' evalable as output lam Truswal solwere. •ANS9rR i'.'WTCA 1'.Wood Truss Council ofAmerica Standard Design ResponsbBites.'BUILDING COMPONENT SAFETY PI FORMATION'- BC Dead 7.00 psf O.C.$pacinB 2- 0- 0 4445Narthpark Dr.Sr.f02,Cob.Spgs.CO80907 (8CSn1.03)and'SCSI SUMMARY SHEETS by WTCAand TPLThe Truss Plat hstUt(TPI)Is located at583 D'Onotio Drive. Madison. TRUSPLUS 8.0 VER: T6.5.1 Wlsconsa 53719. The American Forestand Paper Avsocalon(AFPA) is located at111119th Steel NW. Ste 800.Washagbn. DC 20036. Bldg Code: CBC -2010 DEFL RATIO: L/240 TC: L/240 pP„J� Job Name: Cal Water Pump Stations Truss ID: C2A Qty: 1 IRE I -LOC BRACT SIZE REQ'D TC Zz4 DFL .#1. -- 1 0- 1-12 813 3.50" 1.50"BC 2z8 DFL #2 2 ll -I4 1102 UP 1.50'".G SLIDER 2x4 DFL #1 IAT DEFLECTION (s an) : WEB 2x4 DFL STANDARD ./988 MIH 3-4 (LIVE) LC I Ecr (creepp factor) = 2.00 _ -0.09" D= -0.18" T= -0.ZS" THIS DESIGN IS THE COHPOSITE RESULT OF -- Jotat Location - noted. Bracing shown is br lateral supportofconponents members ony to reduce buckling length. This componentshegnotbe placed N any MULTIPLE LOAD CASES. °s- l s -1i ® SYSTEMS HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" --1z a° 3 0 0. 0 7 1E- 0- 0 . `g _� 1.00 / 1.00./ 1.00 NAILFOB 1 -PLY AND 3.0" MIN. HANGER NAILS S. FOR MULTIPLY CARRYING MEMBERS. HANGERS III7ICALOIn FORCES: psf BC Dead 7.00 psf SPECIFIED ARE BASED ON TIP. MANUFACTURER'S CIF C011P.r R / 'TENS -0n.) CSI PUBLISHED TABLE VALUES. REFER TO ITC 1-z -O9a 1.zs3)3)/ E -S - OTO I.ES / o.zE 0.10 MANUFACTURER FOR OTHER NAILING OPTIONS. 3-4 -zszt 1Is / so PLATING BASED ON GREEN LUMBER VALUES. iC CO11P.(Dn.)/ TENS. n.) CSI s -O / ma 1.xS 0.43 8-7 / x468 1.x3 0.47 61 COItP.01119.)/ TENS. UR. CSI Z -8 / EOl 1.zS 0.11 3-6 / 359 1.23 0.13 W FC: 0-4 T� ZtI 000 C M zn Z ® 5 20 psf bottom chord live load NOT required on this truss, per IBC/IHC requirements For attics with limited storage. i!%- A S tv d 04 �K 1-9-12 1 z 03-12 Designed per ANSI/TPI 1-2007 -- - Fabrication Tolerance = 20.0% Bearings designed For as FcPerp value of the lesser oIF the truss -lumber value or 6ZS for all bearings. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IBC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document HSR -1118. Loaded for 10 PSP non -concurrent BOLL. Loaded for 200 lb non -concurrent moving BCLL Permanent bracing is required to to Prevent rotat om/toppI g. BCSI and ANSI/TPI 1. Attach secondary top chord (if shown) with ■In. 2z4 (2z4) or 3z6 plates (2z8) at 24" o.c. and applied rotated, in addition to the heel plating Man. The secondary top chord may be notched 1.5" for owtlofte s, max. DO NOT NOTCH WHERE SHOWN BY ( •�. IF multi-plyy connect the D6 alidera msiag the sane nail%screw pattern as the top chord. 1 6-0-0 1 6-" 1 1 2 3 4 3.00 3.00 4X4 4X4 515# - 316# -0-0 -" 5 6 7 TYPICAL PLATE: 2X4 g; All connector plates are ITWBCG Wave 2D ga., unless preoeded by "H" for High Strength -,2D ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports C4rded plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with 9truChu ral'plates (or staple). -UPLIFT REACTIONS) - - - - - Support C&C Wind Non -Wind 1 -139 lb 2 -168 Ib This truss is designed using the ASCE?-OS Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 "rasa Location = Not End Zone Hurricane/Ocean Line = No Exp Category = C Bldg Length = 18.87 ft, Bldg Width = 12.00 ft Bean roof beight = 10.91 ft, mph = BS ASCE7 II Standard Occupancy, Dead Load = 10.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 48 sift ----------LOAD CASE #DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 74.00 - 2- 0- 0 74.00 O- TC Vert 80.00 0- 0- 0 60.00 12- 0- 0 0.67 TC Vert 74.00 12- 0- 0 74.00 14- 0- 0 0.54 BC Vert 14.00 0- 0- 0 14.00 12- 0- 0 0.00 .Type... lbs %.Loc LL/TL Fastener TC Vert 0.0 O- 1-12 1.00 TC Vert 0.0 11-10- 4 1.00 BC Vert 515.0 S- 5-12 0.54 BC Vert 318.0 10- 5-12 0.54 T 23-10 I SHIP 03-12 1 ZW - Homewood ItWARNINGReaii all notes on this sheet and give a copy of it to the Erecting Contr : couroy c��eti08 - ''' ' (CATDrive This design's ter an individual Build'mgconponen[nol6uss sysRm. Rhes been bas ed on speclfcetons provided by heconponenimanufacNrer C_0401112L.0000$�OOOOT WO: ]iDriv C (14G(1112_1.ODD end don a In accordant a with he currentvers ions ofTP1 and AFPAdesign aisndards. No res pons blity is as aumed tet dimensional so curacy. Dimensions be by he building designer fabrkafion. The bulding designer, bathe bads Dsgar. $W MC _ 34 WT SS# ere b veriled corrponentmanufacturer and/or prior to nustescernin uOzedonh'sdesignmeetorexceedheloadinginposedbytiebcalbuild'mgcodeandbeparicularappOcaion:,The designassum assume , 'FC Live 4 20.00 psf LiveDar Ir1.2$ P=1.2$ ' T RU SWA Is laterally braced by herooforloor s heaping and he bottom chord is laterally braced by a rigid sheahing material directly afmched, unless otherwise IrC;Snpyopf) 0.00 psf SaawDm' 1x1.1$ F'=1.1$ noted. Bracing shown is br lateral supportofconponents members ony to reduce buckling length. This componentshegnotbe placed N any TC Dead 10.00 psf Rep Mlw'Bnd / Camp / Tens ® SYSTEMS envhonmentthatwD cause tie naisure contentofhe wood b exceed 19%and%or cause connector plate corrosion. Fabricate, hendle.install " BC Live 0.00 1.00 / 1.00./ 1.00 RMBullding ComponentsGtoup, Inc. and brace his tuns In accordance wih tie following standards:'Jointand Culling Detei Repor6'available as oufputtom Truswalsolware, *ANSVrF1 1'. WTCA V- Wood Truss Council alArnerics Stendard Design Responsibitfies,'BUILDING COMPONrNT SAFETY INFORMATION' - psf BC Dead 7.00 psf O.C.Spacing 2- -0- 0 4445 Northpark Dr. Ste. 102, Cob. Spgs. CO $0907 (BC SI 1-03)and'BCSI SUMMARY SNEET5 by WTCAand TPL The Truss Plate Institute (TPI)Is loc eted at583 D'Onotid Drive, Madison, I TRUSPLUS 6.0 VER: T6.5.1 Wisconsin 53719. The American Forestend Paper /msocialon(AFP/)b located oil III 191h Stee%NW,Sta 800,Washingbn,DC 20036. Bldg (Code: CBC -2010 DEFL RATI10: L/240 '1'C: L/240 Job Name: Cal Water Pump Stations I Truss ID: C3 Qty 2 BEG H -LOC REACT SIZE REO' D TC 2x4, DFL 01, - ••[PM]=PLATE .MONITOR USED-See-Joint.Report•• ---UPLIFT REACTION(S) .: - -- - - .- - 1 O- 1-12- 428 3.50"- __ 1.50"BC - 2x4 DFL 01 Desi ned per ANSI/TPI 1-2007 Support CAC Wind Non -Wind 2 S- 4. 4 264 ESO 1.50"WED 2x4 DFL STANDARD Fabr�cetion Tolerance = 20.0% 1 -154 lb MAX DEFLECTION (s am) : BRG BLH 2x4 DFL STANDARD Bearimge designed for an FcPerp value of the 2 -78 lb L/999 HEH 3-4 (LIVE) LC 30 Her (tree factor) = 2.00 L= -0.06" D= -0.06" T= -0.12" Refer to joint Detail Sheets for lesser of the truss lumber value or 625 for all bearings. This truss is desiggned wsimg the ASCEI-OS Wind Specification E1.WB DEF CBITERIA:L/120 0; T= 0.00" QC Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF Bldg Enclosed = Yes, Importance Factor = 1.00 Had Zone IN MEM 0- =- Jotmt1-1:1oas IHC/IBC truss plate values are based on testing and approval as required by IBC 1703 MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" Truss Location = Not Hurricane/Ocean Line --No B:pp Category = C ft dg Width 12.00 ft t o- 0- 0 3 0- o- 0 t s- 1- a WAN and are reported in available, NAILS FOR I -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS Bldg Lea th = 18.67 B = Mean ro;F height = 10. 5 t, aph = 85 - Cg1I7Is- � 1'C iECOMP (o ut•)>RCIRS.lis.(DDII•)) CSI docmmeat ESR -1118. Loaded for 10 PSP moo -concurrent BOLL. for lb BCLL SPECIFIED ARE BASED ON TVP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO - ASCE? II Standard Occupancy, Dead Load = 10.2 psf Designed as Main Wind Force Reaistiag System t-E.5i ZS)/ 29(1.60) 0.20 Loaded 200 ono -concurrent moving PLATING BASED ON GREEN LUMBER VALUBS. MANUFACTURER FOR OTHER NAILING OPTIONS. - Low-rise and Components and Cladding .2 Cots(DD1.)/ ilQts.((oDD1.) tai s-4 -11(1.60)/ 2.(1.23) 0.37 E I psf bottom chord live load NOT required End verticals are designed for axial loads Tributary Area = 11 sqft 0- 0 on this truss, Per IBC/IBC requirements for only unless noted otherwise. Horizontal loads the Vertical members exposed to wind: Ws COIIP.(DU1.)/ TENS. D1. CSI ZZ 4 / 22 1.2 attics with limited storage. appplied at the cad of extensions have not been considered unless shown. .11 Jix -397(1.23)/ 230(1.10 0.08 I 1F z" - Homewood Truss TRUSWAL ® SYSTBVIS /f[M Building Components Group, Inc .-. 4445 Northpark Dr. Ste.102, Cob. Spgs. CO 80907 TRUSPLUS 6.0 VER: T6.5.1 rw 3.00 2 0" I 2-0-0 SS -0 W 3 4 T "_0 2-1-14 SHIP sY N 7# - cop) All connector plates are ITWBCG Wave 20 ga, unlesspreceded by "FP for Mgh Strength 10 ga., "S" for Super Strength Plates are to be ositloned per Joint Detall Reports. Circled platesand false frarne plates are positioned as shown Above Shift gable stud plates to avoid overlap with structural plas (or staple). Read all notes on this sheet and give a co of it to the Erecting Contr 9 PY 9 �_��`t1@ �' drive C 0400112' LOCM its design is ter an indNidualbulding corponentnottuss system. Rhes been based onspecitcatons provided Dytte conponentmanufacturer Wil: Drive_C 0400112 1000 e currentversions orTPl end AFPAdesign standards. No responsibility is assued ter dimensional accuracy. Dimenslons ,d done N accordance with hm Ds�r' BW e to be verited by Rte componenlmanufactrer and/or building designer prior to bbrkation. The building designe'rmustascertain Maths bads - TC Live 20.00 psf ized on Mis design motor exceed he loading imposed by Me local building code and Me particular appfication, The design assumes Mollie by chord Iaterelybraced by the roofor tear cheating and the bottom chord is laterally braced by a rigid sheathing material directly ached, unless otherwise 'IOC Snow(Pt) 0.0(1 psf lateral supportofcor ponents eers only reduce buckling length. This cor ponenlshal notbe placed In any ,ted. Bracing shown is termnbb TC, Dead 10'00 rvuonmenthetwD cause Me misture contentofhe wood to exceed 19% and/or cause connector plate corroaion�Febricate,handle,install psf ,d brace his truss In accordance with he b0owing etendards:'Jointand C uffing Detail Reports'evailable as ouputiom Truswal software, EC Live 0.00 psf NSOrPl 1','WTCAt'- Wood Truss CouncilofAmerbe Standard Design Responsibliilea,'BULOING COMPONENT, SAFETY INFORMATION'- EC Dead 7.00 psf C SI 1-03) and'BCSI SUMMARY SHEETS by WTCAend TPLThe Truss Rate Msfble(TPQ is located at583 D'Onotlo Drive, Madison. i t -- , isconsin 53719. The American Forestand Paper Association(AFP/)Is located at 1111196 Street NW, Ste 800,Washington, DC 20036. 814g Code: CBC -2010 M = 35 Wr: 27# Llv-Dnz' L=1.Z5 P=1.ZS SnOwD L=1:15 P=1.15 Rep Mhr End / Comp / Tens 1.15 / 1.10 / 1.10 O.C.Spacing 2- 0- 0 . Job Name: Cal Water Pump Stations Truss ID: C3A Qty: 2 BEG 1 -LOC REACT SIZE REQ'D TC 2x4 DFL S1 per ANSI/TPI 1-2007 _. __ Required bearing widths and bearing areas -1 0- 1.12--"318 3.SO"- --I. 50'BC -� Zz4 _DFL S1 2 1- 4-12 46 1. SO" 1.SO'ilcr -Designed Fabrication Tolerance = 20.0% ;plat when truss not aepported in a hanger. HEACTION(S) (creep factor) = 2.00 3 L- 4-12 73 BGR 1.50'pefer to Detail Sheet& for Bearings designed for an FcPerp value of the lesser the traas lenber UPLIFT : Support m wind Non -Wind Joint QC BHG BANGER/CLIP NOTE Cy factors and Rotational Tolerances. 3 U24 16d oIF value or 625 for all bearinCe. HiPOSITE 1 -112 lb IHC/IBC truss plate values are based on Suppport Connection((:)/Baa er(s) ,retesting and approval as required by INC 1703 not desiggned for borizon�a1 loads THIS DESIGN IS THE RESULT OF MULTIPLE LOAD CASES. 2 -15 lb 3 -6 lb and ANSI/TPI sad are reported in available SBE SIMPSON CATALOG HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" This tress is de&i ned ,sing the document ESR -1118. FOR ADDITIONAL INSTALLATION NOTES Loaded for 10 PSP non -concurrent BCLL. MAX DEFLECTION NAILS FOR 1 -PLY AND 3.011 MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS ASCE7-05 Wind Specification Bldg Enclosed = Yea, Importance Factor = 1.00 (span) Loaded for 200 lb non-concurrentt moving BCLL L/999 MEN 3-4 (LIVE) LC 26 -Mark SPECIFIED AHE BASED ON TYP. MANUFACTURER'S Treses Locgtion = Not End Zone - No Ezpp Category C all interior beariog loeationa. L= 0.00" D= 0.00" T= 0.00" interior PUBLISHED TABLE VALUES. REFER TO OPTIONS. Harricane/Ocean Line = Bldg Length 18.67 ft, Bldg Width = 12.00 ft Install suppport(&) before erection. ==jalat Location �- PLATING BASED ON GRiSEN LUMBER VALUES. MANUFACTURER FOR OTHER NAILING Shim bearing& (if for Mean roof height 10.19 ft, mph = 85 1 o- o- o S o- o• a EO &f bottom chord live load NOT re aired z 1- 5- a 4 1. 6• a B 9 2:j needed) req. support. Han er nail ointa that rotrude throw h the g P g ASCE II Standard Occe ant Dead Load = 10.2 &f P y. P Heai&ting System CRITICAL ISH FORMS, on is tuns&, per IBC/IBC requirements for 11 back face o the girder shall he clinched for Designed as Main Wind Force Low-rise Components Cladding 1C COMP. DUI. / TINS.(pUI. I attics with ted storage. 1-2 -4(1.003/ 11(1 0 OC or covered as ety. and and Tributary Area = 3 &qft 2.0 -1 1.24 / 1i(1.60)) 0.00 5C 111P. DUI.)/ 78NS. (DUI.) CSI S-4 -4(1.60)/ 11(1.80) O.OI 4-0 0 1.80 / 0 1.2si 0.00 W W ® -4 G)m O00 -<c �Z 1 2 3.00 ® -" Y Z, -3-744 - - -- - '--- - -- - - - --mac--- _ plates wa Strength..PPlates rto be positio ed WBCG per lgol�i°oi�il Reports. ed armby ed Places and Strengthalifry PIk�" for Super are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). M - Bamesilood (�1 WARNINGRead ail notes on this sheet and give a copy of it to the Erecting This design is lar an Individual budding componentnottruss system. Rhes been basedon specitcatons provided by the- onentmanufacturer and done In accordance wih he currentversions ofTR and AFPAdeslgn standards. No respons bliity is assumed br dimensional accuracy. Dimensions are b be veriled by he componentmanulacturer and/or budding designer prior so labrkalon. The budding designer r ustascertain hathe bads T RUSWAL unzed0nhis design =star exceed heloadingimposedbyfie bcaibuildlagcode andpeparicularepplicalon.The design assumeehathetop chard Is laterally brat ed by he roofor loor sheahmg and he bo0em chord is laterally braced by a rigid s heapmae ing rial d'vec/y attached, unless otherwise noted. Bracing shown is for lateral supportofcoriponents mer hers only to reduce buckling length. This componentshel notbe placed In any ® SYSTEMS envbonmenthatw0 cause he moisture contentofhe wood b exceed l9%and%or cause connector plate corrosion. Fabrkate,handle.inslail end brace his truss in accordance with he billowing standards:'Jointand Culling Detail Reports' evalable as ouputtom Truowal solwere. A7WBuilding Components Group, Inc.'ANSVM 1'.WTCAI'- Wood Truss CouncilolArnerica Standard Design ResPonsibifilies,'BUILDING COMPONENT SAFETY IN FORMATION' - 1.4445 Northpark Dt,Ste. 102, Cob. Spgs, CO 80907 (BCSI 1-03) and'BCSI SUMMARYSHEETS by WTCAand TPLThe Truss Rae hstbe(TPQ is located at583 D'Onotio Drhe;Madison.;_ _ - TRUSPLUS 6.0 VER: T6.5.1 aconsla 53719. The Pmericen Forestend Paper Association(AFPA) Is bcatedat111119h Street NW, Ste 80O,Washingbn, DC 20036. 1 SHIP U24 W N 7P CO 2�. W0: Drive C_0400112_L000 Dsgar: BW j OLC = 28 Writ 9# TC Live 20.00 psf Live'Dur L---1.25 P=1.25 TC Snow(Pf) 0.00 psf SnmwDar L=1.15 P--1.15 TC Dead 10.00 psf Rep Mbr Bnd / Cm* / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 7.00 psf O.C.Spacing '2- 0- 0 Bide Code: CBC -2010 DUM RATIO: L/240 TC: L/240 Job Name: Cal Water Pump Stations Truss ID: CF Qty: 2 BEG - X -LOC -REACT SIZE - REQ'D TC - "' 2z4 DFL -"01 -- -" 'Designed per ANSI/TPI 1-2007- _" -'UPLIFT REACTIONS) -- I 1- 1 -IS 482 27.93" 1.50 IC 2z4 DFL S1 Fabrication Tolerance = 20.0% Support CAC Wind Non -Wind 2 4- 1-15 192 3.50" 1.50"DG SLIDER 2x4 DFL 01 Bearings designed for an FcPerpp value of the 1 -163 1 3 8- 0- 0 303' 3.50" 1.50'{y8B 2x4 DFL STANDARD lesser of the trans lumber valine or 2 -8 tb -18 16 4 7-10- 1 192 3.50" 5 10-10- 1 482 27.93" 1.50' cr (creep factor) = 2.00 1.50' 623 for all bearings. '3 -63 lb MAX DEFLECTION (s an) : HIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Refer to Joint OC Detail Sheets for Cy factors Rotational Tolerances. 4 8 Ib -16 lb 5 -163 Ib L/999 MEN 2-3 (LIVE) LC 1 HANGBRS SHOWN (IP ANY) ARE BASED ON 1.5" mad IFC/IBC truss are based on This tress is designed using the L= -0.01" D= -0.01" T= -0.02" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS plate values testing and approval as regwtred by IBC 1703 ASCE7-OS Wind Specification Factor 1.00 i oJ*I tolocatio o• o= o FOR MULTIPLY CARRYING MEMBERS. HANGERS and AN and are reported in available Bldg Enclosed c: Yea, Impportance = 2 s- o- 0 8 6- o- o 3 12- o- 0 s lE- o- 0 SPECIFIED ARB BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Truss Location =Not Bari Zone Hurricane/Ocean Line = No Ezpp Category = C tgg. w� MANUFACTURER FOR OTHER NAILING OPTIONS. Loaded fo 200 lb non- orecurrent moving BCLL �aterior Bldg Length = 18.67 ft Bldg Width = 12.00 ft height 10.61 ft, = 85 Pi(nl�ll� T6NS.(u0ls.) c8I 1-E 6e 1.Es / 201 1.zs 0.10 Install interior wupPj;rt(s) before erection. PLATING BASED ON GRE LUMBER LUMBER VALUES. Mark all bearing locations. Me for blocks. Mean roof = mph ASCE? II Standard Occupancy, Dead Load = 10.2 psf E-3 .66 1.ES / 201 1.25 0.10 20 of bottom chord live load NOT required ase adequate staples gable BUILDING DESIGNER MUST VERIFY GABLE LOADS Designed as Main Wind Force Resisting System TRUSWA n this truss, IBC/IBC requirements for AND EAVE LOADS, IF APPLICABLE. THIS TRUSS - Low-rise and Components and Cladding 1sC3 COe�.(oUl.)/ 7BN8. (001.)) CSI -166(1.60) 37E(1.Es) 04:15 per attics with limited storage. :t IS DESIGNED TO SUPPORT THE LOADS SPECIFIED Tributary Area = 24 elft 8-6 8 6 3 Rep Mbr B11d / Comp /.,Tea3 BASED ON THE O.C. SPACING AND ANY brace this truss in he blowing Curing Detail Reports' Truswal wl COMP.(gw.))/ TENS. UR.) CSI BC Live 0.00 psf ADDITIONAL LOADS SHOWN. RM Building Components Group, Inc. 2-s .204(1.25)/ 79(1.60) 0.03 [+1 gable bracing required 0 $6" intervals, I face. O.C.Spacing, •2--0-;0-.--.,,..- 4445Northpark Dr. Ste. 102, Cob. spite. CO 80907 (BCSI 1.03)and'BC 9 SU MMARY SHITS by WTCAend TPLThe Truss Plate hsiLte(TP1) Is located at583 D'Onotlo Drive, Madison, e:PPoaed to wind lead applied to TRUSPLUS 6.0 VER: T6.5.1 See I7WBC6's Gable Bracing Details. Bldi; CBC -2010 DBFL BATED: L/24O TC: L/240 Attach secondary top chord (if shown) with 2z4 (2z4) or 3z8 plates (2x8) at 24" :in. o.c. and applied rotated, in addition to the heel plating shown. The secondary top chord ■ay be notched 1.5^ for outloo4Trs, oz. DO NOT NOTCH WHEHE SHOWN BY ( ). If multi -ply eorenect the D6 sliders using the same nail%screw pattern as the top chord. 6-0-0 i 6-M 1 2 3 daM T~ M11 W 1 9-12 G ^ 15 J^ -M C-1 's-ri r ®fir .� ® ®o 6-0-0 i 6-M 1 2 3 daM T~ M11 W la ^ 15 J^ -M 4z N % CO)M ® ®o 4 5 6 CpL1F� ryp-��-n �'aTF 9Xa All connector plates are ITWBf:� WM12'40W Fria "ed by "H" for High Strength TO ga., "S" for Super " Strength. Plates are to be positioned per Joint Detail Reports, Clued plates and false frame plates ' arepositioned as shown above. Shiftable stud laces to avoid over) with structural later or le'. ; , � .3/29/2012 • - gblmenvodWARNINGRead all notes on this sheet and give a co of it to the Erecting Contr 9 PY 9 ` � Ca»strigicti� This design is far an individual building componentnottruss system. Chas been based on speclicetons provided by the componenlmanufaclurer, : Drive C_0400112_1ftOW5_j00001 WDt, Drive C_04011112�.000 anddonain accordance with the currentversions ofTPland AFPAdesngnstandards. Norespons@lily is assumed for dimenslonal accuracy. Dimenslons �- BW SLC = 34 1YE: 73$ ur:-- i.R�i• arabbe vernfed by he corlponenlmanu[acbrer endbr building designer prbrb6brleaton. The building designer mustescerteln that he bads - ,F - - uHzedonthisdesignmotorexceedhebadktginposedbyhebcalbugdingcodeandtheparicularapplicafon.Thedesignassumeehathetopchord �• JC Live 20.00 psf LiveDur L=1.25, P=1.25 TRUSWA Is laterally braced by he roofor toorsheahing andhe botbmchord is laterally bracedby a rigldsheahing metarialdbecty attached, unless otherwise y,i t TQC SIIOi7(Pf) 0.00 psf SnOa'Dm' L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral supportofcompunents membere only to reduce buckling length. This conponentshainotbe placed in any en,1ronrnentMetwil cause the nnolsture contentoftio wood to exceed I 9%andADr cause connector Plato corrosion. Fabricate, handle.instal a 1'C. Dead 10.00 psf Rep Mbr B11d / Comp /.,Tea3 brace this truss in he blowing Curing Detail Reports' Truswal BC Live 0.00 psf 1.15 / 1.10 / 1.10 RM Building Components Group, Inc. and accordance with standards:'J ointand avalable as ouputtom sotware, 'ANSVfPlI%WTCAV-Wood Truss Council ofArnerica Standard Design Responsileffilles,'BULDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf- O.C.Spacing, •2--0-;0-.--.,,..- 4445Northpark Dr. Ste. 102, Cob. spite. CO 80907 (BCSI 1.03)and'BC 9 SU MMARY SHITS by WTCAend TPLThe Truss Plate hsiLte(TP1) Is located at583 D'Onotlo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.1 Ps conch 53719. The American Forestand Paper Association(AFPA) is located at 111119th Street NW, Ste 800,Weshingmn, DC 20036. Bldi; CBC -2010 DBFL BATED: L/24O TC: L/240 la Job Name: Cal Water Pump Stations Truss ID: GTI Qty: 1 0.00 psf BRG X -LOC BRACT SIZE REQ'D Tc 2x4 DFL 01 Desi ned per ANSI/TPI 1-2007 Required bearing widths and bearing areas BC Dead 1 0- 1-12 515 BGR 2 4 4 515 R6R I.SO'BC 2x4 DFL 01 I.50'WHB 2z4 DFL STANDAIID FabrTeatioo Tolerance = 20.0% designed for appl when truss not supported im a hanger. UPLIFT REACTION(S) -IO- BHG HANGER/CLIP NOTE Hcr (creee factor) 2.00 Bearings an FcPerp value of the lesser the tress INN : Support C&C Wind Non 1 •MUS26 2 •MUS26 = Refer to Joint QC Detail Sheets for Cq factors of value or 625 for all bearinggs. -Wind 1 -188 Ib Support Connectioa(s)/Hamger(s) and Rotational Tolerances. arelRC/IBC truss based THIS DESIGN IS THB COMPOSITE RESULT OF MULTIPLE LOAD CASES. 2 -188 Ib This truss is designed the not desiHHned for horizontal plate values are on loads testing and approval as regmired by IBC 1703 HANGERS SHOWN (IF ANY) ARE BASED ON 1.S" aping AS -05 Wind Specification SBH CATAL0T and ANSI/TPI and are reported in available NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS Bldg Enclosed = Yes, Importance Factor 1.00 ADDITIONAL FOR ADDITIONAL INSTALLATION NOTES document ESR -1118. FOR MULTIPLY CARRYING MEMBERS. HANGERS Truss Location = Not End Zone MAX 4illDDEFTION (a an) L/7- MEM 4-5 (LIVE) LC 30 Loaded for 10 PSP non -concurrent BOLL. SPECIFIED ARE BASED ON TYP. MANUFACTURER'S Hurricane/Ocean Line = No Exp Category = C ft L= -0.08" D= -0.03" T= -0.11" Loaded for 200 lb non -concurrent moving BCLL Drainage mast be to avoid PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. Bldg Length = 18.67 Ft, Bldg Width = 12.00 Mean roof height - 10.SO ft, mph = 85 EX.WB DEF CRITEHIAsL/120 provided ponding. May use adequate staples for gable blocks. Permanent bracing is required to ASCH7 II Standard Occupancy, Dead Load = 10.2 psf IN MEN S- 3; T= 0.00" aa� Jo1.t Locations of .BUILDING DESIGNER MUST VERIFY GABLE LOADS prevent rotation/toppling. Refer to Designed as Main Wind Force Resisting System �� $:8: p g g: $: a AND HAVE LOADS, IF APPLICABLE. THIS TRUSS IS DESIGNED TO SUPPORT TBH LOADS SPECIFIED SCSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. - Low-rise and Components and Cladding Tributary Arem = 28 egft s s- 0- 0 BASED ON THE O.C. SPACING AND ANY Hanger nail points that protrude tbroagh the Vertical members exposed to winds 4- 1, 5- 3 CaI7TCAL >a !; yC83: costa' OU1.q)/ 'ltats•(oOl. CSL ADDITIONAL LOADS SHOWN. bracin 0 56" intervals, back face of the girder shall be clinched for ----------LOAD CASE 81 DESIGN LOADS ---------------- Dir L.PIf L. Loc H.PIf R. Loc LL/TL 1-2 -10 1.40)/ 11(1.603 0.16 2-S [+1 gable repgaired i a:posed to w nil load applied to Fnce. or covered sa£et 20 bottom chord dive load NOT required TC Vert 192.00 0- 0- 0 182.00 S- 0- 0 0.58 _10 1.60)/ 11 1.60 0.18 IC COMP. (DUI.)/ iHgS.(o0Y-) CSI See ITWBC6's Gable Bracing Details. Baf on tis tress, per IBC/IHC regmirements for attics with limited storage. BC Vert 14.00 0- 0- 0 14.00 S- 0- 0 0.00 4-3 / 844 1.2$ 0.57 iM COMP. UR / TENS.(DUR.) CSI t-4 -226 1.25 / 0.03 E-4 -881 1.E5 / 0.13 2.5 -881 1.ES / 0.13 3-5 -228 1 -ES / 0.03 it To W r'_ C �ZM :10 G)0 7 3X4 Li 2.5X4 N 3 1 I 2.5X4 -MUS261 5-0-0 r •MUS26 4 5 TYPICAL PLATE: 1.5X3 All connector plates are ITWBCG Wave 20 ga., unless preceded by "W for Mgh Strength 2D ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports Circled plates and false frame plates are positioned as shown above Shift gable stud plates to avoid overlap with structural plates (or staple). 268 Bomelaood WARN/NGRead all notes on this sheet and give a copy of it to the Erecting PCAT' •'• This desIgns bran Individual buldingcomponentnottusa system. Rhos been based on specilcalons provided by he conponentmanufacWrer t and done In accordance wih be currenlversbns ofTR and AFPAdesign standards. No responsmAily, Is assumed for dimensional accuracy. Dimensions are to be veriled by he componentmanufacbrer and/or building designer prior to fabrication. The budding designer malas certain bathe bads T RUSWAL uIlzedonthis design motor exceed beloading Imposed by he local budding code and he particular application. The design assume Mottle top chord Is laterally braced by he roofor door sheahing and he bottom chord is laterally braced by a rigid sheathing material directly aoached, unless oherw'se noted. Bracing shown Is 6r lateral supportofcorrponenb members only b reduce buckling length. This componentshad notbe placed in any ® SYSTEMS environmenthatwUcsuse he moisture contentofthe wood b exceed l9%and%or cause connector plate corrosion. Fabricate,handie.1nstal) end brace this truss in accordance wih he following standards:'Jointand Culling Detail Repors' available as outputtom Truswal solware, A7WBuilding Components Group, Inc 'ANWM".WTCAV.Wood Truss CouncdofA ericeStandardDesignResponsibEes•'BURDINGCOMPONENTSAFETYWFORMATION'- 4445Nor1hpark Dr.S1e.102,Cob.Spgs, C080907 (BCSI1-03)and'BCSI SUMMARY SHEETS by WTCAand TPL The Trues Rata hs/bb(TPI) s located at583 D'Onotlo Drive•Madson, TRUSPLUS 6.0 VER: T6.5.1 aconsin 53719. The American Forestand Paper Assoclalon(AFP/) Is located all 11119b Street NW, Ste 800,Washingbn, DC 20036. rm r l CIV1�- a�P Ofi C312912Q1 2 pL1F� s Istruction I0112_L000 "00001 1 Wil: Drive_C_0400112_L000 DSgar: BW TC Live 20.00 psf TC Suaw(Pf) 0.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 7.00 psf Code: CBC -2010 SLC = 34 WT: 280 LiveDor L=1.ZS P=1.2S j SnowDar L=1,15 P=1.15 Rep 1[br Bad Comp Tens 1.00 / 1.00 1.00 1O.C.Spacing 2- 0- 0 t:f �`v • i f .s o—Z I •S,a� 1'0.1 F 7/141 +' h f ' ! Jft MU 46 -� - S 00 _ 00 0 00 i 1� i4 3 J _ BUTTE C _ BUILDING AP ROS �.. 0-Z !- f . N! QD 'n^^ Y,