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07-2801 (SFD) Truss Calcs_ jrGg' �✓ L L v t, y■■■■ G S'j��T}. .■■``,■■■■ ■•• s ` . D.B.A Boulder West Components r 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 r CITY OF LA OUINTA BUILDING & SAFETY DEPT. APPROVE® FOR CONSTRUCTION I BY DAT SELECT BUILD S.C.F. LOT 111 PENTA RESIDENCE 12-19-2007 U 0 ey REVIEWED BY CONSULTANT FOR CODE COMPLIANCE THESE PLANS AND SUPPORTING DOCUMENTATION HAVE BEEN REVIEWED AND FOUND TO SHOW COMPLIANCE WITH THE CALIFORNIA BUILDING CODE AS ADOPTED BY THIS JURISDICTION. ISSUANCE OF A BUILDING PERMIT BASED UPON THESE PLANS IS RECOMMENDED SUBJECT TO APPRO AL BY OTHER APPLICABLE AGENCIES AND ANY CON IONS NO ED I THE ENCLOSED LETTER. D By V/.A C D[ mR7C. 1 DATE SHOP DRAWING REVEEW r"No EXCEPTION TAKEN ® REJECTED Q SUBMIT SPECIFIED ITEM ® REVISE & RESUBMIT U MAKE CORRECTION NOTED This drawing has been reviewed for general conformance with the construction documents only. This drawing may be subject to cdditionol requirements shown in the construction documents. The contractor is responsible for. all dimensions, which shrill be confirmed and correlated at the job site; fabrication and techniques of construction; coordination of work with all other trades; and, the satisfactory performance of all work. YOUNG ENGINEERING SERVICES Date - -a? By E c'YAO + A a � D.B.A. BOULDERS WEST COMPONENTS CONTENTS PACE EXPLANATION OF ENGINEERED DRAWING......... ..1 DETAIL FOR COMMON AND END )ACIDS 16 PSF........................................................2 DETAIL FOR COMMON AND END JACKS - 20 PSF........................................................3 SUPPORT OF B.C. OF STANDARD OPEN END JACK.......................................................4 HANGER BLOCKING DETAIL TOR UPLIFT ONLY)........................................................5 INTERIOR BEARING OFFSET DETAIL......................................................................6 BEARING BLOCK DETAIL 3 V BEARING ...................................................... ........... T BEARING BLOCK DETAIL 5 V BEARING...................................................................8 UPLIFTTOE -NAIL DETAIL...................................................................................9 WEB BRACING RECOMMENDATIONS.......................................................................10 T -BRACE AND I BRACE........::............................................................................11 VALLEYTRUSS DETAIL.......................................................................................12 PURLIN GABLE DETAIL .................................................................:....................13 PURLIN GABLE DETAIL (CONT)D.).).........................................................................14 •STANDARD GABLE END. DETAIL..*....-..... . ........... ..15 STANDARD.GABLE END DETAILLONT'D.j...............................................................16 MT.) OUTRIGGER DETAIL...:..............................................................................1T STD. REPAIR - MISSING STUD ON GABLE TRUSS..........................................................18 STD. REPAIR - BROKEN STUD ON GABLE TRUSS........................................................19 STD. REPAIR - . REMOVE CENTER STUD ON GABLE TRUSS............................:...............20 STD. REPAIR - NOTCH 2X6 TOP CHORD ON GABLE. TRUSS...........................................21 STD. REPAIR - NOTCH 2X4 TOP CHORD ON GABLE TRUSS...........................................22 STD. REPAIR - REMOVE INTERIOR VERTICAL MEMBER.............................................23 STD. REPAIR - TO RIP INTERIOR VERTICAL MEMBER...............................................24 STANDARD REPAIR DETAIL - 25%...................................................................................25 FALSE BOTTOM CHORD FILLER DETAIL..............................................:..................26 OVERHANG REMOVAL DETAIL....:........................................................................2T SCAB APPLIED OVERHANGS................................................................................28 d G MANUFACTURED FOR SELECTBUILD DISTRIBUTION DESIGN CRITERIA TC LL p$f BOULDER WEST COMPONENTS TC DL p s f INDIO. CA 6C DL psf Ir T I A TOTALLO D p sf DWFACTOR 11UALI IV AUD11 ED BY TIMBER PRODUCTS INSPECTION, INC. SPACING • TIMBER 0 T INSPECTION March 21, 2006 To Whom It May Concern: This is to -verify that Boulder West Components of Indio, CA is a subscriber in the Timber Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and GTI Truss Quality Auditing Programs ate recognized by the International Accreditation Service (IAS) with the assigned number of AA --664. TP and the GTI quality assurance marks have been recognized in the west by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third party audits at the Boulder West Components of Indio, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. Boulder West Components personnel are authorized to apply the GTI quality mark to trusses that are manufactured in accordance with the latest revision of the A- '=stanciar(is. All s ping takes place at the truss manufacturing facility, under supervision of qualified plant personnel. • If you have questions regarding the status of any plant in the TP/GTI program, please contact Pepper Browne at (360) 449-3840 ext. 11. Sincerely, Brian Hensley Truss Manager — Western Division 105 SE 124th Avenue • Vancouver, Washington 98684 • 360/449-3840 • FAX: 360/449-3953 P.O. Box 919 1641 Sigman Road Conyers, Georgia 30012 • 770/922-8000 - FAX: 770/922-1290 Job russ cuss YPe ty IY DISPLAY ROOFV COMMON 1 1 I a e� 40' ' k Industries,Inc. Anon Mar 1 M:My age 1 A.-060 -22--0-0 54.5 10-2.3 15.8-0 .19-9-13 247-11 30-0-0 , 324-0 2-0-0 5-45 4-9-13 4-9-13. 4-9-13 4.943 S -4-,S 241-0 4z4 = 6 Cruto 12 1:1 U \ tf4 11 . ]x4 • 5 \ ]•t4 4 8 4 Ep ,x4, '� ,x. ls ` n 2 10 3.5 _ 14 13 12 ]x6 = Br 10-2-3 9-7-11 10-2-3 ,-late Offsets IX,Y): (2:0-3-0,0-1 41. (10:0-3-0,0-1-41H LOADING (psf) 1 SPACING 2-0-0 J m CSI - N DEFL in poc) 'Ifdefl P PLATES GRIP TCLL 20.0 1 Plates Increase 1.15 L, TC 0.29 Vert(LU -0.09 14 .> 999 '->907 M112D 249/190 TCDL 1O.O Lumber Increase 1.15 ,\ 6C 0.83 Vert(TL) -0.39 12-14 BCLL 0.0 Rep Stress Inv YES WB 0.36/(� Horz(TU 0.07 10 n/a 0 ESCDL 10.0 Code SOCAIANS195 L 1st LC LL Min Well = 240 Weight: 158 Ib LUMBERBRACING TOP CHORD 2 X 4 SYP No.2 U TOP CHORD Sheathed or 4-2-1 oc purrins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceTng directly appl;ed•or•8-6-1 1 oc bracing. WEBS 2 X 4 SYP No.3 P S REACTIONS Ilb/size) 2=1317/0-3-8, 10=1317/0-3-8 Max Harz 2=-1750oad case 5) Max Uplift2= 341(loadc/ase 41. 10 --341 (load case 51 FORCES Load Case Only \ 1r (lb) -First TOP CHORD 1.2=26, 2-3=-2024, 3-4=-1722, 4-5=-1722, 5-6=-1722, 6-7=-1722, 7-B=-1722, 8-9=-1722, 9-10=-2024, 10-11 =26 TCHORD 2-14=1794, 13-14=1140,12-13=1140, 10-12=1794 BS 5-14=-294, 7-12=-294; 3-14=-288, 6-14=742, 6-12=742, 9-12=-289 VE. �(� f 1TES v y Unbalanced roof live loads have been considered for this design. Wind: ASCE 7.98 per BOCA/ANS195. 90mph. h=25h; TCDL=5.0psf; BCDL=S.Opst: occupancy category It: exposure C: enclosed:MWFRS gable end zone: eanclever.left and right exposed ; end vertical left and right exposed;Lurnber DOL- 1.33 plate grip DOL- 1.33. 31 Provide mechanical connection lby others) of truss to bearing plate capable of withstanding 341 Ib uplift at jo;nt 2 and 341 lb uplift at joint 10. A Cumulative Dimensions- AA TC, 6C, and Web Maximum Combined Stress tne- res LOAD CASE(SI Standard B Panel Length Leet - inches - sixteenths) N Deflections finches', and Span to Deflection Ratio C Slope 0 Input Span to Deflectn-n Ratio O Plate Size and Orientation P Mrrek Plate Allowalifes (PSI) E Overall Height O Lumber P•equ'aements F Bearing Locatron R Reamion tpounds) G Tans Span Ifeer - inches - rixteenths/ S Minimum Bearing Required (inches) H Plate Offsets T Maximum Uplift andror Horizontal Aeaction it Applicable I 'Design Loading (PSF) U Required Mernber Bracing J Spacing O.C. (feet - inches - sixteen[.` .) V Member Axid Farces for Load Case 1 F Duration of Load for Plate and Lumber Design :1r Notes L Cade X Additional Lo-_-dsi'Load Cases 0 DETAIL FOR COMMON AND END JACKS MII/SAC - 8 -16PSF 3/30/2004 PAGE 1 MAX LOADING (psf) SPACING 2 0 0 BRACING M(Tek Industries, Inc. ®� OTCLL 16.0 PIncrease 125 Western Division TCDL 14.0 Lumber Increase 125 TOP CHORD Sheathed. BCLL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. BCDL 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF, HF, DF -L No.2 LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, HF, DF -L No.2 AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3XB MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE Wl (.131"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS / NOTE: TOP CHORD PITCH: 4/12.8/12 BOTTOM CHORD PITCH: 0/12-4112 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. • • \ SUPPORT AND CONNECT OI N BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5) LGT TOE NAILS SUPPORTS SHALL BE PROVIDED a'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162 -DIA. X 3.5- LGT) TOE NAILS 3x4 - / CONN. W12 16d COMMON WIRE (0:162"Dill X 3.5" LGT) TOE NAILS B-0.0 -- EXT. 2.0-0 40-0 2-0-0 EXT. EXT. 2-0-0 EXT: 2-0-0 2-0-0 CONN. W/3 16d COMMON WIRE (0.16'7 -DIA. X 3.5" LGT) TOE NAILS "-N BOTTOM CHORD LENGTH MAY BE 2'-0" W -V I 3X4 - OR A BEARING BLOCK CONN. W216d COMMON WIRE(0.162"DIA. X 3.5') LGT TOE NAILS OR SEE DETAIL MIVSAC-7 FOR 2.0.0 8-0-0 PRESSURE BLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. 0 ® WARMNG • DcrVy desfga parametem and READ NOTES 01177US AND INCLUDED IMEKK REFERENCE PAGE AUT -7473 BEFORE USE. Design void lot use only with MITek conneclors. Thls design Is based only upon parameters shown, and Is for on indfvldual building component. AppfcabMty of design paromenlers and proper Incorporation of component Is responslbNly of building designer - not Inas designer. Brodng shown h [or lolerol support of Indrm Aduol web members only. Additional temporary bracing to Insure slablilly during construction Is the responsibli lly of the erector. Additional permanent bracing of the overall structure Is the responslblafy of lhe'buliding designer. For general guidance regarding fabrication• quofily control sloroge, delivery, erection and bracing, consult ANSI/TPIi QuaBty Cdlerla, DSB-B9 and BCSII BuIlding Component Safety informa9on avaBable Irom Truss Piale Inslilule. 583 D'Onofrio DrNe. Modhort M 53719. 1• - ti— � 1 fi AUG Q 7 2007 7777 Greenback Laneor,ais Sidle 109 Citrus Helghls, CA, 9581 MOWS DETAIL FOR COMMON AND END JACKS MIUSAC - 8 -20PSF 8/31/2005 PAGE 1 -2-" MAX LOADING (pS1) IS�ACING z 0 o I BRACING I MITek Industries, Inc. TCLL 20.0 Plat_S Increase 1.15 TCDL. 16.0 Lumber Increase 1.15 TOP CHORD Sheathed. Western Division BCLL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF -L No.1 BOT CHORD 2 X 4 SPF, HF. DF -L No.2 NOTE: TOP CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0/12--4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. • LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0° MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS @c3- D.C. 2 ROWS SUPPORT AND CONNECT/BYOTHERS OR 2-16d COMMON WIRE (0. 162 -DIA. X 3.5') LGT TOE NAILS SUPPORTS SHALL BE PROVIDED 0 4'-W O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162 -DIA. X3.5- LGT) TOE NAILS 3x4= CONN. W216d COMMON WIRE 6-0-0 B -G -O 4-0-0 2-0-0 EXT. EXT. 2-0-0 EXT. _ 2-0-0 _ 2.0-0 3X4 — BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARING BLOCK X 3.5- LGT) TOENAILS FACT. 2-0-0 CONN. W1316d COMMON WIRE (0.162"DIA. X 3.6" LGT) TOENAILS CONN. W216d COMMON WIRE(0.162"DIA. X 3.5") LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. WARNING- VeH fg deafgn parmnefma and READ NOTES ON im AND D MAMED WTFXREFF.RF =PAGE MU 7473 BEFORE OSE. gn vo4d for use only with M(fek connectors. This design Is based only upon parameters shown, and k for an IndMdual building component. ftob@ly of design pparamenlers and proper krcorporollon of component h responslb@ly of buBdfng designer -not hiss designer. Bradng shown r lateral support of IndHldual web members only. Additional temporary brochrg to Insure slob@ty dur(ng consiNcllon Is the responsibl@ly of the :for. Additional permanent bradng of the overa6 r}rudure 4 Iha tesponstb@fy of IFre buBding designer. Fat general guidance regarding ka°on, qua�ly control, storage, de4very, erection and bracing, comull AN51/TPII Qualify Crlleda, D58-84 and BCSII BuOding Compenenl �h InloanaBon avallOble IromTruss Plate Ins111u1e, SB3 D'Onoldo Drlva. Madison. WI53719. AUG 0 7 2007 7717, Greenback lane .,�® Sidle 109 IRS Citrus Heights, CA, 8561 MiTek° SUPPORT OF B.C. OF STANDARD OPEN END M11/SAC - 7 3/30/2004 PAGE 1 JACK USING PRESSURE BLOCKS • • CAI sl GIF CAL GIR[ Loading (PSF): BCDL 10.0 PSF MAX 2x4 bot. chord Carrier truss I of Jack r`2- (.131"X3.0" MIN) �- Je RA1CS (typ) ~� 1 2x4 block jack -between jacks, -� �~ russ nalfed to carrier (hp) w/6 W/(.131'X3.(" MIN) nails spaced at 3" D.C. PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss I"X3.0" MIN) NAILS (typ) 6-0-0 4 24"TYP CHORD OF OPEN END JACK 3C W16 -(.131"X3.0' MIN) NAILS @ 3" O.C. U ® IVARMNO • VarVy design pa aters and READ NOTES ON 7X76 AND INCLUDED N77EIr REFZRENCE PAGE MD -7473 BEFORE OSS. Design valid for use any wBh Millek connectors. Thi design Is based only upon parameters shown, and Is for an IndMdual building component. AppGmblUty of design paromenters and proper Incorporation of component Is responsibNly of building designer - not truss designer. Bracing shown Is for lateral support of ndivldual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblmly of the erector. Additional permanent, bracing of the overall structure Is the responsiblilly of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, ereclion and bracing, consua ANSIAI'll Quality Criteria, OSB•89 and BCSII Building Component Safety Information available IrannTruss Plate Inslllule. SM D'Onolrio Drive. Madison, WI 53717. MiTek Industries, Inc. Western Division �a 1. AUG 0 7 2007 7777 Greenback Lane �v® Suite ru Heights, 09 Citrus Heights, CA, 8561 MiTe.k NGER KING SEP. 15, 2003 J HA FOR U LIFLOC ONLY) TAIL 1 ST-HGRBLK n ElD (R) 0 00 0 ona. L� MiTek Industries, Inc. PAGE 1 OF 1 BLOCK CONNECTED TO TIE-IN TRUSS WITH MITEK 20 GAUGE (M20) CONNECTOR PLATES (REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE AND LUMBER SIZES). ALTERNATE CONNECTION OF BLOCK: USE 3" X 6" NAIL -ON -PLATE WITH FOUR 8d X 1-1/2" NAILS INTO EACH MEMBER FROM EACH FACE. (DO NOT USE HOLES WITHIN 1/2" OF THE EDGE OF A MEMBER)., TOTAL 16 NAILS. FILL ALL NAIL HOLES TO PROVIDEiFULL TIE-IN TRUSS UPLIFT CAPACITY OF HANGER. THIS DETAIL IS NOT TO BE USED WHEN HANGERS EXTEND ABOVE THE BOTTOM CHORD OF THE GIRDER. HANGER NAILS WITHIN 1/2" OF THE TOP EDGE OF THE TIE-IN TRUSSES TOP CHORD OR THE BOTTOM EDGE OF THE BLOCK ARE CONSIDERED INEFFECTIVE FOR LOAD TRANSFER. CONSULT HANGER MANUFACTURER FOR ADJUSTED HANGER UPLIFT CAPACITY. CHORD :R TRUSS [ry �17�• • R3 AUG n 7 2nn7 INTERIOR BEARING OFFSET DETAIL MII/SAC - 6 3130/2004 PAQE 1 ®® 0 Mal LJ MITek Industries, Inc. Western Division NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 1/2" MAX) BOTTOM CHORD PITCH MAY VARY NOTE: THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS SINGLE WEB JOINT TRIPLE WEB JOINT DOUBLE WEB JOINT rt • IXP. 9�03pg T(6D ��CfiCAlll�OaN AUG U, 7 ?007 ° •� WARMNG • VerVy design paramet m and READ NOTES ON THIS AND WCUIDED IdFIEIc EFERENCE FAGS =-7473 BEFORE VSE. Design valid for use only w8h Mifek conneclon. This design Is based only upon poromelan shown, and Is for an Individual building component. Applicability of design paromenfers and proper InV jAx r%arr o1 component k respon.1bi91y of building designer- not truss designer, Bracing shown k tar lateral support of Individual web members only. Addlllona) lemporory bracing to Insure slobllly during construction k the respansibtlply of the ereclor. Addilional permanent brocing of the overall struriure Is the responsibility of the bulding designer. For general guldonce regarding lobricolton, quafily conlrol, storage, delivery, erection and bracing, consull ANSI/TPII Quality Criteria, DSB•119 and BCSII Building Component - Safety Information available fromTruss Plate Institute. 583 VOW& Drive, Madison, WI 53719. 7777 Greenback Lane SUlla 10g qWs Heights, CA, 8501 MOW BEARING'BLOCK D T 11L 5..1/2'' BEARING M!!/sAC - 4A 3%25/2004 Fj4GE 1 REFER TQ INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. r- DF 10-5-8 ACTUAL BEARING- SIZEWITH rBOTTOM 2 ROWS @ 3" O.C. ALLC CHOP.p SIZE 736 LUMBER REAL AND SPF GRADE (lb) NAILING PATTERN 4232 (NOTE 1) (NC t gyp SYP NG BLOCK APPLIED ON ONE SIDE OF TRUSS )VliTek.lhkdlisirles, Iric. Western pivlslon BEARING BLOCKBEARING BLOCK. & WOOD BEARING ALLOWABLE LOADS ALLOWABLE LOADS --. ALLOWABLE LOAD (lb) 5590 2x4 BOTTOM CHORD DF 5156 855 6011 2 ROWS @ 3" O.C. HF 33 1 736 4077 (8 TOTAL NAILS) SPF 3506 726 4232 (I — ! gyp 481 1393 6054 DF 5156 1282 6438 BOTTOM CHORD HF 3341 1104 4445 ' Rows @ 3" O.C. (12 TOTAL NAILS) SPF 3506 1089 4595 SYP 4661 1858 6519 pF 5156 1710 6866 2:;8 BOTTOM CHORD 4 ROWS @ 3" D.C. NF 3341 1472 4813 (16 TOTAL NAILS) SPF 3506 1452 4958 ( FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES, 4" MINIMUM i HEEL HEIGHT 1 1; CK TO SESAME RADE, & SPECIES TING BOTTOM CHORD. _0 ONE FACE OF TRUSS 12" BLOCK 'TOTAL EQUIVALENT BEARING LENGTH - 0 -6-9 0-6-6 _ 0-610 ^ 0-7-2 --- — —4 0-6-13 _ - - - 0-7-5 _ _.. J . 0-7-11 0-7-5 -� 0-7-14 0-7-12 _ _.. J 1 F12Rwhe •: Qrr NOTES: AUG U 7 2107 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OE THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 3") MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2 -PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS 3'-0" LONG MIN. AND BLOCKS ARE ATTACH TO EACH SIDE OF 2 -PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2- 1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF =.425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. a Wi6WO - IF.,% doofg. pararrsetcrs and REdd NOTES GN THIS AND INCLODED A9TES REFERF.IVCE PAGE AIIf•-7473 DE'IDRIS ih'& 7777 Greenback Design valld for use only with M(Tek connectors. Thh aesfgn Is based only upon parameters sl"4 and h for on Indlv(duo' buMdlna compoheni. Sura TOB Applicability of design paromenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, b for loll supprA of Individual web members only. Additional temporary bracing to Insure stability during construction Is The iespohsib(Iliy of the erector. Addttlonal pefmoheni bracing o[ the ove(All structure Is the responsibility of the building deslgi im for geneial guidance rega}ding lobficatlon, quality control, storage, dervery, eiecflort a`rid biodng. consult ANSI/TPII QuaBfy Crlterla,'DSB-B9 and 6GS11 Bu11dIn� Co mpohenl i So)ey Informallon avalloble from Truss Plate Insillule, 583 D'Onotflo Drive.Madison, WI 53719. k� BEARING :BLOCK DETAIL 3 112" BEA`RINp t. MIUSAP .,.3A 3/25/2064 RA E 1 HF 2126 1104 ALLOWABLE RE ER.TO:INDIVIDUAL iRISS.DESiGN. FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail. to be used only with one ply trusses (EXCEPT AS NOTED BELOW) Wit a Pt.L. lumber increase of 1.15 or higher. Trusses h6t fftting.these criteria should be examined individually. 0-3-8 ACTUAL BEARING SIZE 3281 1282 HF 2126 1104 ALLOWABLE (12 TOTAL NAILS) BOTTOM CHORD SIZE 2231 LUMBER REACTION BEARING BLOCK I PND GRADE (lb) ALLOWABLE LOADS I NAILING PATTERN DF NOTE 1 (NOTE 4,5) NOTE 4 4 ROWS @ 3" O.C. i HF 2126 2966 929 iSYP 2X.4 BOTTOM CHORD 2 ROWS @ 3" O.C. 2231 DF 3281 855 HF 2126 7313 (e TOTAL NAILS) 0-5-5 SPF 2231 726 r 0-5-12 SYP 2966 1393 -_- BOTTOM CHORD DIF 3281 1282 HF 2126 1104 ...v ! 's p,OWS @ 3" O.C. (12 TOTAL NAILS) -- - - 2231 1089 — SPF 0-4-11 2957 SYP 2966 1858 DF 3281 1710 2%cB BOTTOM CHORD 4 ROWS @ 3" O.C. i HF 2126 1472 (16 TOTAL NAILS) see 2231 1452 ' iK FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM T HEEL HEIGHT 1 0 MITek Indus. - es, Inc. gl Wetefri Dlvt6)oi1 BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS ! ' Design void for use only with Mitek connectors. This design Is based only upon parameters shown, and h for an Individual building component. Sure 109 ei Glrus Heights, CA, 9561 A llcobB I of des n romenlers and proper Incorporation of com anent Is res pp ) y !g po pr p pa p ponslblBly of building designer -nal Irvss designer. Bracing shown is for 16leral support of lndlWdual web members only Additional temporary brodng fo hisure sloblfily dLtfng construction Is the responslbllBty of the LOWABLE LOAD (lb) NOTE 4 TOTAL EQUIVALENT BEARING LENGTH 3895 0A-9 -- - - 4136 0-46 2662 0-4-11 2957 0-4-10 4359 0-5-2 4563 _ 0-413 - 3230 0-5-5 3320 0-5-3 4824 0-5-11 4991 0-5-5 3598 0,5-14 3683 0-5-12 -_- BRG BLOCK TO BE SAME 22 1/2" B SIZE, GRADE, & SPECIES AS EXISTING BOTTOM CHORD. 12" ELDCK APPLY TO ONE FACE OF TRUSS. y ' • y1�t,: NOTES: AUG 0 7 2007 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM.. x 3' MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3'' TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY jpE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2 -PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS T-0" LONG MIN. AND BLOCKS ARE ATTACI TO EACH SIDE OF 2 -PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2- 1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 5-65 psi DF = 625 psi H F = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. 0 0 ®. WARMNO • Vcr fy design poramctem and READ NOTE$ ON THIS AND INCLUDED mm.K REFERENCE PAGE mu- 7473 Bii' j F. USE. 7777 Greenback Lane ,: �® ' Design void for use only with Mitek connectors. This design Is based only upon parameters shown, and h for an Individual building component. Sure 109 ei Glrus Heights, CA, 9561 A llcobB I of des n romenlers and proper Incorporation of com anent Is res pp ) y !g po pr p pa p ponslblBly of building designer -nal Irvss designer. Bracing shown is for 16leral support of lndlWdual web members only Additional temporary brodng fo hisure sloblfily dLtfng construction Is the responslbllBty of the erector. Additional permanent bracing of the overall sfruclure, Is the responsibility of the building designer. For general guidance regatdng .. labrical!on, quoBly control, storage, delivery, ereclton and biocing, consult ANSI/TPII Qklctlty Criteria, DSB-B7 and BCSII 9ullding Corhoonent p M Solely Iriformallori.avallable from Truss Plate Institute, SM D'Onofrlo Drive. Madison, WI 53719. iTdlc UPLIFT TOE -NAIL DETAIL MII/SAC - 25 11/18/2004 PAGE 1 ®� MITek Industries, Inc. NOTES: Western Division 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. ;TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/riail) DIAM. SYP DF HF 65.3 SPF-S 10 j .131 88.1 80.6 69.9 M2.6 59.7 Z O 135 93.5 85.6 74.2 80.6 63.4 l J ;n .162 118.3 108.3 93.9 97.6 80.2 82.8 72.3 Ft:) '128 84.1 76.9 66.7 65.3 57.0 Z l0 .131 88.1 80.6 69.9 68.4 59.7 148 106.6 97.6 84.7 82.8 72.3 r--- 120 73.9 67.6 58.7 57.4 50.1 Z ; O' .128 84.1 76.9 66.7 65.3 57.0 I o ' .131 88.1 80.6 69.9 68.4 59.7 ! I .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)-16d NAILS (.162" diam, x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity • AUG Q 7 2007 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 00° U2 SQUARE CUT SIDE VIEW SIDE VIEW (2x4, 2x6) (2x3) 3 NAILS 2 NAILS NEAR SIDELNEAR SIDE --f FAR SIDE NEAR SIDE AR SIDE 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3, 2x4) / 2 NAILS NEAR SIDE VN Mi - NEAR SIDE 45.00" V2 SIDE VIEW - (26) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE ® WAR.WNG - VeAfg design paramrt m and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE M71-7473 BEFORE USE, _71: 7777 Greenback Lane Design valid far use only with MiTek connectors. this design is based only upon parameters shown, and is for an individual building component. Suite 109 A licobll11 of design : Citrus Helahts, CA, 9561 pp y g paramenters and proper incorporation of component is responsibility of buldng designer -not truss designer. &acing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-B9 and BCSII Building Component iTekt Solely Information available from Truss Plate Institute. 5B3 D'Onofrio Drive. Madison. WI 53719. *CONTROLLED BY CONNECTION Mitek Industries, Inc. WEB BRACING RECOMMENDATIONS TYPE BRACING MATERIALS X-BRACE BAY SIZE X -BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE MAXIMUM WEB FORCE (lbs.) 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE C D 10-0" 4600* 4600* 4600* 6900* 1.344 4600* 4600* 6900* 4034 6382 MATERIA. AND SHAD. BE INSTALLED IN SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 3942* 3942* 3942* 5914* 1344 3942* 3942* 5914* 3942* 5914* 14'-0" 3450* 3450* 3450* 5175* 1344 3450* 3450* 5175* 3450* 5175* 1 3066* 3066* 3066* 4600* 1344 3066* 3066* 4600* 3066* 4600* —0" 2760* 2760$ 2760* 4140* 1344 2760* 2760* 4140* 2760* 4140* —0" 2509* 2509* 1 2509* 1 3763* 1 1344 2509* 1 2509* 1 3763* 2509* 3763* *CONTROLLED BY CONNECTION AUG n 7 X—BRACING MATERIAL FORM L.B-001-080193 I LATERAL BRACING MATERIAL 16d NAILS (SEE NOTES. 4 & 8) TRUSS WEB MEMBERS GENERAL NOTES TYPE BRACING MATERIALS 1. X -BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEIUNG DIAPHRAGM. THE DIAPHRAGM IS TD BE DESIGNED BY A QUALJF1ED PROFESSI NAL 1 X 44• IND; -45 SYP- 2.—THESE DAL•GUTAMONS-WED.-OWL-ATSWA .-BRACE--CARIMNG-Z%,-OF--TME--WF9,FORCE.- A —OR— 3. X -BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIA. AND SHAD. BE INSTALLED IN SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4 #2 SAB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALT_ BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-16d COMMON WIRE NAILS. (3-16d NAILS FOR 2X6 MATFRVJa 4. CONNECT LATERAL_ BRACE TO EACH TRUSS WITH TWO 16d COMMON WIRE NABS. (THREE 16d B 2 X 3 #3, STD, CONST (SPF, DF. HF, OR SYP) 5. NAILS FOR 2X6 LATERAL BRACES) LATERAL. BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. IL FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING. CONSULT C 2 X 4 3, STD, CONST SPF, DF, HF, OR SYP # ( ) DSI -69 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND HIB -91 HANDLING INSTALLING AND BRACING FOR RECOMMENDATIONS FROM TRUSS PLATE INSTfME, 5B3 D'ONOFRIO DRIVE, MADISON, WL 53719. 7. SEE SEPERATE TRUSS ENGINEERING FOR DESIGN OF WEB MEMBER D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) B. THE 16d NAILS SPECIFIED SHOULD BE 3.5 LONG AND 0.16x' IN DIAMETER. W ACCORDANCE _ WITH NDS 1991. AUG n 7 X—BRACING MATERIAL FORM L.B-001-080193 I LATERAL BRACING MATERIAL 16d NAILS (SEE NOTES. 4 & 8) TRUSS WEB MEMBERS T -BRACE AND L -BRACE Nailing Pattern L -Brace size Nall Size Nail Spacing 1X4 or 6 10d (0.14BX3") B" O.C. 2x4, 6, or 8 6d(0.162X3 1/2") 8" O.C. Note: Nail along entire length of L -Brace or T -Brace (On Two -Plies Nall to Both Plies) • WEB 9 t Nails .- SPACING VIII/SAC - 23 18/27/2004 I PAGE 1 MITek Industries, Inc. Western Division L -Brace or T -Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 2x4 2x6 1x6 2x6 2x8 2xa k*' "• DIRECT SUBSTITUTION NOT APUCABLE. Section Detail Nails Nails` Web Web L -Brace T -Brace T -Brace ori -Brace Size for Two -Ply Truss L -BRACE or T -BRACE Web Size 2x3 or 2x4 2x6 2x6 Specified Continuous Rows of Lateral Bracing 1 2 (I -Brace 2x4 •2x4 2x6 2x6 2x8 2x8 Nails� 10d (0.14BX31 Q 9" o.c. Web I -Brace r Nailson Detall AUG U I _tlMf Note: 1.. L -Bracing or T -Bracing to -be used When continuous lateral bracing is impractical. L -brace must cover 90% of web length. 2. L -Brace or T -Brace must be same species grade (or better) as web member. 3. The Stabilizer or Eliminator of MiTek Ind. Inc, can replace the bracing members. Please refer to engineering document provided by MiTek Ind. Inc. WARA Mi • 9erVy dr fpn parameters and AMD NOTES ON TMG AND MCLDDSD M77ZK JESFMENCB PAOR IM -7473 JMM- RD VSSF„ Design void for ins only wllh MBek connocion. This design h based only upon parameters shown, and Is los on Indlvlduol building component. Applicability of dedgn9wornentess and proper Incorporation of component Is responslhli ly of bulding designer- not Truss designer. Bracing shown k lar lolerat rcuuppporl of indlvldual web members onty. Addlllonal temporary bracing to Insure slabl0ly during construction is the rasponsfbtMly at the ersdor. Addlllonal parmaneni bracing of the oyeral structure h the respons% llyy of the buliding designer. For general guidance regmding labdcatlon, qualify coniro( alorage, de8very, erection and bracing. eonsun ANSIMH Quality Crllefid, OSB -81' and BCSII eullding Component Salaly Information available from Truss Plate Institute, 5B3 Yonaldo Drive, Madison, WI 63719.. lire9BDBt9C Lena s sunit s Toe alNe Heights, CA, 8681 MMak VALLEY TRUSS DETAIL . . MII/SAC - 19 4/26/2004 PAGE 1 OF 2 • GABLE END, COMMON TRUSS OR GIRDER TRUSS LIVE LOAD = 60 PSF (MAX) DEAD LOAD = 16 PSF (MAX) D.O.L. INC = 1.15 B5 MPH WIND SPEED, 3 SECOND GUST MITek Industries, Inc. Western Division NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) (.131"X3.0" MIN) \_ TOE NAILS DETAIL A I (BASE TRUSSES SHEATHED) 12 TOE - NAIL VALLEY TO BASE TRUSS W/ (2) (.131'7X3.0" MIN) TOE NAILS. VALLEY TRUSS RESTS ON 2x6 ATTACH 2x6 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.131"X3.0" MIN) NAILS INTO EACH TRUS BELOW DETAIL B (GREATER THAN 3/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/TWO (.131"X3.0" MIN) NAILS INTO EACH TRUSS BELOW ATTACH VALLEY TO Dlo2 BEVELED 2x4 W/ (2) (.131"X3.0" MIN) TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSS W/ LESS THAN 6/12 PITCH) (2) (.13173.0" MIN) TOE NAILS ° ° AUG 0 7 2007 NOTES: 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30'-0" MAX AND PITCH BETWEEN 2-6/12. 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD ' OF BASE TRUSS WITH SHEATHING ( BY OTHERS) 3. MAX WEB LENGTH WITHOUT BRACE (61-3") WITH BRACE (12'-6") 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPACING OF VALLEY TRUSSES (24" O.C.) THAN ADDITIONAL 2X4 BRACING IS REQUIRED. S. LATERAL BRACING SHALL BE NAILED W/MIN 2 l Od NAILS. ® WARMNG - Ver n dealgn parameters and READ NOTES --JUS AND INCLUDED WTEK REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with Welt conneclors. This design Is based only upon parameters shown. and Is loran Individual building component. Applicability of design ppaarromeniers and proper tncorporollon of component 4 responsibmly of bulldjng designer- not Iruss designer. Bracing shown is for lolerol suppori of Individual web members only. Addlllonal temporary bracing to Insure slobf1ly during construction h the responsibility of the erector. Addillonolpermorienl bracing of the overall structure It the responsibility of the building designer. For general guidance regarding labricallon, quality conln:4 storage, dellyery, erection and bracing, consult ANSI/TPII Quality Crileria, DSB-89 and BCSII Building Component Safety Information available hom7russ Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. 7777 Greenback Lane+q Sidle 109Heights. Citrus Heights, CA, 9561 - RM M ITT° ry 11 4 1 1 1 -- u u n j 1 --- n u n u u 11 11 -- --- -- n n n u II 11 --- n n I� 1 d I, -- 1 1 11 1� 1 1' 1' '1 '1 11 11 1 11 11 II n 11 It 11 1 II II , '1 I II � 1' 1' jl 11 1 11 11 11 11 11 Ij 1 1 11 I II Ij I� 11 II 1 11 1 BASE TRUSSES VALLEY TRUSS TYPICAL TYPICAL (24' O.C. ) ( 24' O.C. , VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS a 174"n r_ 1 I OR GIRDER TRUSS BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) (.131"X3.0" MIN) \_ TOE NAILS DETAIL A I (BASE TRUSSES SHEATHED) 12 TOE - NAIL VALLEY TO BASE TRUSS W/ (2) (.131'7X3.0" MIN) TOE NAILS. VALLEY TRUSS RESTS ON 2x6 ATTACH 2x6 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.131"X3.0" MIN) NAILS INTO EACH TRUS BELOW DETAIL B (GREATER THAN 3/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/TWO (.131"X3.0" MIN) NAILS INTO EACH TRUSS BELOW ATTACH VALLEY TO Dlo2 BEVELED 2x4 W/ (2) (.131"X3.0" MIN) TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSS W/ LESS THAN 6/12 PITCH) (2) (.13173.0" MIN) TOE NAILS ° ° AUG 0 7 2007 NOTES: 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30'-0" MAX AND PITCH BETWEEN 2-6/12. 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD ' OF BASE TRUSS WITH SHEATHING ( BY OTHERS) 3. MAX WEB LENGTH WITHOUT BRACE (61-3") WITH BRACE (12'-6") 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPACING OF VALLEY TRUSSES (24" O.C.) THAN ADDITIONAL 2X4 BRACING IS REQUIRED. S. LATERAL BRACING SHALL BE NAILED W/MIN 2 l Od NAILS. ® WARMNG - Ver n dealgn parameters and READ NOTES --JUS AND INCLUDED WTEK REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with Welt conneclors. This design Is based only upon parameters shown. and Is loran Individual building component. Applicability of design ppaarromeniers and proper tncorporollon of component 4 responsibmly of bulldjng designer- not Iruss designer. Bracing shown is for lolerol suppori of Individual web members only. Addlllonal temporary bracing to Insure slobf1ly during construction h the responsibility of the erector. Addillonolpermorienl bracing of the overall structure It the responsibility of the building designer. For general guidance regarding labricallon, quality conln:4 storage, dellyery, erection and bracing, consult ANSI/TPII Quality Crileria, DSB-89 and BCSII Building Component Safety Information available hom7russ Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. 7777 Greenback Lane+q Sidle 109Heights. Citrus Heights, CA, 9561 - RM M ITT° PURLIN GABLE DETAIL MIIISAC -12 7/!5/2005 PAGE 1 OF I I COMMON IFIRST PURLIN GABL ' ' --- - -- Il— ,—,— THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE TRUSSESBELOW. • SEE DETAIL SEE DETAIL JACKS JC) C) (D C) T- _= 2 2 SEE SHEET 2 OF 2 FOR ALL DETAILS U) U) F - Z O O U F- in W LL MITek industries, Inc. Western Division STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. Z -V 5x5 3x5 . 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL 43 /.3 A& WARNING. 7erW dealgn peva etum and READ MUTES ON WITS AND INCLUDED W7EKREFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only wllh Welt connectors. This design is based only upon parameters shown, and is for an Intduol building cemponeni. Appreab0ly of design ppaarromenlers and praperincorporalton of eomponenl h rmponsiblrty of burding designer -not buss designer. Bracing shown !s lar lateral support of Indlvlduol we members only. Addlllonal temporary bra.Ing to Insure slablrty during eonstrucllon Is the responsibllrty of the erector. Addrlonal permanent bracing of the overall slnsclure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, dervery, erection and bracing, consull ANSIyfPil Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onoldo Drive. Madison, WI 53719. AUG 0 7 200 7777 Greenback Lane sure tog Glnrs Heights, CA, 9561 MOW PURLIN GABLE DETAIL MI(/SAC - 12 7/15/2005 PAGE 2 OF 4 • • 16d NAILS 6" O.C. ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 1 O NAILS (.131" DIAM. x 3") SPACED 9" O.C. GIRDER DETAIL #2 THE PURLIN GABLE DOES ALIGN WITH THE END OF THE FW TOP CHORD SECTION. / V PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 MITek Industries, Inc. Western Division 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS THE TOP OF THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN GABLE IS DROPPED LESS THEN ALL THE OTHER HIP TRUSSES. THE BOTTOM EDGE OF THE PURLIN GABLE ALIGNS WITH THE LEFT FACE OF THIS TRUSS AND BEARS ON TOP. DETAIL #1 APEX DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER �C049919 W. 9.30-M f a} orm quo AUG 0 7 2 7 ® WARNMM- 9erW design parameters and DEAD NOTES ON TMS AND MCLVDED IUZFJC REFERENCE PAGE MI -7473 BEFORE VSE. Intormflon available tramTrua Fiala 777 Greenback Lane = 'NaSulle 5 re Qlrua Helgbta, CA, 9581 Miele STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 1 OF 2 H *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR —ALTERNATE BRACING DETAIL — 1X4 OR 2X3 (TYP) VARIES TO COM. 12 TRUSS SHEATHING (BY OTHERS) 3 1/2" �1 1/2" NOTCH AT 24" O.C. (MIN.) TOP CHORD NOTCH DETAIL CONT. BRG 211 P o c co o s I VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. SFr;TION A -A LOADING(pst TCLL 50.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 TOP CHORD BOT CHORD OTHERS • SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC/IRC 2 X 4 DFUSPF/HF - No.2 2 X 4 DFUSPF/HF - STUD/STD 2 X 4 DFUSPF/HF - STUD/STD 61( 4uu 3x5 = 24" MAX 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW MiTek Industries, Inc. Western Division 24' O.C. _TYP - END WALL 0% GID CEILING MATERIAL DETAIL - A LATER L BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 7'-011 2 - 16d 1-0-0 16 INCH O.C. OVER 8'-6" 4 - 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRACE 12 INCH O.C. 6-7-0 13-2-0 1-0-0 16 INCH O.C. 24 INCH O.C. _R_n �_ _ _O NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3 -SECOND GUST, EXP. B. HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 8'-6-. TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24' O.C. 'ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 1 OD NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 r16� ®WARNING. VerW design parameters and READ NOTES ONTXTS AND INCLUDED ?a ER REFER.&NCE PAGE AW -7473 BEFORE USL". MMM a 7777 Greenback Lane Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �oQ Sure 109 Glrus Helghls, CA, 9561 Applicability of design oramenters and -Inc ro11on of comp,onenf h res onstbiGl of buBdin designer not truss designer. Bracing shown PP tls g P Prof area P Y 9 g 9 9 Ifor lateral support of Individual web members only. Addrional lemporory bracing to insure stability during construction is the responzlbBGly of the , ereclor. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quaGly control storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSB-89 and BCSI1 Bullding Component Welk' Safety InlormaBon available from Truss Plate Imtilule, 5B3 D'Onolrlo Drive, Madison, WI 53719. • STANDARD GABLE END DETAIL MIM/SAC - 20 4/27/2004 PAGE 2 OF 2 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2- 10d (TYP) SIMPSON A34 — OR EQUIVALENT LEDGER 2X4 No. 2 OR BTR GABLE EN 6'-3" MAX TO BEARING WALL + 45' STRONGBACK 2X4 No. 2 OR BTR 2X4 BLOCK 2X4 ST JD OR BTR SPACED @ 5'-0" O.C. SHALL E PROVIDED AT EACH END OF BRACE EXCEPT FOR BRACE EXTENDED INTO E CHORDS & CONNECTED TO CHO S W/ 4- 10d NAiLS. MAX. NGTH = T-0" STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE BRACING DETAIL NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2 2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. •3;2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS 4)THE 10d NAiLS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THiS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER iF THERE ARE ANY QUESTIONS. Ale _ SON_ _ . l(S�/J FJCP. 9-34.08 `% Clvn. AUG 9 7 7-007 ® WARNING • Verify dcalgn pa-un.t-- and READ NOTES ON TATS AND INCLUDED MI7EK REFERENCF. FAGS M17•7473 BEFORE USF,. 7777 Gree �Q Design valid for use only with MfTek conneclom This design Is based only upon parameters shown, and Is for an Individual building component. SuOe 109 Applicability of design paromeniers and p&p. -.Inc orporation of component Is responstbiGly of building designer - not Iruss designer. Brocing shown Citrus Heights, CA, 9561 is for lolerol support of individual web memnly. Additionot temporary bracing to Insure slabBily during construction h the responslbiilly of the erector. Addllionat permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding nil fabrication, qua0fy control, storage. defrvery, erection and bracing, consul! ANSI/TP11 Quality Criteria, DSH-89 and BCSII Building Component M�Tee�/` Safely Informa0on avon bfe Irom1russ I'lote Inslllute, 511317Onofrlo Drive. Madison. WI53719. RR '• f 27ck M0.1 H.h. OR EQ. OUTRIGGEFLo Q 1k" O.G. TIP. U.H.O. 4-IbV SHG HAILb INTa eaC.N OUTRIGGER TIP. 1-1bD HAILb @ (.ADLE EHD TRUsb TIP. HML)b I. HAAlHUH LOADING T.G. 30 PbF LL 15 PbF DL ' �'g l5% 'sTf�Ebb IHGREabB 1, &EE GADLE EHGIHEELING FOR HAA. VERTICAL HEIGHT. ' 3. HA7cIHUH OVeRHAHG LENGTH = 24° k. HA7cIHUH OUTLOM1 P- W'-H[.TH 'k° 5. HAKIHUH LOUVER OPENING = 14" TRUbbtb G 14" O.G. TTP. DARGE RAFTER TTP. MIHIHUH blU TO DE \ ed?.K4 N0. 2 }I.P. OR Da-( TYP. ) \= D n LE EHD TRUbb 0%'M GOHTIHIJOUb G DEALING AND ORRAUD ON OHE Falb TIP. 2-IbV END NAILb IHTO aaC44 OUTRIGGER TIP. 11 0 01M I (A &G p- PT-A lI A06 0.7 2007 I REPLACE A MISSING STUD ON A GABLE TRUSS M11/SAC - 27 11/18/2004 PAGE 1 �® MITek Industries, Inc. RQ Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME ATTACH 8" X 12" X 7/16" O.S.B. OR PLYWOOD (APA RATED SHEATHING 24/16 EXPOSURE 1) (MIN) TO THE INSIDE FACE OF TRUSS WITH FIVE 6d NAILS(A 13" X 2.0") INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) • THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) LOAD DURATION FACTOR: 1.15 SPACING: 24" O.C. (MAX) TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3/12 -12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES AX� MAX R; COMMON ® 1VARN7NG • Verify design palamctem and. READ NOTES ON TRIS AND INCLUDED M YTF.RREFERENCE PAGE 1=-7473 BEFORE USE. � 7777 Greenback LaneSuite 09 E Design volid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. : Citrus Heights, Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Glrus Heights, CA, 9561 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the ereclor. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding i lobrication, quality control• storage, delivery, erection and bracing, consult ANSI/TPI1 Quality criteria, OSB -89 and BCSII Building Component _ M iTek Safety Information available from Truss Plate Institute. SB3 D'Onofrio Drive, Madison, WI 53719. R REPAIR A BROKEN STUD ON A GABLE TRUSS M11/SAC - 28 11/18/2004 PAGE 1 C, MTek Industries, Inc. Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING.OF THE WOOD. 4, WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X— ORIENTATION ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL • ATTACH 2X 4X FULL HEIGHT SCAB TO THE INSIDE FACE OF TRUSS WITH TWO ROWS OF 10d NAILS (.120" MIN X 3") SPACED 6" O.C. AND A CLUSTER OF THREE NAILS INTO THE TOP AND BOTTOM CHORDS THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3/12 - 12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES AX i 24" MAX I i I it I tl i; J/ COMMON AMM /..UIJ / IVARMNO •Verify d<sige parmnetrrs mtd READ NOTES ON TNIS AND INCLUDED METER REFFJIENCF. FADE M7F7473 DE£ORS USE. 17777 Greenback Lane Design volid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. :Suite 109 �® A licoblit of desi n aromenters and Citrus Heights, CA, 9561 - pp y g p proper incorporolton of component iz responsibility of bulding designer -not Irust designer, Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding A Q fabrication. qualify control, storage, delivery, erection and bracing, consult ANSt/IFIl Quality Criteria, DSB•89 and BCSII Building Component 1Y, iT�k ^Safety Information avolable from Truss Plate Institute, 583 D'Onotrio Drive. Madison, WI 53719. REPAIR TO REMOVE CENTER MII/SAC - 29 11/18/2004 PAGE 1 STUD ON A GABLE TRUSS ®� MiTek Industries, Inc, Western Division SLAM 1.. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO. THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. MAXIMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. U- 12"M Z) C? H� � n • � H C LE r •THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" o.c. maximum, having pitches between 3/12 and 12/12, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3/12 - 12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES •i � l _ AX 24 :I MAX COMMON F g _ 991 T O(P.9-3ma a},p� CIVIL �y�P OFC AUG 0'7 7.007 ® WARNING - Verify design paramrt— acrd READ NOTES ON TA78 AND INCLUDED MITF-K REFERENCE PAGE TM1-7473 BFFORR USE. 17777 Greenback Lane Design valid for use only wilh MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 M Applicability of design romenters and proper incorporation ; Gtrus Helghis, CA, 9561 pp y rg pa pr p potation of component a responsibility o! building designer •not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the IrE erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I fabrication. quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Crllerla. DSB-69 and BCSII Building Component M ilei J Safety Informotlon available from truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. REPAIR TO NOTCH 2X6 TOP MII/SAC - 30 11/18/2004 PAGE 1 CHORD ON A GABLE TRUSS ; is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the MITek Industries, Inc. 0 Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. - 3 1/2" X 1 1/2" NOTCH IN TOP CHORD 24" O.C. AS SHOWN LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED, J)o OC ' F- r o �. C.7 2A Q l *MAXIMUM STUD SPACING = 24" O.C. •THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W1(MIN) 7116" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 50) spaced 24" o.c. maximum, having pitches between 3/12 and 12/12, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 6 (NO 2 MIN) PITCH: 3/12 - 12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES 12" AX , I MAX f G LE it 76- 4f 7 6.4j7 i \ / i Z MAX. J / COMMON EXP. 9.3"8 0-4 AUG 0'7 2007 A WARSTNG • Verffy design pat'arnrt.M and READ NOTES ON THIS AND INCLUDED ATITEK REFERENCE PAGE len-7473 BEFORE. USE. i 7777 Greenback lane I Sure 109lghls, Design valid for use only with Mdek connectors. This design is based only upon parameters shown, and is for on individual building component. Ctfrus HeCA, 9561 �■+ Appliicobilily of design paromeniers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ; is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additionol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding labricotion. quvlly control, storage, denvery, erection and bracing. consul! ANSI/TPIT Quality Crilerfa, DSB-89 and SCSI] Building Component ` Safety Informatlon available from Truss Plate Insiitvte, 563 D'Onofrio Drive, Madison. WI 53719. ���r _–� -+ _ —_ _ -_ _ REPAIR TO NOTCH 2X4 TOP MII/SAC - 31 11/18/2004 PAGE 1 CHORD ON A GABLE TRUSS MiTek Industries, Inc. 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL Western Division INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION ILANOF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. _g • LUMBER TO BE CUT CLEANLY AND ACCURATELY, *MAXIMUM STUD SPACING = 24" O.C. NO PLATES ARE TO BE DISTURBED. APPLY 2X.4 NO.2 SCAB TO ONE FACE OF TOP CHORD , OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND 1 ROW OF 10d (3" X 0.131") NAILS SPACED 6" U.C. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" D.C. maximum, having pitches between 3/12 and 12/12, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING : 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 4 (NO 2 MIN) PITCH: 3/12 -12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES AX 24" MAX iI I I i 2' MAX. / COMMON WARMNO. Verify design parametem and READ NOTES ON THIS AND ACLUDED MITER REFERENCE PAGE 747r•7473 BEFORE. USE. 7777 Greenback Lane s. Design volid for use only with MTek connectors. This design Is based only upon ramelen shown, and is for an individual building component. Suite 109 9 Y g Y Pa Pa fl P�nenf• i Citrus Heights, CA, 9561 Appliicabilily of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during conslruclion is the responsibillily of the j erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding labricalion, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTp�� Safety Informailon available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. REPAIR TO (RE)MOVE INTERIOR MII/SAC - 32 Western Division VERTICAL MEMBER 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL 11/18/2004 PAGE 1 BOTTOM CHORD MEMBER MAY VARY IN PITCH FROM 8/12 TO (-8/12) CONNECTOR PLATE AND WEB MUST t NOT BE DISTURBED!! / NO BEARING MAY BE PRESENT AT THIS JOINT!! • TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 TRUSS SPACING: 24" MAXIMUM CHORD SIZE: 2X 4 OR LARGER (NO 2 MIN GRADE) TOP CHORD PITCH : 3/12 - 12/12 BOTTOM CHORD PITCH: 1.5/12 - 8/12 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES ATTACH 2X4 SPF NO.2 TO ONE FACE OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND CLUSTER OF (3) 10d (3"X 0.131") NAILS IN EACH MEMBER. SCAB MUST BE ATTACHED TO A MINIMUM THREE TRUSS MEMBERS. a.� or "�lOe AUG 7 2007 . A FFARMNG -Verify design parameters and READ N07E5 ON 7MS AND INCLUDED 11U7EK REFF.RENCZ PAGE IM -7473 BFFOR& USA. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. ; Suite 109 Applicability of design Paromenlers and proper incorporation of component is responsibility of building designer - not Truss designer. Bracingshown Citrus Heights. CA, 9566 a is forlateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibBity of the building designer. For general guidance regarding owl lobricalion, quality control, storage. delivery. erection and bracing, consult ANSI/71`11 Quality criteria. DSB-89 and SCSII Building Component ! ,�! iTel Safety Information available from Truss Plate Institute. 583 D'Onofrfa Drive, Madison. WI 53719. ! MITek Industries, Inc. Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 101 BOTTOM CHORD MEMBER MAY VARY IN PITCH FROM 8/12 TO (-8/12) CONNECTOR PLATE AND WEB MUST t NOT BE DISTURBED!! / NO BEARING MAY BE PRESENT AT THIS JOINT!! • TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 TRUSS SPACING: 24" MAXIMUM CHORD SIZE: 2X 4 OR LARGER (NO 2 MIN GRADE) TOP CHORD PITCH : 3/12 - 12/12 BOTTOM CHORD PITCH: 1.5/12 - 8/12 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES ATTACH 2X4 SPF NO.2 TO ONE FACE OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND CLUSTER OF (3) 10d (3"X 0.131") NAILS IN EACH MEMBER. SCAB MUST BE ATTACHED TO A MINIMUM THREE TRUSS MEMBERS. a.� or "�lOe AUG 7 2007 . A FFARMNG -Verify design parameters and READ N07E5 ON 7MS AND INCLUDED 11U7EK REFF.RENCZ PAGE IM -7473 BFFOR& USA. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. ; Suite 109 Applicability of design Paromenlers and proper incorporation of component is responsibility of building designer - not Truss designer. Bracingshown Citrus Heights. CA, 9566 a is forlateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibBity of the building designer. For general guidance regarding owl lobricalion, quality control, storage. delivery. erection and bracing, consult ANSI/71`11 Quality criteria. DSB-89 and SCSII Building Component ! ,�! iTel Safety Information available from Truss Plate Institute. 583 D'Onofrfa Drive, Madison. WI 53719. ! REPAIR TO RIP INTERIOR MII/SAC - 33 11/18/2004 PAGE 1 VERTICAL MEMBER ®® MiTek Industries, Inc. 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL Western Division ILAN[INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED.' 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. IF WIDTH OF MODIFIED VERTICAL IS LESS THAN 2", REMOVE VERTICAL AS SHOWN, IF THE WIDTH OF MODIFIED VERTICAL IS GREATER THAN OR EQUAL TO 2", EXISTING VERTICAL MAY BE RIPPED CLEANLY AND ACCURATELY INSTEAD. • NOT BE DISTURBED!I .� •�v • TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 TRUSS SPACING: 24" MAXIMUM CHORD SIZE: 2X 4 OR LARGER (NO 2 MIN GRADE) TOP CHORD PITCH: 3/12 - 12/12 BOTTOM CHORD PITCH: 1.5/12 - 8/12 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES ATTACH 2X4 SPF NO.2 TO ONE FACE OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND CLUSTER OF (3) 10d (3" X 0.131") NAILS AT EACH END. SCAB MUST BE ATTACHED TO A MINIMUM THREE TRUSS MEMBERS. ONE ROW OF NAILS ON RIPPED VERTICAL SPACED 4" O.C. ay AU6 9 7 2007 WARA7NG • 7ertfy desfgrt parameters and READ NOTF9 ON TN79 AND INCLUDF,D A7ITEKRF.FF.RFNCF PAGE 1 7.7473 BEFORE USE. t 7777 Greenback Lane Design valid for use only wilh MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. I Suite 109 r Citrus Heights, CA, 9561 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the iesponsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _, ai fabrication, quality control. storage, delivery, erection and bracing, consull ANSI/TPtI Quality Criteria, DSB•B9 and BCSII Building Component iT�L Safety Information available from Truss Plate institute, 583 D'Onofrio Drive, Madison, WI 53719. it i� STANDARD REPAIR DETAIL 250,46 1 MIUSAC - 21A 1 5/3/2004 (PAGE 1 11=11111 @ ILAN M1 AUG • MITek Industries, Inc. Western Division OTAL NUMBER OF NAILS EACH SIDE OF BREAK ` X INCHES MAXIMUM FORCE (Ibs) 25% LOAD DURATION SYP DF SPF HF 2x4 2x6 2X4 26 2x4 2x6 20 2x6 .14 21 24" 2240 3360 2065 3097 1750 2625 1785 2677 18 27 30" 2880 4320 2655 3962 2250 3375 2295 3442 22 33 36" 3520 5280 3245 4867 2750 4125 2805 4207 26 39 42" 4160 6240 3635 5752 3250 4875 3315 4972 30 45 48" 4800 7200 4425 6637 3750 5625 3625 5737 ` DIVIDE EQUALLY FRONT AND BACK ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) W/CONSTRUCTION QUALITY ADHESIVE AND 1 Dd NAILS - (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 6"oc STAGGERED AS SHOWN.(.148"dia. x 3") THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)X+C MI TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. Z ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. . 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. ® WARMM-Ver{rgdcstgnparameters aad READ NOTES ON TRIS AND INCLUDED MITEK REFERENCE PROS MU -7473 BLrM98 USE. 7777 Greenback Lane Design vatd for use only with Mrrek connectors. This design is based only upon parameters shown, and Is for an tndrvidual building component. Applicability of design ppaaramenlers and proper Incorporation of component Is responsibility of bultding designer - not buss designer. Bracing shown sulle 108 IMANW1 Glrus Heights, CA, 9561 am Is for lateral support of Inrlvidual web members only. Addlllonal temporary bracing to Insure slobUly during construction Is the responsfblMly of the am ereclor. Additional permanent bracing of the overall structure is the responsibility of the building designer, for general guidance regarding lobricallon. qua6ly control, storage, deflvery, erecllon and bracing, consull ANSI/fP1I Quality Criteria, D38-59 and BCSII Building Component Mel safety Information cvolloble from Truss Plole Inilllute, 583 VC,nolrlo Drive, Modhon, WI 53719. ` FALSt 136TTOM CHt'1RD FILLER DETAIL J • ALT. MII/SAC — 1 1 3/10/2004 1 PAGE 1 TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICATION FILLER BOTTOM CHORD 2X4 NO2 OR BETTER LUP FILLER BC MAY BE SPLICED WITH 3x4 M20 PLATES OR WITH 2X4 NO2 2'-0" LONG 48" SCAB, CENTERED ABOUT THE SPLICE, NAILED ki TO ONE FACE W1(.131W.0" MIN) NAILS @ 4" O.C., 2 ROWS. MITek Industries, Inc. Western Division MAX 34)-0 EXTENSION 4x4 M20 PLATES (TYP) OR ALTERNATE CONNECT W1 2-10d COMMONS (TYP) FILLER VERTICAL STUD ., 2STD OR BETTER LUMBER •NOTES: 1) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = 0 PSF; DEAD: = 10 PSF 3) TRUSS SPACING = 24" O.C. MAX 4) MAX BOTTOM CHORD PITCH = 4112 5) FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ADJUSTED TO FIT EXISTING CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFIED. ADJUSTMENTS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. AUG 0 7 2007 ® WARNIND - Verlfq deefgnpanametere and READ R07ES ON TRIS AND INCLOAED MITES REFERENCR PAGE MR --7473 BEFORE r/SE. Design valid for use only with Mlfek conneclam This design Is basad only upon parameters shown. and is for an Individual building component. Appicablllly of design ppoommmenfers and properincorporollon of component Is responsfiAly of building designer- nol truss designer. Brodng shown Is for lateral support of tndlvldual web members only. Additional lemporary bracing to Insure stab101y during construction Is the responsiblNly of the ereclar. Addlllonot parmonenl bmdng of the overall structure Is the responslbNly of the building designer. For general guldonce regording fabrlaatlan, quaUty conlrok storage, delivery, erection and brocJng, consull ANSI/TPII Quality Crlleda, OSB -89 and BC511 Building Component Salely Information available from Truss Plate Insltiule, 5113 D'Onolrlo Drive, Madison, VJI 53719. 7777 Greenback Lane - Clime He 9 CIWlghls, CA, 0581 MOO OVERHANG REMOVAL DETAIL MIUSAC - 5C 12/6/2005 PAGE RAM ®® 0 TRUSS CRITERIA: LOADING: 25-18-0-10 (MAX) DURATION FACTOR: 1.15/1.25 SPACING: 24" O.C.. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. NOTES: 1. -THIS DETAIL IS FOR REMOVING OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2.NO LUMBER DAMAGE OR DEFECTS SHALL GO BEYOND REMOVAL LINE. NO CONNECTOR PLATE DAMAGE ALLOWED • • 12 212 LINE OF REMOVAL MITek Industries, Inc. Western Division 36t1 MAX I REMOVED M WARM= . V—M doalgn pararndars and READ NOTES ON TMS AND JNCLUMD M7TEIC REFBAFJMZ PAGE MU -74 73 RSFORS USC. 7777 Greenback Lane o, Design va8d for use only with Mitek connectors. This design h based only upon parameters shown, andIs for an Individual building component. ClInisullo 109 Appt=bMly of design pporamantea and proper Incorporollon of componenl Is responslbfAly of bulldlnp designer- not truss designer. Bracing shown - GINS Heights, CA, 9581 Is lar ialeral suppport of Indh4cfuol web members only. Addlllonal temporary bracing la Insure slablilly during construction Is the responsibMly of the erector. Addllional pmmonent bracing of the overall structure Is the responsibi8ty of the building designer. For general guidance regarding fabrication, quC control slorage. deMery, erecllon and bracing, consull ANSIMIl Qualify Crllerla, DSB-89 and BCSII Building Component %{;T� Safety Int.rz.n ova8abla frau, % Plole Inslifule, 5B3 D'Onofrlo C *e, Mockon, WI 53719. fir! i SCAB APPLIED OVERHANGS MII/SAC - 5 3/25/2004 PAGE 1 ®® OMrrek Industries, Inc. R Western Division MANTRUSS CRITERIA: LOADING: 40-14-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. NOTES: 1. THIS DETAIL IS FOR TRUSSES BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. ATTACH 2x SCAB SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (0.131"X3") NAILS SPACED @ 6" O.C. 3. THE END DISTANCE, EDGE' DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 12 212 2x SCAB (L} (2.0 x L)` 24" MAX 24" MIN - NO: C:D49919 EXP. 4,30.# REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES .e e AUG -0 7 2007 ® wwum O. Vor((g doafyn pw-.m.[erz and READ NOTES ONTlfrS AND L1CLfrDED M7TEK REFavuurm PROC AIIr-9473 SEEVItC USC. Design valid far use only w8h Mffek connectors, This design is based only upon parameters shown, and h for an Individual building component. App, of design paramenters and proper Ineorporallon of component h responsibility of building designer- not Irva designer. Bracing shown Is for lot .1 zvppotl of individual web members only. Additional temporary bracing to insure stability during construction is the r.;p nslb@sly of The erector. Addllional permanent bracing of the overall structure is the responsibility of the bunding designer. For general guidance regarding . fotx{call ,n, qualify IranlroL storage, delivery, eracllon and isracing, ca run ANSI/TPiI Que01y Crllatta, OSe-ell and Bci11 Building Component from Truss Plole Institute, 583 D'Onolrlo Drive, Modlson, WI 53719. ' 7777 Greenback Lane Su11e 109 si j CI4us Heights, 0:8591 MiTe SHEET D.B.A. lir..., Boulders West Components SelIg-dBuild (760) 7-3 Center Parkway, Indio, CA 02 INTEGRATED CONSTRUCTION SERVICES (760)347-3332 Fax: (760)347-0202 CUSTOMER: SELECT BUILD S.C.C. JOB NAME: Gordo Patio OPTIONS: NONE PLAN#: - F,LEV: ROOF JOB#: SCALE: DRAITNBY. SCOTT ALLINGHAM DATE: 12/19107 SYMBOLS �. aauo�-� "'W"''"°u."`+w�ooirerowumaFevNe raaecau LEGEND: : mu-moroar.:Nrurrmw,oren ermKrwu�auwWoa >pwl-NlwdvnrmimwwWx°OYr xm or ei[FIDmuH ate' NOTES:.°Onor�sawiaov°n'Fr"�oulxF�rx�NO �F! IN IIN'/WRYWRNOUT W1 MiTek' POWER TO PERFDRM." Re: LOT111_PENTA 00 MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Boulders West Components LLC. Pages or sheets covered by this seal: R27447206 thru R27447210 My license renewal date for the state of California is March 31, 2009. Tingey, Palmer December 18,2007 The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. Job Truss Truss Type Qty in (loc) o L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 1ply0 R27344139 L0T111 PENT- A01HG ROOF TRUSS 1 TCDL 17.0 Lumber Increase. 1.25 ' BC 0.55 Vert(TL) 0.58 12-73 >467 160 o of nce 'o Select Build, Indio, CA- 92203 5-11-7 2-2-1 - 5-2-0 1-8-0 5x12 = 4.00 12 3.4 = 2x4 II 5x12 = 6.300s Jul 11 2008 MTek Industries, Inc. Tue Dec 04 09:07:00 2007 Page 1 6-0-0 24)-0 2-0-0 Scale • 1:43.3 15 3x4 II 5.8 = 2X4 II 5.11-7 I 8-1- ( 13-3- I 14-11-8 I 20-11- 22.11-8 5-11-7 2-2-1 5-2-0 1-8-0 6-0-0 2-0-0 M LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.25 12-13 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase. 1.25 ' BC 0.55 Vert(TL) 0.58 12-73 >467 160 MT20H 139/108 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(rL) 0.37 9 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 192 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E 'Except* TOP CHORD 2-5 2 X 4 SPF 240OF 2.0E BOT CHORD 2 X 4 SPF 240OF 2.0E BOT CHORD WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 15=2452/0-5-8.9=2511/0-5-2 Max Horz15=49(load case 3) . Sheathed or 5-3-15 oc purlins, except end verticals, and 2-0-0 oc purlins (4-10-7 max.): 2-5. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-2345/0, 1-2=-5749/0, 2-3=-10063/0, 3-4=-10781/0, 4-5=-10793/0, 5-6=-7434/0, 6-7=-219410, 7-8=0/51, 7-9=-2565/0 BOT CHORD 14-15=0/274, 1 3-1 4=0158 2 8, 1 2-1 3=0/1 01 67, 11-12=Of7423, 10-11=0/2072,9-10=-41/33 WEBS 1 -14=0/5207,2 -14=-1955/0,2-13=0/5499,3-13=-1199/30,3-12=0!723,4-12=-1013/31, 512=0/4780,5-11=-1430127, 6-11=0/5058,6-10=-2049/0,7-10=0/2733 OTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, Except member 11-5 2 X 4 - 1 row at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC971A.NS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Girder carries hip end with 8-0-0 right side setback, 511-7 left side setback, and 8-0-0 end setback. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 641 Ib down and 43 lb up at 14-11-8, and 477 Ib down and 32 Ib up at 511-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. C09kl4YEA8 M"Oendard QROFESS/pN ��ti�\��R S. TjNC�F,yc 0 Uj C OA33 T. *\ E)Pr,1311-09 - /*, 4,2007 ® WARNING - Ver1 ft/ design p-anustara and READ NOTES am TNr3 AND rNc;wDED 81TTEE REFERENCE PADS AM -7473 BEFORE USE. a Design valid for use only with M7ek connectors. This design is based only upon parameters shown and is for an individual building component. AppFcab7ity of design paromenters and proper incorporation of component is responsibility of buBdng designer- not tnrss designer. Bracing shown is for lateral support of individual web members only. Addilional temporary bracing to insure stability during corsstruction is the respomibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 10B Safety Information available from Truss Plate Institute, 583 D'Onotno Drive. Madison. WI 53719. Citrus Heights, CA 95610 ,.�.�......... ,,...,. oma., o..,,„,�.,.,,,�,,,A,.,,,��,,,,,��u, ,�. ,�r�.a.,,,:Y.�,.�� r•edr� LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-74, 2-5=-177(F=-103), 5-7=-74, 7-8=-74, 13-15=48(F=28), 12-13=48(17=28), 10-12=-48(F=-28), 9-10=-48(F=-28) Concentrated Loads (lb) Vert: 2=-477(F) 5=-641(F) • t ® WARNING - Verify design parumatera and RLAD NOTES oN THIS AND INCLUDED MrTE'Ir REPSRENcS PAGZ MU -7473 BEFORE USS. Design valid for use orgy with Milek connectors. Thisdesign is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of indnkdual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the MiTek” erector. Addiforxsl permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ..,.........o... fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Tans Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. _ _ _ _ _ _ _ Truss Truss Type QtyPly00R27344139 PLOT 111_PEMA A01HG ROOFTRUSS t 'o e ,.�.�......... ,,...,. oma., o..,,„,�.,.,,,�,,,A,.,,,��,,,,,��u, ,�. ,�r�.a.,,,:Y.�,.�� r•edr� LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-74, 2-5=-177(F=-103), 5-7=-74, 7-8=-74, 13-15=48(F=28), 12-13=48(17=28), 10-12=-48(F=-28), 9-10=-48(F=-28) Concentrated Loads (lb) Vert: 2=-477(F) 5=-641(F) • t ® WARNING - Verify design parumatera and RLAD NOTES oN THIS AND INCLUDED MrTE'Ir REPSRENcS PAGZ MU -7473 BEFORE USS. Design valid for use orgy with Milek connectors. Thisdesign is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of indnkdual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the MiTek” erector. Addiforxsl permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ..,.........o... fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Tans Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. _ _ _ _ _ _ _ 41 Job Truss Truss Type Qty LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 77jo R27344140 LOT111PENTA A02H ROOF TRUSSReference Vert(TL) -0.39 14-15 >693 180 BCLL . 0.0 Rep Stress Incr YES WB 0.62 HOrz(TL) 0.29 10 - n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) factional) o.suu s uw n zuua mi i ea mausmes, mc, i ue uec u4 us:uw:u1 mu! rage 1 4-0-11 I 7-9-15 i 9.10.9 I 13-1-0 I 17.0.4 I 20.11.8 X22-11-8 I 24.11.8 1 4-0.11 3.9-3 2-0-10 32-7 3-114 311-0 2-0-0 2-0-0 scale. 1:43.3 4 5x12 = 3.4 = 5x12 = Coo 12 3 18 „ 10 2x4 II , 5x8 = 2x4 II - 4.0.11 I 7-9-15 I 9-10.9 I 11.6.7 i 13.1-0 i 17-0-4 I 20-11.8 4.0.11 393 2-0-10 1-7-14 1-69 3-114 3.114 " I 2-11-8 2-0-0 late Offsets (X,Y): f3:0-6.0,0.1-111.[5:0-6-0,0-1-111,[11:0-5-4,0-2-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.17 14 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.39 14-15 >693 180 BCLL . 0.0 Rep Stress Incr YES WB 0.62 HOrz(TL) 0.29 10 - n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 100 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-0-4 oc puffins, except end verticals, and 240-0 oc purlins BOT CHORD 2 X 4 SPF 1650F 1.5E (3.5-12 max.): 3-5. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. REACTIONS (Ib/size) 18=1057/0.5-8, 10=1235/0-5-2 F Max Horz 18=-46(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-18=-1024/0.1-2=-1665/0, 2-3=-2578/0, 3-4=-3871/0, 4-5=-3860/0, 5-6=-3037/0, 6-7=-2319/0, 7-8=-898/0, 8-9=0/51, 8-10=-1226/0 BOT CHORD 17-18=0/77, 16-17=0/1632, 15-16=0/2571, 14-15=0/3694, 13-14=0/3016, 12-13=0/2286, 11-12=0/811, 10-11=-40/33 WEBS 1-17=0/1524, 2-17=803/0, 2-16=0/917, 3-16=-459/0, 3-15=0/1779, 4-15=-316/3, 4-14=-165/26, 5-14=0/1392.5-13=-297/0, 6-13=Df7l 1, 6-12=-650/0, 7-12=0/1418, 7-11=-878/0, 8-11=0/1107 OTES � 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with f exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Design assumes 4x2 (flat orientation) at oc spacing indicated, fastened to truss TC 2-10d puffins w/ nails. LOAD CASE(S) Standard CID Q Q LU M 46433 * XP - 1-09 l,9 f F0 AL ecember 4,2007 ® WARNING - V.1(1j design parameters and READ NOTES ON THIS AND INCLUDED ADTEE REFERENCE PAGE 111II-7473 BEFORE USE. e Design valid for use only with Milek connectors. This design Is based only upon parameters show% and is for an individual balding component. Sol Applicability of design paromenters and proper incorporation of component is responsibility of bulding designer - not tuns designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporeibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' .o.r-- ---- Z fabrication, quality control storage, delivery, erection and bracing" consult ANSI/TPII quality Criteria. DS11-89 and BCSII Building Component Safety Information available from Truss Rate Institute. 583 D'Onofno Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 108 _ Select Build, Indio, CA - 92203 6.30D s Jul 112006 MiTek Industries, Inc. Tue Dec 04 09:07:02 2007 Page 1 4-5-12 I 8-7-15 l 9.10-9 1 12.3-0 16-7-4 1 20-11-8 I 27-11-8 I 24-11.8 4-512 4-24 1-2-10 2-4-7 4-4-4 4-4-4 2-0-0 2.0.0 Scale - 1:43.3 5x12 = 3x4 = 5x12 = se 2x4 II 5x8 — 2x4 II ' 4-512 1 4-512 Truss Truss Type Qty Ply o0R273"141�cb LOADING (psf) SPACING 2-0-0 OTH. PENTA A03H ROOF TRUSS 1 i Plates Increase 1.25 TC 0.39 Vert(LL) -0.14 14 >999 240 ob Reference (optional) Select Build, Indio, CA - 92203 6.30D s Jul 112006 MiTek Industries, Inc. Tue Dec 04 09:07:02 2007 Page 1 4-5-12 I 8-7-15 l 9.10-9 1 12.3-0 16-7-4 1 20-11-8 I 27-11-8 I 24-11.8 4-512 4-24 1-2-10 2-4-7 4-4-4 4-4-4 2-0-0 2.0.0 Scale - 1:43.3 5x12 = 3x4 = 5x12 = se 2x4 II 5x8 — 2x4 II ' 4-512 1 4-512 8.7.15 4-24 19-10-9 I 11-6-7 12-3A 16-74 1-2.10 1-7-14 0-8-9 444 1 20-11-8 x,22-11-8 r 44-4 2-0.0 Plate Offsets (X,Y): [3:0-6-0,0-1-111,[5:0-6-0,0-1-111,(11:0.5-4,0.2-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.14 14 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.3414-15 >801 180 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.25 10 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 102 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-11-4 oc puffins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 SPF 1650F 1.5E (3.10-1 max.): 3-5. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. REACTIONS (Ib/size) 18=1057/0-5-8, 10=1235/0-5-2 Max Horz 18=-47(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-18=-1025/0, 1-2=-1811/0, 2-3=-2710/0, 3-4=3256/0, 4-5=-3275/0, 5-6=3106/0, 6-7=-2444/0, 7-8=-908/0, 8-9=0/51, 8-10=1232/0 BOT CHORD 17-18=-2/82, 16-17=0/1774, 15-16=0/2686, 14-15=0/3272, 13-14=0/3052, 12-13=0/2407, 11-12=0/826, 10-11=-46/33 WEBS 1-17=0/1632, 2-17=-773/0, 2-16=0/888, 3-16=-386/0, 3-15=0/1247, 4-15=-285/1, 4-14=-132/92, 5-14=0/963, 5-13=-197/0, 6-13=0/657, 6-12=-623/0, 7-12=0/1509, 7-11=-888/0, 8-11=0/1132 0JOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(l) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 18 considers parallel to grain value using ANSI1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Design assumes 4x2 (gat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ® WARNINO - Verify design pararneters and READ No7Es ON 7R7s AND INCLUDED mTFK REFERENCE PAGE MU -7473 BEFORE USE. Design volid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual b0ding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of indniduot web members only. Additional temporary bracing to insure stability during construction is the responsibility of the M iTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .o.x....x..on.. fabrication, quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 GmenDatOs Lane, Suite 108 Safety Information available from Truss Plate Instifute, 583 D'Onofno Drive. Madison, WI 53719. . _ . _ _ _ Select Build, Indio, CA - 92203 6.300 s Jul 112006 MfTek Industries. Inc. Tue Dec -04W.07,.03 2007 Page 1 r 4-1-12 I 7.11M I 10.57 I - 13-6.8 I 17-5.12 I 7(1.4 8 I 22-11-8 I 24-11.8 4-1.12 3-8-12 2-7-0 3.1-0 3-114 3.512 2-0-0 2-0-0 Scale a 1:42.0 40 17 2.4 11 5xs = 2x4 11 41.12 I 7-10-8 I 10.57 I 13-6-8 I 17-512 I 20-11-8 I 22-114 41-12 3-8-12 2-7-0 3-1-0 3-114 3-512 2-0-0 LOADING (psf) Truss Truss Type Qty Ply o 011273"11273"'142z73az�ob Plates Increase 1.25 TC 0.33 Vert(LL) -0.11 13 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 OT111_PEHTA A04 ROOF TRUSS 1 1 WB 0.54 HOrz(TL) 0.19 10 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job Reference (optional) Select Build, Indio, CA - 92203 6.300 s Jul 112006 MfTek Industries. Inc. Tue Dec -04W.07,.03 2007 Page 1 r 4-1-12 I 7.11M I 10.57 I - 13-6.8 I 17-5.12 I 7(1.4 8 I 22-11-8 I 24-11.8 4-1.12 3-8-12 2-7-0 3.1-0 3-114 3.512 2-0-0 2-0-0 Scale a 1:42.0 40 17 2.4 11 5xs = 2x4 11 41.12 I 7-10-8 I 10.57 I 13-6-8 I 17-512 I 20-11-8 I 22-114 41-12 3-8-12 2-7-0 3-1-0 3-114 3-512 2-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.11 13 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.26 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 HOrz(TL) 0.19 10 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 103 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-0-13 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 HF Stud 6-0-0 oc bracing: 10-11. REACTIONS (Ib/size) 17=1057/0-5-8, 10=1235/0-5-2 Max Horz 17=-52(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-17=-1027/0,1-2=-1702/0, 2-3=-2526/0, 3-4=-2032/0, 4-5=-2040/0, 5-6=-2911/0, 6-7=-2192/0, 7-8=-883/0, 8.9=0/51, 8-10=-1218/0 BOT CHORD 16-17=-8/85, 15-16=0/1663,14-15=0/2327,13-14=0/2672,12-13=0/2161, 11-12=0!793, 10-11=-35/33 WEBS 1-16=0/1557, 2-16=-786/0, 2-15=0/806, 3-15=0/348, 3-14=-585/0, 4-14=0/1052, 5-14=-953/0, 513=0/594, 6-13=0/682, 6-12=-672/0,7-12=0/1342,7-11=-867/0,8-11=0/1071 WOTES Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the intedor(1) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 17 considers parallel to grain value using ANS11TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9 -g LOAD CASE(S) Standard QROFESS/p� S. r,NI�Ftic Of C 04033 T. 1\ *\ yff-y-"x09 /* , 4,2007 ® {YARNINO.9er(ij design parameters arre READ NOTES ON THIS AND INCLUDED AIrTEE REFERENCE PAGE a7D-7473 BEFORE USE. s Design valid for use only with M1ek connectors. This design Is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not tnrss designer. Bracing shown is for lateral support of Individual web members only. Additional temporay bracing to insure stability during construction 6 the responslbillify of the M➢Tek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storagedelivery, erection and bracing, consu8 ANSI/TPII Quaffly CrIteria. DSB-89 and BCSII Building Component Safety Information available from liG Plots Instilute. 5113 D'Onotno Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply 0 1.25 TCDL 17.0 Lumber Increase 1.25 R27344143 lJ LOT111 PENTA A05 ROOFTRUSS 1 1 Code UBC97/ANSI95 ob Reference (optional Select Build, Indio, CA- 92203 6.300s Jul 11 2008 MTek Industries, Inc. Tue Dec 04 09:07:04 2007 Page 1 r 4-1-12 I 7-10-8 I 10-5-7 I 13.6.8 I 17.5-12 I MI 1.8 22_11_8 I 24.11.8 4.142 3-8-12 2.7-0 3-1-0 3-114 3-5-12 24)-0 24)-0 Seale a 1:42.0 4.4 = 20 a 2.4 II 5x8 = y,4 II r 4-1-12 I 7-10-8 I 10.5.7 I 13-0-8 t, 17-5-12 I 2041-8 I 22-11-8 4-142 3-8-12 2-7-0 3.1-0 3-114 3-5.12 2-0-0 Plate Offsets (X Y): [11:0-5-4,0-2-81,[16:0-4-0,0-2-81 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 17.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 CSI DEFL in (loc) I/deb Ud TC 0.33 Vert(LL) -0.1013-15 >999 240 BC 0.77 Vert(TL) -0.2813-15 >975 180 WB 0.59 Horz(fL) 0.17 10 n/a n/a (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD WEBS 2 X 4 HF Stud JOINTS REACTIONS (Ib/size) 20=1118/0-5-8.10=1288/0-5-2 Max Horz20=-52(load case 6) PLATES GRIP MT20 185/144 Weight: 114 Ib Sheathed or 4-1-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. 1 Brace at Jt(s): 17, 14 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-20=-1109/0,1-2=-1 851/0, 2-3=-2496/0, 3.4=-2030/0, 4-5=-2045/0, 5-6=-2889/0, 6-7=-2380/0, 7-8=-916/0, 8-9=0/51, 8-10=-1248/0 BOT CHORD 19-20=-8/84, 18-19=0/1749, 17-18=0/910, 16-17=0/1411, 14-16=0/1770, 13-14=0/1456, 12-13=0/2287, 11-12=0/831, 10.11=-27/35.15-18=0/889,13-15=0/885 •WEBS 1-19=0/1715, 2-19=-681/0, 2-17=0/630, 3.17=0/325, 3-16=-560/0, 4-16=0/1059, 5-16=-930/0, 5-14=0/580, 6-14=0/481, 6-12=-563/0,7-12=0/1500,7-11=-954/0,8-11=0/1099,15-16=0/251 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 20 considers parallel to grain value using ANSIIfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard OQ?�OFESS/pN� S. (o cm 46433 rn * X� -09 *� 4,2007 ® WARNING - Ve y design parameters and RF -AD NOTES ON TNIS AND INCLUDED MITES REFERENCE PAGE MB -7473 BEFORE USE. s Design valid far use only with MOek connectors. This design is based only upon parameters shown, and is for an indrviduat bulding component. Appricabllty of design paramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown Sol is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .:,..so.r,.ss.9- fobrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and SCSII Building Component 7777 Greenback Lane, Suite 10B Safety us Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Plates Increase 1.25 TC 0.34 Vert(LL) -0.06 14 >999 240 MT20 185/144 TCDL 17.0 �0(1, 827344144 LOT111_PENTA A08 ROOFTRUSS 1 1 WB 0.57 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job Reference o i Select Build, Indio, CA - 92203 6.300 s Jul 112006 MTTek Industries, Inc. Tue Dec 04 08:07:05 2007 Page 1 l _ 4-1-12 I 7.10.8 l 10-57 I 13-6-8 l 17-572 I 20.11-8, .I 22-11.8 i24-11-6 4-1.12 3-8-12 2-7-0 3-1-0 3.11-0 3-512 2-0-0 2-0-0 Scale s 1:42.0 4x4 19 _ 2x4 II Us — 2x4 II 4-1-12 I 7-7D-8 I 1x57 13-6-8 I 17-512 I 20-11-8 l 22-11.8 r 4-1-12 3-8-12 2.7-0 3-1-0 3.114 3-512 2-0-0 LOADING (psf) SPACING 2-0-0 CSIDEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.06 14 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.17 14-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 121Ill, LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-7-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: WEBS 2 X 4 HF Stud 6-0-0 oc bracing: 10-11. JOINTS 1 Brace at Jt(s): 17, 13, 15 REACTIONS (Ib/size) 19=1118/0-5-8,10=1288/0-5-2 Max Harz 19=-52(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-19=-'1081/0.1-2=-1804/0,2-3=-1794/0, 3-4=-1495/0,4-5=-1502/0. 5-6=-2130/0, 6-7=-2319/0.7-8=-936/0,8-9=0/51. 8-10=-1275/0 BOT CHORD 18-19=-7/86, 17-18=81/212, 15-17=-64/160, 13-15=0/399, 12-13=0/658, 11-12=0/837, 10-11=-34/34, 16-18=0/1583, 14-16=0/1589,12-14=0/1580 WEBS 1-18=0/1651, 2-18=-296/6,2-17=-25/42, 3-17=01199, 3-15=-420/0, 4-1 5=01740, 5-1 5=-71 810, 5-13=0/426, 6-13=195/24, 6 -12= -204/11,7 -12=0/1418,7-11=-908/0,8-11=0/1133,16-17=0/164,13-14=0/191 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the intedor(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard ® WARNING - Verify design parameters and RSAO NOTES ON TWS AND INCLUDED NITER REFERENCE PAGE MB -7473 BEFORE USE. Design volid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for on individual building component. AppricabTily of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricotion, qualify control storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. �oQ?,OFESS/p�,�l S. TjNC �c C7 LU M C 04 * E -9 1 OFC mber 4,2007 �s MiTek' 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply o 0 Plate Offsets MY): D1:0-7-0,0-2-81,[21:0-0-0.0-0-61 ' LOADING (psq SPACING 2.0.0 R273441a5 LOT1/1_PENTA 407 ROOFTRUSS 1 1100 Vert(LL) -0.07 12-14 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.20 12-14 >999 180 Reference toDtionall Select Build, Indio, CA - 92203 6.300 s Jul 112006 MTek Industries, Inc. Tue Dee 04 09:07:06 2007 Page 1 4-1-12 7.1 0.8 I 10.57 I 13.68 I 17.57 2 I 20.11-8 I 22-11.8 I 2411-8 41-12 3-8-12 2-7-0 3-1-0 3.114 3-5-12 2-0-0 2.0-0 • Scale - 1:41.7 4x4 = 21 3x10 = 5x10 = 2,14 II 41-12 ,�. 7.108 1x57 l 13-6-8 17.512 2x11.8 22-11-8 I i I i 41-12 3-6-12 2-7-0 3-1-0 3.114 3.5-12 2-0-0 Plate Offsets MY): D1:0-7-0,0-2-81,[21:0-0-0.0-0-61 LOADING (psq SPACING 2.0.0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.07 12-14 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.20 12-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 127 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-11-3 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 HF Stud 6-0-0 oc bracing: 10-11. 1 Row at midpt 18-20,12-15 JOINTS 1 Brace at Jt(s): 18, 15, 16 REACTIONS (Ib/size) 21=111810-5-8,10=1288/0-5-2 Max Horz21=-52(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-21=-865/0.1-2=-1427/0,2-3=-1704/0,3-4=-1449/0. 4-5=-1456/0,5-6=-2033/0.6-7=-1938/0,7-8=-1012/0,8-9=0/51. 8-10=1380/0 BOT CHORD 2D-21=-5182,19-20=-1000/0, 18-19=-11/276, 16-18=0/476, 15-16=0!739, 1315=0!728, 12-13=-228/3, 11-12=0/839, 10.11=-62/28, 17-20=0/1142, 14-17=0/1152,12-14=0/1143 orBS 1-19=0/1195,2-19=-455/0,2-18=0/347,3-18=0/168, 316=-38012, 4-16=0!729, 5-16=-67310, 5-15=0/399, 6-15=01178, 6 -13=352/0,7 -13=0/950,7-11=-654/0,8-11=011271,17-18=0/245,14-15=0/236 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joinl(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing FESS/p surface. S. LOAD CASE(S) Standard 0 LLJ C 04 3 So * E . 4,2007 ® WARNING - 7erify dexlgn Parameters and READ NOTES ON TRIS AND INCLUDED WT&K REFERENCE PAGE MU -7473 BEFORE USE. Design valid for we only with Mitek connectors. This design B based only upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tnns designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding eo.x..a PrA.nw.. fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria. DS8-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information ovabble from Truss Plate Institute. 583 UOnofno Drive, Madison, WI 53719. - k e. Job Truss Truss Type Qty Plyo 0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 827344148 LOT111_PENTA A08 ROOF TRUSS 2 1 YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E Job Reference (oplionall i 7-11-0 2-" 2x4 II Scale a 1:26.6 1 7-11-0 s CSI DEFL in (loc) Well Ud LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 17.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud TOP CHORD 7-11-0 s CSI DEFL in (loc) Well Ud PLATES GRIP TC 0.75 Vert(LL) -0.19 4-5 >484 240 MT20 185/144 BC 0.48 Vert(TL) -0.38 4-5 >242 180 WB 0.02 Horz(rL) 0.00 4 n/a n/a (Matrix) Weight: 36 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 5=335/Mechanical, 4=544/0-3-8 Max Horz5=-103(load case 3) Max Uplift4=-9(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-259/4, 1-2=-97/64, 2-3=0/51, 2-4=-468139 BOT CHORD 4-5=-7/11 WEBS 2-5=0177 NOTES •i) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category It. condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ® WARMNO - Verify design parameters and READ NOTES ON TIDS AND INCLUDED MTEE REFERENCE PAGE MU -7473 BEFORE USE. Designvalid for use only with Mitek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility, of buldng designer- not tuns designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. derwery• erection and bracing. consuit ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, $83 D'Onofno Drive, Mad -non. WI 53719. 13 �e MiTek' 7777 Greenback Lane. Suite 108 4,2007 Job Truss Truss Type Qty Plyo 0 1.25 TC 0.30 TCDL17.0 Lumber Increase 1.25 827344147 07111 PENTA B01 HG ROOF TRUSS 2 1 Code UBC97/ANSI95 (Matrix) Db Reference footionall 2-0-0 2-0-0 s.suu s am n zsnxs mn eX meusmes, mc. rue uec ua ua:urur mur rage i 3.6.8 5X10 % 500 2-0-0 2.0-0 Scats - 1:19.2 4.10 II 4.10. II 2.0-0 I 5-668 7.68 I 2-00 3.68 2-0-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.30 TCDL17.0 Lumber Increase 1.25 BC 0.11 BCLL 0.0 Rep Stress Incr NO WB 0.01 BCDL 10.0 Code UBC97/ANSI95 (Matrix) DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.01 7-8 >999 240 MT20 185/144 Vert(TL) -0.01 7-8 >999 180 Horz(TL) 0.00 5 n/a n/a LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 6 SPF 1650F 1.5E -Except- BOT CHORD 3-72X4HFStud SLIDER Left 2 X 6 SPF 1650F 1.5E 1-8-9, Right 2 X 6 SPF 1650F 1.5E 1-8-9 REACTIONS (Ib/size) 2=493/0-5-8,5=493/0-5-8 Max Horz2=12(load case 5) Max Uplift2=-17(load case 3), 5=-17(load case 4) Max Grav2=495(load case 7), 5=495(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/8, 2-3=-408/0, 3-4=-270/0, 4-5=-408/0, 5-6=0/8 OT CHORD 2-8=0/269,7-8=0/269. 5-7=0/270 WEBS 3-8=0/122, 3-7=-13/14, 4-7=0/122 Weight: 36 Ib Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Girder carries hip end with 2-0-0 end setback. 6) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 12 Ib down and 1 Ib up at 5.9-4, and 12 Ib down and 1 Ib up at 1-9-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-74, 3-4=-66(F=8), 4-6=-74, 2-5=-18(F=2) Continued on page 2 JL WARNING - Verify design p --t- and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use a* with MTek connectors. This design's based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is resporutbility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the mspomlbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the bullding designer. For general guidance regarding fabrication, quality control storage, delivery erection and bracing. consult ANSI/TPII Ouarity Criteria, DSB-89 and BCSII Building Component Safety Information ovalable from Truss Rate Institute, 583 D'Onofno Drive, Madison, WI 53719. �OQROFESS/ONgI S. COriN���c- UJI C0 3 X * -09 � 11. OFC December 4,2007 I� MiTek' 7777 Greenback Lane. Sulle 109 JobTruss Truss Type MY Ply , 100 aa Rz73ta7 LOT111_PENTA 801HG ROOF TRUSS 2 1 ob ate(olitionall JCICGI 6Y . N, VM-Cc.cw LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-12(F) 4=-12(F) • f -4. C..wu p JYI 1 I CYYO MI I tlR IaYYSYICa, mG I YC UCG VY Ya Ul.11a <YYr rage C V L ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED M77ER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual buOdusg component. Mal Appricability of design paromenters and proper incorporation of component is responsibility of building designer- not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding F— ...e....... fabrication, quority control storage, delivery, erection and bracing. consu8 ANSVTP11 Quality CrBeda; DSB-89 and BCSII Building Component 7777 Greenback Lana, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. ' Citrus Hei Ms CA Milt Job Truss Truss Type Qty Ply 00 Plates Increase 1.25 TC 0.26 TCDL 17.0 R27344148 lJob LOT111_PENTA B02 ROOF TRUSS 1 1 YES WB 0.06 BCDL 10.0 Code UBC97/ANSI95 (Matrix) Reference o i al Select Build, Indio, CA - 92203 6.300s Ju111 2009 MTek Industries, Inc. Tue Dec 04 09:07:08 2007 Page 1 -2-0-0 I 3-9d I 7�-8 I 9b.8 I 2-0-0 Seale a 1:18.9 4x4 = 3x8 II 3-9-4 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.26 TCDL 17.0 Lumber Increase 1.25 BC 0.14 BCLL 0.0 Rep Stress Incr YES WB 0.06 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud SLIDER Leff 2 X 6 SPF 1650F 1.5E 2-0-0, Right 2 X 6 SPF 1650F 1.5E 2-0-0 REACTIONS (Ib/size) 2=506/0-5-8,6=506/0-5-8 Max Horz2=16(load case 5) Max Upl'fft2=-9(load case 3), 6=-9(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/8, 2-3=-425/0, 3-4=-341/0, 4-5=-341/0, 5-6=-425/0, 6-7=0/8 BOT CHORD 2-8=0/295,6-8=01295 3x8 11 3.9-0 DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.01 6-8 >999 240 MT20 185/144 Vert(TL) -0.02 6-8 >999 180 Horz(TL) 0.00 6 n/a n/a Weight: 32 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. •WEBS 48=0/182 ,OTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard ® WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PADS MD -7473 BEFORE USE. Design valid for use only with Mitek connectors. This design Is based only upon parameters shown. and B for an individual budding component. Applicability of design poramenten and proper incorporation of component is responsibility of budding designer- not tans designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiPty, of the erector. Additional permanent bracing of the overall structure is the respomb8ity of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracingg. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 593 D'Onotrio Ddve, Madison, WI 53719. OQ?,OFESS/p�,q S T��,c�4�tic C 04033 TO N .4J'�0 If ber 4,2007 Lai• MiTek' 7777 Greenback Lane. Suite 109 Job Truss Truss Type Qty Ply0 0 TCDL 17.0 Lumber Increase 1.25 BC 0.06 BCLL 0.0 I 827344149 LOT111_PENTA C01MG ROOFTRUSS 2 1 TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud 'Except' ob Reference ioptional) Select Build, Indio, CA - 92203 6.300s Jul 11 2006 MTek Industries, Inc. Tue Dec D4 09:07:09 2007 Page 1 -2-0-0 l 2-0-0 I 5-0-0 I 7-M I 946.0 I 2-0.0 2-0-0 3.0.0 2-0-0 240.0 Scale 1:19.3 4s10 = 3.4 = 4x10 = 2z4 II 2x4 II i 2-0-0 540-0 I 7-" 2-0-0 3-40 2-0-0 Plate Offsets MY): (3:0-5-0.0-1-131,[5:0-5-0.0-1-131 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.35 TCDL 17.0 Lumber Increase 1.25 BC 0.06 BCLL 0.0 Rep Stress Ina NO WB 0.06 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud 'Except' 3-10 2 X 6 SPF 165OF 1.5E, 5-9 2 X 6 SPF 165OF 1.5E REACTIONS (Ib/size) 11=469/0-5-8.8=469/0-5-8 Max Harz 11=22(load case 5) Max Uplift11=23(load case 3), 8=-23(load case 4) Max Gravl l=473(load case 7), 8=473(load case 8) DEFL in (loc) Udefl L/d PLATES GRIP Vert(LL) -0.00 9-10 >999 240 MT20 185/144 Vert(rL) -0.01 9-10 >999 180 Horz(rL) 0.00 8 n/a n/a Weight: 39 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-179/1, 3-4=-126/5,4-5=-126/5,5-6=-179/1, 6-7=0/51, 2-11=-466/25.6-8=-466125 �T CHORD 10-11=-12132,9-10=0/173,8-9=-6/10 BS 3-10=-20/30, 5-9=-20/30, 2-10=0/164, 6-9=0/164, 4-10=-83/11, 4-9=-83/11 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Girder carries hip end with 2-0-0 end setback. 6) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 12 Ib down and 1 Ib up at 5-0-0, and 12 Ib down and 1 Ib up at 2-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-74, 2-3=-74, 3-5=-66(F=8), 5-6=-74, 6-7=-74, 8-11=-18(F=2) Continued on page 2 ® WARNING - 14-ify design peramatera end READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MB -7473 BEFORE USE. Design valid for use only with MTek connectors. This design's based only upon parameters shown, and is for an Individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not tons designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the resporaibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. 7777 Greenback Lane. Suite 109 7 Job Truss Truss Type Qty Ply ' .R273441a9 �'oo L0T111_PENTA 1C01HG ROOF TRUSS 2 1 ob efe a ce do I Select Build, Indio, CA - 92203 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-12(F) 5=-12(F) r 11 6.300 s Jul 11 2006 MTek Industries, Inc. Tue Dec 04 09:07:09 2007 Page 2 WARNING • 7er{(y design panamaters and READ NOTES ON THIS AND A`CWDED 11f77'E8 REFERENCE PAGE MII-7473 BEFORE USE. N Design valid far use only with MTek connectors. This design k based only, upon parameters shown, and is for an indlAdual building component: Applicability of design paramenters and proper Incorporation of component is responsibility of bu9ding designer- not tens designer. Bracing shown 's for lateral support of individual web members only. Addffional temporary bracing to insure stability during construction n the respomibi0ity, of the MiTek' erector. Additional permanent bracing of the overal structure is the responsibility of the buldng designer. For general guidance regardng vowro.e.s..00.. fabricotito quafiy control storage, deWery. erection and bracing, consult ANSI/TPII Quality Criteria, DSS -89 and BCSII Building Component 7777 Greenback Lane, Suite f 09 Safety information avaloble from Truss Plate Inslitute, 583 D'Onofno Drive, Madison. WI 53719. Citrus Heights, CA 95610 D 4 Job.Truss 2-'-''S' Truss Type Qty Ply I/defl Ud Plates Increase 1.25 TC 0.30 100 827344150 LOT111_PENTACO2 7-8 ROOFTRUSS 1 1 1.25 BC 0.09 Vert(TL) -0.01 7-8 >999 Job Reference (optional) seiecr uum, maio. UA- sizzus 2.0-0 3 CYC 0.4uu s =as. mc. i ue uec u vvwviu zvui rage i 2-0-0 F?=7[�RFI:I LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 2x4 II SPACING 2-'-''S' DEFL in (loc) I/defl Ud Plates Increase 1.25 TC 0.30 - Vert(LL) -0.00 7-8 >999 240 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 7-8 >999 180 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 6 n/a n/a Code UBC97/ANS195 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 8=477/0-5-8,6=477/0-5-8 Max Horz8=26(load case 5) Max Uplift8=-16(load case 3), 6=-160oad case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0151, 2-3=-217/0, 3-4=-217/0, 4-5=0/51, 2-8=-451/26, 4-6=-451/26 BOT CHORD 7-8=-16/36, 6-7=6/10 WEBS 3-7=-40/40, 4-7=0/170,2-7=0/170 W II PLATES GRIP MT20 185/144 Weight: 34 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied.or 10-0-0 oc bracing. NOTES .) Unbalanced roof live loads have been considered for this design. This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(l) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard Q?,OF ESS/0^, S. C 43 * - 11-09 l 0 A ecember 4,2007 ® WARMNO - V— fy design pa—tors and READ NOTES ON TMS AND ACUMZD MITER' REPERENCE PAGE AM -7473 BEFORE USE. Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building deslgner- not tens designer. Bracing shown Dal Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding .a.o..e.r..no.. fabrieatlon, qualify control storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component 7777 Greenback Lene, Suite 108 Solely Information available from Tens Pule Institute. 583 D'Onofno Drive, Madison, WI 53719. ,..._._ ... ,,tee... Job Truss Truss TypeQty TCLL Ply 1.25 TCDL17.0 Vert(LL) Lumber Increase 1.25 �00 R27344151 L0T111_PENTA CG02 ROOF TRUSS - 8 1 Code UBC97/ANSI95 >999 180 WB 0.00 Horz(TL) Job Reference f zeiea ousro, mmo, q - uzzus o.ouu s dm n cavo mnea inausmes, mc. rue uec gra un:urs. cuur raga s LOADING (psf) SPACING 240-0 TCLL 20.0 Plates Increase 1.25 TCDL17.0 Vert(LL) Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E SLIDER Left 2 X 6 SPF 1650F 1.5E 1-6-12 I axe 11 2'8-7 i 2-8-7 CSI DEFL in (loc) I/dell Ud PLATES GRIP TC 0.58 Vert(LL) -0.00 2-5 >999 240 MT20 197/144 BC 0.05 Vert(TL) -0.00 2-5 >999 180 WB 0.00 Horz(TL) -0.00 4 n/a n/a (Matrix) Weight: 12 Ib REACTIONS (Ib/size) 4=24/Mechanical, 2=449/0-7-12, 5=24/Mechaniral Max Horz2=27(load case 3) Max Uplift4=-24(load case 1), 2=-53(load case 3) Max Grav4=14(load case 3), 2=449(load case 1), 5=48(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0l7, 2-3=115/0, 3-4=-25/2 BOT CHORD 2-5=0/0 BRACING TOP CHORD Sheathed or 2-8-7 oc putting. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. TOTES This truss has been designed for the wind loads generated by 70 mph winds at 25 fl above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard 1:92 ber 4,2007 ® WARNING - Verb fy design parameters and READ NOTES ON TRIS AND INCLUDED WTEK REPERENCE PAGE MU -7473 EEPORE USE. Design valid for use only with MTek connectors. This design B based any upon parameters shown. and is for an individual building component. Applicability of design pammenters and proper incorporation of component is responsibility, of balding designer- not truss designer. Bracing shown 191 Is for lateral support of individwi web members only. Additional temporary bracing to insure stability during comtwction Is the responsibility of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the binding designer. For general guidance regarding fabrication, quality conlrot storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and SCSII Building Component Suite 108 S Lene 777 Greenback , Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. 7 7 ._ _ k neS Job Truss Truss Type Qty Plyo 0 1.25 TC 0.85 TCDL 17.0 Lumber Increase 1.25 827344152 LOT111_PENTA CGA08 ROOFTRUSS 1 1 Code UBC97/ANSI95 (Matrix) Job Reference Select Build, Indio, CA- 92203 6.300 s Jul 11 2008 MITek Industries, Inc. Tue Dec 04 09:07:11 2007 Page 1 2-9-15 2-8.7 41-3 44-11 3x8 II Scale a 1:26.5 5 2.4 II 5x8 = 11-24 o n, 2-8-7 I 4-1-3 I 44-11 I 2.8.7 41-3 4411 .., nrr....,. ry vs• a, ra•n a A n o m LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.85 TCDL 17.0 Lumber Increase 1.25 BC 0.33 BCLL 0.0 Rep Stress Incr NO WB 0.37 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 9=741/0-7-12,6=929/Mechanical Max Horz9=106(load case 4) Max Uplift9=6(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-9=757/11, 1-2=0/51, 2-3=-49310, 3-4=-1066/0, 45=-222/5, 5-6=346/19 BOT CHORD 8-9=-143/0, 7-8=-13/461, 6-7=0/1068 WEBS 2-8=0f701,3-8=-382/0,3-7=0/594. 4-7=-159185,4-6=-897/0 DEFL in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.02 6-7 >999 240 MT20 185/144 Vert(TL) -0.05 6-7 >999 180 Horz(TL) 0.01 6 n/a n/a Weight: 50 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. IOTES This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf lop chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-74 Trapezoidal Loads (plt) Vert: 2=3(17=36, B=36) -10-5=-207(F=-66, B=-66), 9=0(F=10, B=10) -to -8=-13(F=3, B=3),8= -13(F=3, B=3) -to -6=-56(F=-18, B=-18) ® WARNING - Vcrgy design parameters and RFAD NOTES ON THIS AND WCLUDED WTEE REFERENCE PAGE AW -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an indwidual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the respomibilfity, of the erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, ereclion and bracing, consult ANSI/71`11 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. Q?,oFESS/ply S. toLU TjNc�6tic C 04033 TO 7777 Greenback Lane, Suite 109 4,2007 Job Truss Truss Type Qty Plyo o 3 4.6 II g 2.83 12 827344153 LOT111_PENTA CGA08A ROOF TRUSS 1 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP Job Reference (optional) Select Build, Indio. CA - 92203 7-415 6.300s Ju111 2008 MTek IrWustries, Inc. Tue Dec 04 09:07:11 2007 Page 1 34 11 Scale - 1:252 ber4,2007 ® WARNING - 17 r(N design parameters and READ NOTES ON THIS AND nVCUWED MrTEE REFERENCE PAOE MU -7473 BEFORE USE. �� Design valid far use only with MTek connectors. This design is based only upon parameters shown, and b for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibility of the MiTek" erector. Additional permanent bracing of the overall structure is the responsbility, of the building designer. For general guidance regarding .o�r....e..s.... fabrication, quality control. storage, delivery, erection and tracing, consult ANSI/71`11 Quality Criteria, DSB-89 and BCSII Building Component ack Lane, Suite tOB Greenback Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. 7777 r 777 reenb ce ocam 3.4—:—;Z 1 ? 3 4.6 II g 2.83 12 4 2.4 II 7-1-7 70=4 r 7-1-7 0.3.6 •late Offsets (X.Y): 13:0-2-12,0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.14 3-4 >624 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.27 3-4 >312 180 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(rL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 30 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 7-4-15 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=207/Mechanical, 2=325/Mechanical, 3=88/Mechanical Max Horz4=66(load case 5) Max Uplitt2=-18(load case 3) Max Grav4=207(load case 1), 2=325(load case 1), 3=176(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-4=1163/0,11-2=-36/53 BOT CHORD 3-4=-54/29 1-3=-0/49, 2-3=0/0 WOBS TES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 fl above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard OQ�()FESS/�N� �� �R S. 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Q Vert: 1=0(F=37, B=37) -to -2=-137(F=-32, B=-32), 4=0(F=10, B=10) -to -3=-37(F=-9, B=-9) U rrt C 40 * ber4,2007 ® WARNING - 17 r(N design parameters and READ NOTES ON THIS AND nVCUWED MrTEE REFERENCE PAOE MU -7473 BEFORE USE. �� Design valid far use only with MTek connectors. This design is based only upon parameters shown, and b for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibility of the MiTek" erector. Additional permanent bracing of the overall structure is the responsbility, of the building designer. For general guidance regarding .o�r....e..s.... fabrication, quality control. storage, delivery, erection and tracing, consult ANSI/71`11 Quality Criteria, DSB-89 and BCSII Building Component ack Lane, Suite tOB Greenback Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. 7777 r 777 reenb ce ocam Job Truss Truss Type Qty Ply0 0 Plates Increase 1.25 TC 0.11 TCDL 17.0 Rz7447z10 LOT111 PENTA CGD08 ROOFTRUSS 2 1 NO WB 0.02 BCDL 10.0 Code UBC97/ANSI95 (Matrix) Jot) Reference (optional) x�ess au �uw, �.n ocew o.auu s uw r r cuuo mn- rrwusmes, mc. mun uec i r i a:oa:na euur raga s 5 4 3 2x4 II 3x4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.11 TCDL 17.0 Lumber Increase 1.25 BC 0.66 BCLL 0.0 Rep Stress Incr NO WB 0.02 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.12 4-5 >611 240 MT20 185/144 Vert(TL) -0.28 4-5 >260 180 Horz(TL) 0.02 2 n/a n/a Weight: 26 Ib BRACING TOP CHORD Sheathed or 6-3-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 5=149/Mechanical, 2=0/Mechanical, 3=298/Mechanical Max Horz5=54(load case 5) Max Uplift5=-8(load case 3), 3=-17(load case 5) Max Grav5=149(load case 1), 2=28(load case 6), 3=298(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-35/9,1-2=0/6 BOT CHORD 4-5=-26118,3-4=0/0 WEBS 14=-22/31 •NOTES This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 5=0(F=10, B=10) -to -3=147(F=-64, B=-64) ® WARNING - Verify design parameters and READ NOTES ON 710 AND INCLUDED M/TEE REFERENCE PAGE MQ -7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters drown, and 6 for an tndrvidual building component. Applicability of design poiamenters and proper incorporation of component is responsibility of bu8dng designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiDity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and 11C311 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. Seale - 1:29.6 OQ?�OFESS/ONS S.GO Tj�cl�yc 0 Q� rrn W C 046 3 T 1 *\ ��;21-09 /* Clamber 8,2007 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Select Build, Indio, CA- 92203 LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 6.300 s Jul 112006 MTek Industries, Inc. Tue Dee 04 09:07:12 2007 Page 1 •2-9-15 I &D -D t 2-9-15 6.0-0 2x4 II Scale - 120.3 3 2.4 II 3.4 = SPACING 2-0-0 Truss Truss Type Qty Ply D o827[cib Ud PLATES GRIP Plates Increase 1.25 TC 0.64 Vert(LL) -0.04 0T111 PENTA CGE06 � ROOF TRUSS 1 1 BC 0.24 Vert(TL) -0.09 4-5 >767 160 Job Reference o 'o a Select Build, Indio, CA- 92203 LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 6.300 s Jul 112006 MTek Industries, Inc. Tue Dee 04 09:07:12 2007 Page 1 •2-9-15 I &D -D t 2-9-15 6.0-0 2x4 II Scale - 120.3 3 2.4 II 3.4 = SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP Plates Increase 1.25 TC 0.64 Vert(LL) -0.04 4-5 >999 240 MT20 185/144 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.09 4-5 >767 160 Rep Stress Incr NO WB 0.01 Harz(TL) -0.00 4 n/a n/a Code UBC97/ANSI95 (Matrix) Weight: 28 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 5=421/0-7-12,4=212/Mechanical Max Horz5=67(load case 4) Max Uplift5=44(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-5=-392/55, 1-2=0/51, 2-3=-39/22, 3-4=-155/1 BOT CHORD 4-5=-57/15 WEBS 2-4=-0/45 BRACING TOP CHORD Sheathed or 6-0.0 oc puffins, except end verlicals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES .) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psi bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-74 Trapezoidal Loads (pif) Vert: 2=-3(F=36, B=36) -to -3=-111(F=-19, 6=-19), 5=0(F=10, B=10) -to -4=-30(F=-5, B=5) ® WARNINO - V -f fy deargn p—mete- and READ NOTES ON THIS AND MCLUDED MITER REPERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design pommenters and proper incorporation of component is responsibility, of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to imure stability during construction is the responsibility of the erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing. consult ANSI/71`11 Quality Criteria, D58-89 and BCSII Building Component Safety Information avalable from Truss Plate Institute, 583 UOnofno Drive, Madison, WI 53719. �OQ?'Of ESSIpN� S C- LU C 04033 r IMM*M2f 'ZZ 7777 Greenback Lane, Suite 109 4, 2007 Job Truss Truss Type City Ply o 0 1.25 TC 0.69 TCDL 17.0 Lumber Increase 1.25 R27344156 LOT111_PENTA CGE08 ROOF TRUSS 1 1 Code UBC97/ANS195 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E o e e e ce o io al Select Build, Indio, CA - 92203 6.300s Ju111 2006 MRek Industries, Inc. Tue Dec 04 09:07:13 2007 Page 1 11-2.4 I 5.7-2 08 II Scale • 1:20.4 4 46 II 4x6 5-7-2 5-7-2 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.69 TCDL 17.0 Lumber Increase 1.25 BC 0.50 BCLL 0.0 Rep Stress Incr NO WB 0.81 SCOL 10.0 Code UBC97/ANS195 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud'Except 4-5 2 X 4 SPF 165OF 1.5E SLIDER Left 2 X 4 HF Stud 2-9-11 REACTIONS (Ib/size) 1=484/0-7-12, 5=968/Mechanical Max Hoa 1=87(load 'case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1415/0, 2-3=-1356/0, 3-4=-266/9, 4-5=458/24 BOT CHORD 1-6=0/1344, 5-6=0/1344 DEFL in floc) I/defl Ud PLATES GRIP Vert(LL) -0.05 5-6 >999 240 MT20 185/144 Vert(TL) -0.12 5-6 >999 180 Horz(TL) 0.02 5 n/a n/a Weight: 40 Ib BRACING TOP CHORD Sheathed or 5-9-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 3-6=0/299, 3-5=-1215/0 TES �O 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=37, B=37) -to -4=-207(F=-66, B=-66), 1=0(F=10, B=10) -10-5=-56(F=-18, B=-18) �OQ?,pFESS/S. CO pNgl 0 r2rt IX C 0 9,6433 T *\ _V-P-'Y3ro9 /* OF December 4,2007 ® WARNING. Verify design parameters and READ No7E5 am Tws, AND Al cLUDED mTFK REFERENCE PAGE MU -7473 BEFORE USE. e Design valid for use only with Mifek connectors. This design 4 based only upon parameters shown, and D loran individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer- not tees designer. Bracing shown Nil is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the resporsbfnity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibi iy of the budding designer. For general guidance regarding fabricaiton, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. 7777 Greenback Lane, Su _,_ ., -. _- ___Su Job Truss Truss Type Qty Ply o 0 Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 827344157 L0T111_PENTA CGFDD ROOF TRUSS 1 1 MT20 185/144 TCDL17.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.03 Job Reference loptional) Select Build, Indio, CA - 92203 6.300s / 1 2006 MTek Industries, Inc. Tue Dec 04 09:07:13 2007 Page 1 r -2-9-15 I 4-2-3 8-4-5 2-9.15 4-2-3 4-23 2x4 II 2.83 12 aro II 3x4 = 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.02 5-6 >999 240 MT20 185/144 TCDL17.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.03 5-6 >999 180 BOLL 0.0 Rep Stress Incr NO WB 0.22 Horz(rL) -0.00 5 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 55 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 7=536/0-7-15, 5=491 /Mechanical Max Horz7=155(load case 4) Max Uplift7=39(load case 3), 5=-17(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-7=-531/40,1-2=0/51, 2-3=-169/24,3-4=-56147.4-5=-242/8 BOT CHORD 6-7=-125/40.5-6=-54/137 WEBS 2-6=0/207, 3-6=-52f71, 3-5=-232/42 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at micipt 4-5 NOTES �) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category If, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind, Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-74 Trapezoidal Loads (plf) Vert: 2=-3(F=36, B=36) -to -4=-155(F=-40, 8=40),7=0(17=10, B=10) -to -5=-42(F=-11, B=-11) ® WARNINO - Verjfg design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Deign valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicabifity of design paromenters and proper incorporation of component is respomibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during comtruction is the resporssibility of the erector. Additional permanent bracing of the overall structure is than responsibility of the building designer. For general guidance regarding 'abAeation. quality ccnbot storage, delivery. erection and bracing, consult ANSIAI'll quality Criteria. DSS -89 and SCSII Building Component Surety Information ovalable from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. Scale =1:39.9 �OQ?,pfESS/pN�l S T�Nc �c m LU off C 0433 T MiTek' 7777 Greenback Lane, Sufte 109 4, 2007 ob Truss Truss Type QtyPly (loc) L/d PLATES GRIP Plates Increase 1.25 TC 0.32 Vert(LL) 100 R273aa156 ILOTI11_PENTA CGF06A ROOFTRUSS 1 1 BC 0.20 Vert(TL) -0.03 4-5 _ 180 o erei a Select Build, Indio. CA- 92203 LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 6.300 s Jul 11 2006 MITek Industries, Inc. Tue Dec 04 09:07:14 2007 Page 1 4-2-3 I 8-4-5 I 4-23 4-2-3 2.83 12 2x4 II 3 2,14 II 3x4 = 3x4 = SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP Plates Increase 1.25 TC 0.32 Vert(LL) -0.02 4-5 >999 240 MT20 1851144 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.03 4-5 >999 180 Rep Stress Ina NO WB 0.29. Horz(TL) -0.00 4 n/a n/a Code UBC97/ANSI95 (Matrix) Weight: 52 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 6=264/0-7-12, 4=528/Mechanical Max Horz6=147(load case 4) Max Uplift4=-9(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-260/1,1-2=-188/19.2-3=-57/46, 3-4=-222/10 BOT CHORD 5-6=-117/64, 4-5=-46/180 WEBS 1-5=-7/272, 2-5=100/49, 2-4=-305/28 BRACING TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 1 Row at midpt 3-4 NOTES �) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=37, B=37) -to -3=-155(F= 40, B=-40), 6=0(F=10, B=10) -to -4=-42(F=-11, B=-11) ® WARMWO - Verify design Parameters and READ NOTES ON THIS AND fNCZ UDED MTER REFERENCE PAGE MU -7473 EEPORE USE. Design varxd for use only with M7ek connectors. This design is based only upon parameters shown, and is for an indvidual bWding component. Applicability of design pammeniers and proper Incorporation of component is responsibility of building designer- not buss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the respombi'Bily of the erector. Additional permanent bracing of the overall stnsture is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria. DS8-89 and BCSII Building Component Safety Information ovoilobte from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. Scale a 1:39.9 �OQ?,oFESsl S �r/NGF�'L W- C 04,903 T ber 4,2007 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply0 0 1.25 TC 0.84 TCDL 17.0 Lumber Increase I 8273159 44 LOT111 PENIA CGG08 ROOF TRUSS 1 1 , (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E Job efere ce (optional) i -2-9-15 I 5-7-2 _ I 11-74 2-9-15 5-7-2 57-2 , 3x6 II Soale - 1:26.7 4 2x4 II 3.4 = 3x6 57-2 57.2 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.84 TCDL 17.0 Lumber Increase 1.25 BC 0.38 BCLL - 0.0 Rep Stress Incr NO. WB 0.55 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud *Except* 4-5 2 X 4 SPF 1650F 1.5E DEFL in floc) I/defl L/d PLATES GRIP Vert(LL) -0.05 5-0 >999 240 MT20 185/144 Vert(TL) -0.09 5-6 >999 180 Horz(TL) 0.01 5 n/a n/a Weight: 51 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 7=741/D-7-12,5=929/Mechanical Max Horz7=126(load case 4) Max Upliff7=-8(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2-7=-724/15.1-2=0/51,2-3=-777/0,3-4=-194/22,4-5=-452124 BOT CHORD 6-7=-120/4, 5-6=0!739 BS 2-6=0/895, 3-6=-106/137, 3-5=-717/0 TES 1) This truss has been designed for the wind loads generated by 70 mph winds at 2511 above ground level, using 9.0 psf lop chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-74 Trapezoidal Loads (plf) Vert: 2=-3(F=36, B=36) -to -4=-207(F=-66, 8=-66), 7=0(F=10, B=10) -to -5=-56(F=-18, B=-18) ® WARNING - Verify design paRmeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEPORE USE. Design valid for use onty with Mifek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not inns designer. Bracing shown is for lateral support of insdnidual web members only. Additional temporary brocing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quoli, y control storage. defivery. erection and bracing, consult ANSIM11 Quarrty Criteria, DSB-89 and BCS11 Building Component Satefy Inlomr anon available from Truss Plate trsfllute. 583 D'Onofno Drive, Madison, Wl 53719. !�Zt9?tOFESS/pN-q S. CO 0 R � m LU C 03 r lmv,vj �© ber 4,2007 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qy Ply LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud *Except* �00 8273180 44 LOT111 PENTA CGG08A ROOF TRUSS 1 1 FORCES (lb) - Maximum Compression/Maximum Tension. TOP CHORD 1-6=-449/0,1-2=-803/0, 2-3=-192/22, 34=-445/23 BOT CHORD 5-6=-93/39, 4-5=0/772 Job Reference optionall 5-5-5 o.suu s sun i i zuuo mn ee mausmes, mc. rue uec ua uv:uf:s o zuw Pages 5-7-2 3.8 11 3 2r4 11 3.4 = 3.8 = 1 5.5-5 5-5-5 5-7-2 Plate Offsets (X.YI: 13:0-3-11.Edoel Scale a 1:28.8 LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Inv NO Code UBC97/ANSI95 CSI TC 0.56 BC 0.38 WD 0.58 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.05 4-5 >999 240 Vert(TL) -0.09 4-5 >999 180 Horz(TL) 0.01 4 n/a n/a PLATES GRIP MT20 185/144 Weight: 47 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud *Except* 34 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 6=47110-3-8.4=942/Mechanical Max Harz 6=1 17(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension. TOP CHORD 1-6=-449/0,1-2=-803/0, 2-3=-192/22, 34=-445/23 BOT CHORD 5-6=-93/39, 4-5=0/772 WEBS 1-5=0!767, 2-5=-91/138, 24=-755/0 IOTES This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) �QFESS/� Vert: 1=0(F=37, B=37) -to -3=-207(F=-66, B=-66), 6=0(F=10, 8=10)-to4=-56(F=-18, B=-18) SULI �� 4R 0 rn * E 1- 9 4,2007 ® WARMNO.9er j fg design p--t-ra --d READ NOTES ON Tms AND INCLUDED wTER RsFeRENCB PAGE MU -7473 BEFORE USF - e Design valid far use only with M7ek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall stricture Is the respomlbility, of the building designer. For general guidance regarding w,.w•o Aern.nA. fabrication, quality control, storage. delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BC511 Building Component 7777 Greenback Lane, Suite 109 safety Information available from Truss Nate Institute. 583 D'Onofno Drive. Madison. WI 53719. _. ... _ _ _ _ Job Truss Truss Type CSI Ply 00 Plates Increase 1.25 TC 0.64 jQtY 17.0 827344181 1 LOT111 PENTA CGH03 ROOF TRUSS 2 1 NO WB 0.01 BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job Reference (optional) Select Build, Indio, CA- 92203 6.300 s Jul 112006 Mirek Industries, Inc. Tue Dee 04 0997:16 2007 Page 1 LOADING (psf) SPACING 2 0 0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.64 TCDL 17.0 Lumber Increase 1.25 BC 0.10 BCLL 0.0 Rep Stress Incr NO WB 0.01 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 5=380/0-7-12, 3=37/Mechanical, 4=31 /Mechanical Max Horz 5=51 (load case 5) Max Uplift5=-46(load case 3) Max Grav5=380(load case 1), 3=37(load case 1), 4=62(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-5=-364/52,1-2=0/51, 2-3=-32/1 BOT CHORD 4-5=43/0 WEBS 24=0/44,3-4=0/0 DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.01 4-5 >999 240 MT20 185/144 Vert(TL) -0.02 4-5 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 22 Ib BRACING TOP CHORD Sheathed or 4-5-10 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. roof live loads have been considered for this design. *=lanced ) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Scale o 1;13.5 LOAD CASE(S) Standard Q?,OFESS/ply 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Q 9� Uniform Loads (pit) �Q� -n�R S. Vert: 1-2=-74 Trapezoidal Loads (pit) Vert: 2=-3(F=36, B=36) -to -3=-83(F=-4, B=-4), 5=0(F=10, B=10) -to -4=-22(F=-1, B=1) ;VO�9 �. ber 4,2007 ® WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE IM -7473 BEFORE USE. s Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual buBdng component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown MR is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPil Quality Criteria, DSB-89 and BCS11 Building Component 7777 Greenback Lane, Suite 109 Safety Inlormallon available from Truss Plate Institute. 583 DOnofno Drive, Madison, WI 53719. 777 _ Greenback Job Truss Truss Type Qry Pyo 0 I/deft Ud PLATES GRIP TCLL 20.0 I Rz73aa162 LOT111_PENTA CGJD6 ROOFTRUSS 4 1 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.24 Vert(TL) 0.04 Job Reference (optional! Select Build, Indio, CA - 92203 6.300S Jui 11 2008 MRek IrMusides. Inc. Tue Dee 04 09:07:16 20D7 Page 1 2-9.15 4-2-3 4-2-3 Scale 1:18.7 W II 4 2x4 II Dx4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.02 5-6 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.24 Vert(TL) 0.04 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 361b LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 7=536/0-7-12, 5=491 /Mechanical Max Horz7=69(load case 4) Max Uplift7=-30(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-7=-528/32.1-2=0/51, 2-3=497/0, 3-4=-52/42, 4-5=-245/13 BOT CHORD 6-7=-65/0,5-6=0/456 WEBS 2-6=01462, 3-6=0/138, 3-5=-491/0 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES �) This truss has been designed for the wind loads generated by 70 mph winds at 25 If above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy Category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-74 Trapezoidal Loads (plf) Vert: 2=-3(F=36, B=36) -to -4=-155(F=40, B=-40), 7=0(F=10, B=10) -to -5=-42(F=-11, B=-11) I® WARNiNO - Vdrlfy design parameters and READ NOTES ON 77US AND INCLUDED AUTER REFERENCE PAGE AM 7473 BEFORE USE Design valid for use only with Mgek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not huts designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, derwery, erection and bracing, consult ANSI/TPII Quality Criteria, DSS -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 100 Job Truss Truss Type Qty Ply 20.0 Plates Increase 1.25 TC 0.89 TCDL 17.0 827344163 Lo LOT111_PENTA CGKOB ROOFTRUSS 2 1 NO WB 0.52 BCDL 10.0 Code UBC97/ANSI95 (Matrix) Referencea Select Build, Indio, CA - 92203 6.300 8 Jul 112006 MTek IMusides. Inc. Tue Dec 04 0997:17 2007 Page 1 r -7-9-15 i 4-8.3 l 11.2-0 t 2-9-15 4-&3 S-6-1 4x8 II Scale a 1:41.0 7 6 5 2.4 II 3x4 = 3.8 = 4-8-3 i 11-24 4-&3 6b1 LOADING (psf) SPACING 2'-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.89 TCDL 17.0 Lumber Increase 1.25 BC 0.40 BCLL 0.0 Rep Stress Incr NO WB 0.52 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud 'Except' 4-5 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 5=401/Mechanical, 6=1269/0-9-4 Max Horz6=181(load Case 4) Max Upl'Ift5=-92(load Case 4), 6=-112(load case 3) DEFL in (loc) Well Ud PLATES GRIP Vert(LL) -0.08 5-6 >948 240 MT20 185/144 Verl(TL) -0.14 5-6 >535 180 Horz(rL) -0.00 5 n/a n/a Weight: 62 Its BRACING TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-5 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-7=-3712.1-2=0/51, 2-3=-79/300, 3-4=-169/46,4-5=-510/28 BOT CHORD 6-7=-68/36, 5-6=-250/89 WEBS 2-6=-245/117, 3-6=-932/64, 3-5=-54/416 •TOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-74 Trapezoidal Loads (pit) Vert: 2=-3(F=36, B=36) -to -4=-207(F=-66, 8=-66), 7=0(F=10, B=10) -to -5=-56(F=-18, B=-18) ® WARMWO - 11 -ib d.M.9n ;-rause— and READ Norse ON 7-ws AND INCLUDED MITER REFERENCE PAGE MU -7473 BEPORE USE. Design valid for use only with Mgek connecters. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not Inns designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSII -69 and BCSII Bunding Component Safety Information available from Truss Plate Institute. 5B3 D'Onolno Drive, Madison. WI 53719. �OQ�Of ESS/p�� s W C 0464e ST , *\ EX5'3,XW /* , 7777 Greenback Lane, Suite 109 4,2007 Job Truss Truss Type Qty Plyo 0 1.25 TC 0.68 TCDL 17.0 Lumber Increase 1.25 827344184 LOT111_PENTA CGK08A ROOF TRUSS 2 1 Code UBC97/ANSI95 (Matrix) Job Reference (optional) Select Build, Indio, CA- 92203 9.300 s Jul 112006 MTek Industries, Inc. Tue Dec 04 09:07:18 2007 Page i -2-9.15 I 4-8-3 I 11.241 I ' 2.9.15 441-3 6S1 4x8 11 Scale - 1:41.0 2x4 II 48 = 4.83 6S1 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.68 TCDL 17.0 Lumber Increase 1.25 BC 0.53 BCLL 0.0 Rep Stress Incr NO WB 0.07 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF 1650F 1.5E -Except- 3-5 2 X 4 HF Stud Except- 3-52X4HFStud REACTIONS (Ib/size) 5=622/Mechanical, 6=731/0-9-4, 2=321/0-5-8 Max Horz6=128(load case 4) Max Uplift5=-37(load case 4), 2=-61 (load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-15/36, 3-4=-175/41, 4-5=-512/28 BOT CHORD 5-6=-i27136.2-7=019 i DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.12 5-6 >622 240 MT20 185/144 Vert(TL) -0.23 5-6 >337 180 Horz(TL) -0.01 2 n/a n/a Weight: 51 Its BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-5 WEBS 6-7=-652/0, 3-7=-669/0, 3-5=0/134 �OTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard �OFESS/p 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 OQ Uniform Leads (plf) �R $, Vert: 1-2=-74 ' Y Trapezoidal Loads (plf) CO Vert: 2=-4(F=35, B=35) -to -4=-207(F=-66, B=-66), 6=-23(F=-2, B= -2) -to -5=-56(F=-18, B=-18), 2=-0(F=10, B=10) -to -7=-23(F=-2, (9 Q M B=-2) LU46433 * p 1 9 *, 4, 2007 ® WARNING. Ver(fq design parameters and READ NOTES ON TWS AND D9ClrJDED (LITTER REFERENCE PAGE MIT -7473 BEFORE USE. Design valid for use only with MTek connectors. This design's based only upon parameters showm and is for an individual building component. Applicability of design Pommenlers and proper incorporation of component is responsibility of buldng designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the buldng designer. Far general guidance regarding fabrication, quality control. storage, defv,= erection and brocin consult ANSI/TPII Qualify Criteria. DSB-89 and 5CSI1 Building Component 7777 Greenback l.ene, Suite t09 Safely Inlamotfon avolable firm Tsyss Wote Institute. 583 D'Onofno Drive, Madison, WI 53719. _ �- ---_ Job Truss Truss Type Qty Ply 00 I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 827344185 1 LOT111 PENTA CGL08 ROOFTRUSS 2 1 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.09 Job Reference (optional) Select Build, Indio, CA - 92203 6.300 s Jul 11 2006 MTek Industries, Inc. Tue Dec 04 08:07:18 2007 Page 1 2-9-15 5-7-2 5.7-2 3x8 11 Scale =1:25.6 4 2x4 II 3x6 = 3x8 = 5-7-2 - 5.7-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.05 5-6 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.09 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.57 HOrz(fL) 0.01 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 50Ill LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud 'Except' 4-5 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 7=741/0-7-12, 5=929/Mechanical Max Horz7=121(load case 4) Max Uplifl7=-9(load case 3) BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2-7=-722/16, 1-2=0/51, 2-3=-838/0, 3-4=-202/20, 4-5=-451/24 BOT CHORD 6-7=-135/8, 5-6=0!799 WEBS 2-6=0/963, 3-6=-93/147, 3-5=761/0 •TOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) , Vert: 1-2=-74 Trapezoidal Loads (plf) Vert: 2=-3(F=36, B=36) -to -4=-207(F=-66, B=-66), 7=0(F=10, B=10) -to -5=-56(F=18, B=-18) JL WARNTNO - Very jy design pates and READ NOTES ON TffiS AND INCLUDED MITER REFERENCE PAOE AW -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. ApplicabTdy of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability outing construction is the respomiNflity of the erector. Additional permanent bracing of the overall structure is the responsibility of the balding designer. For general guidance regarding fabrication- quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Rate Institute. 583 D'Onofno Drive. Madison. WI 53719. �OQ?,OFESS/S. pN� C W- C O 433 t *\ E)V. Al -09 • /* WOW 7777 Greenback Lane. Suite 109 4, 2007 Job russ russ Iype["y CSI DEFL o 0 (loc) Vdefl j"'00FTRuSs PLATES GRIP TCLL 20.0 R273441666 LOT111 PENIA CGLDBA 2 1 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 Job Reference (optional) area ouuv, mare, --.crus 6 • 4-5-0 v..wv o ^M �. <vw mn ert mwam c. i u. uec vv i ,.v r.v. <uur rag. r 4-5-0 bol II 3 6 5 4 2x4 II 3x4 = k 3's = 4-5-0 8-10-0 1 Seale a 1:23.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.02 4-5 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 40 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 6=295/Mechanical, 4=591 /Mechanical Max Horz 6=94(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-289/0.1-2=-413/0,2-3=-63/41, 3-4=-249/9 •BOT CHORD 5-6=-82/14,4-5=0/399 NEBS 1-5=0/437,2-5=-65/91, 24=-483/0 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=37, B=37) -to -3=-163(F=45, 13=45), 6=0(F=10, B=10) -to -4=44(F=-12, B=-12) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=17, B=17) -to -3=-75(F=-21, B=-21), 6=0(F=20, B=20) -to -4=-88(F=-24, B=-24) Continued on page 2 jk WARNINO - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITES REFERENCE PAGE AM -7473 BEFORE USE. Design vafid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of binding designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality controL storage, delivery. erection and bracing, consuB ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison, Wt 53719. ber 4,2007 MiTek" 7777 Greenback Lane. Suite log Job russp0FTRUSs uss ype y 00 - 827344166 LOT111_PENTA CGL08A 2 1 Job Reference o Gonal Select Build, Indio, CA- 92203 LOAD CASE(S) 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Horz: 1-6=9, 3-4=13 Trapezoidal Loads (pig Vert: 1=-1(F=-2, 6= -2) -to -3=7(F=2, B=2), 6=0(F=4, B=4) -to -4=-18(F=-5, B=-5) Horz: 1=1(F=11, B=.11) -to -3=-47(F=-13, B=-13) 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Horz: 1-6=-13, 3-4=-9 Trapezoidal Loads (pig Vert: 1=-7(F=-2, B= -2) -to -3=1(F=2, B=2), 6=0(F=4, B=4) -to -4=-18(F=-5, B=-5) Horz: 1=7(F=11, B=11) -to -3=-41(F=-13, B=-13) 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pig Horz: 1-6=-15, 3-4=15 Trapezoidal Loads (plf) Vert: 1=-1(F=-2, 13= -2) -to -3=7(F=2, B=2), 6=0(F=4, B=4) -to -4=-18(F=-5, B=-5) Horz: 1=1(F=11, B=11) -to -3=-47(F=-13, B=-13) 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pig Horz: 1-6=-15,3-4=15 • Trapezoidal Loads (pig Vert: 1=-9(F=-2, 8= -2) -to -3=-0(F=2, 13=2), 6=0(F=4, 6=4)-to4=-18(F=-5, 8=-5) Horz: 1=9(F=11; B=11) -to -3=-39(F=-13, B=-13) • 6.300 s Apr 19 2006 MTek Industries, Inc. Tue Dec D4 11:47:49 2007 Page 2 ® WARNING - Verify design paraeset-. and READ NOTES ON THIS AND INCLUDED MITER REPERENCS PACE MB -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is far an individual building component. Applicability, of design poromenters and proper Incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respornibility, of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ...+........s.... fabricatioix quality control storage, delivery. erection and bracing, consult ANSI/TPII Qualfty Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information ovalable from Truss Rate Institute, 583 UCknofno Drive. Madison. WI 53719. 7777 k Lane.Su Job Truss Truss Type Qty Ply 00 SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 827344187 lJob LOT111_PENTA CGM08 ROOF TRUSS 4 1 BC 0.46 Vert(TL) -0.09 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.44 Reference io al Select Build, Indio, CA - 92203 6.300 s Jul 1112006 MTek Industries, Inc. Tue Dec 04 D8:07:1 B 2007 Page 1 i -2-9-15 l 5-7-2 i 11.2-4 2-9.15 5-7-2 5-7-2' 4 4:8 II Scale - 1:30.6 4 5.7-2 5-7-2 late Offsets (X Y}: [4:0 3 B,Edfle} (5:0-5-0,0-2-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.04 5-6 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.09 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.44 Harz(TL) 0.01 5 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 49 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF Stud `Except' 4-5 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 7=741/0-7-0, 5=929/Mechanical Max Harz 7=1 19(load case 4) Max Uplift7=-3(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2-7=-708/19, 1-2=0/51, 2-3=-940/0, 3-4=-306/4, 4-5=-441/28 BOT CHORD 6-7=-110/4, 5-6=0/954 WEBS 2-6=0/988, 3-6=-273/35, 3-5=-690/0 6,10TES ) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1'.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord five toad nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 OQ,p,QFESS/��� Uniform Loads (plf) Vert: 1-2=-74 Trapezoidal Loads (plf) UJI C 433 Vert: 2=-3(F=36, B=36) -to -4=-207(F=-66, B=-66), 7=0(F=10, B=10) -to -5=-56(F=-18, B=-18) *- -09 ber 4,2007 ® WARNING - V.Hh design p—mel— arrd READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM -7473 BEFORE USE. �a Design valid for use only with MAek connectors. This design is based only upon parameters shown and is for an Individual bolding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction B the responsibilfity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsfblity of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consul ANSIITP11 Quality Criteria. DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite tOB Safety Information available from Truss Plate Institute, 583 UOnofno Drive, Madison. WI 53719. _,_ , , , . - _ - -__-_ Job Truss Truss Type Qty Ply o 0 1.25 TCDL 17.0 Lumber Increase 1.25 R27344168 LOT711_PENTA CGN08 ROOF TRUSS - 2 1 Code UBC97/ANSI95 Weight: 55 Ib BRACING ob Reference foplional) Select Build, Indio, CA - 82203 6.300s Jul 77 2006 MTek InCusines, Inc. Tue Dec 04 08:0720 2007 Page 1 2-315 5-7-2 5-7-2 3x8 I I Scale - 1:31.1 4 2x4 II 3x4 = 3.8 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 17.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud 'Except' 4-5 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 7=741/0-7-12, 5=929/Mechanical Max Horz7=143(load case 4) Max Uplift7=-6(load case 3) 5-7-2 5.7.2 CSI DEFL in (loc) I/defl Ud PLATES GRIP TC 0.79 Vert(LL) -0.05 5-6 >999 240 MT20 185/144 BC 0.34 Vert(TL) -0.09 5-6 >999 180 WB 0.53 HOrz(rL) 0.00 5 n/a n/a (Matrix) Weight: 55 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-7=-729/13,1-2=0/51, 2-3=-622/0, 3-4=-172/29, 4-5=-452/24 BOT CHORD 6-7=-129/1, 5-6=-5/588 .WEBS 2-6=0!730, 3-6=-137/111, 3-5=-607/0 OTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-74 Trapezoidal Loads (plf) Vert: 2=-3(F=36, B=36) -to -4=-207(F=-66, B=-66), 7=0(F=10, B=10) -to -5=-56(F=-18, B=-18) ® WARNING - Verify design parsameters and READ NOTES ON THIS AND INCLUDED JUTEK REFERENCE PAGE 11,171-7473 BEFORE USE. Design valid for use only with M1ek connection. This design is based only upon parameters shown, and is for an individual buBdirsg component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not tuns designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall] structure is the responsibility of the bunding designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quarity Criteria, DSB-89 and BCSIi Building Component Safety information available from Truss Plate Institute. 5113 D'Onofno Drive. Madison, WI 53719. SOV?po ESS/S. ON9l CO Lul C 04643 _ Mn , *\ E0?i /*, OF ber 4,2007 �e MiTek° 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Plyo 0 SPACING 2-0-0 CSI DEFL in (IDc) I/deft , Ud 827364188 LOT111 PENTA CGN08A ROOF TRUSS 1 1 4-5 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.26 Job Reference (optional) 57-13 mm. rrw 5.1.13 o.euu s run s zuuo ran enc rnousmes, mc. i ue uec uo uavr:zu zuur rages 3.6 II 3 65 4 2x4 II 3x4 = 3x6 = Scale - 1:31.0 ' S-1-13 11-13 I 10.3-11 I 5-1.13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (IDc) I/deft , Ud PLATES GRIP TCLL . 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.03 4-5 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.06 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(rL) 0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 49 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 8-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 6=404/Mechanical, 4=808/Mechanical Max Horz6=127(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-388/0,1-2=-502/0.2-3=-134/31, 3-4=-372/19 BOT CHORD 5-6=-104/15,4-5=-7/481 WEBS 1-5=0/524.2-5=-1 16/92, 2-4=-530/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=37,8=37) -to -3=-191(F=-58, 8=-58), 6=0(F=10, B=10) -to -4=-52(F=-16, B=-16) ® WARNINO - Ver jJy de rig. p—meters aM READ NOTES GN Tws AND INCLUDED mTER REFERENCE PAGE MU -7473 REPORS USS. Design yard for use only with Mitek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of bulding designer- not truss designer. Bracing shown Is for lateral support of individuat web members onty. Additional temporary bracing to insure stability during construction is the responubiffily, of the erector. Additional permanent brocing of the overall structure is the responsblity of the buldng designer. For general guidance regarding fabrication, quality control storage, deWery. erection and brocksg. consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component Solely Inlormclion available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. 4 I � o9,? ESS/ON� �w� ���R S. co m C0 3rn * -0s q 11 - OFC December 4,2007 e MiTek` 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply 00 Plates Increase 1.25 TC 0.72 TCDL 17.0 R27344170 LOT111_PENTA CGN08e ROOF TRUSS 1 1 NO WB 0.38 BCDL 10.0 Code UBC97/ANSI95 (Matrix) o Ree nce)ptionall .area Duna, .... an -.— o.auu s um 11 tuuo Mr 1 ea —wanes, mc. i ue uec ua ua:utzs zuur rage i 5A7 I 10.0.13 I 50.7 5-0.7 e*e,r� 3x4 II 3 6s 4 2s4 II 3x4 = 3x6 = LOADING (psf) SPACING 2 0 0 CSI TC LL 20.0 Plates Increase 1.25 TC 0.72 TCDL 17.0 Lumber Increase 1.25 BC 0.24 BCLL 0.0 Rep Stress Incr NO WB 0.38 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 6=386/Mechanical, 4=771 /Mechanical Max Horz6=125(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-370/0,1-2=-465/0,2-3=-126/32, 3-4=-355/18 BOT CHORD 5-6=102/17, 4-5=-9/445 WEBS 1-5=0/490, 2-5=-114/86, 2-4=-496/0 DEFL in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.03 4-5 >999 240 MT20 185/144 Vert(TL) -0.06 4-5 >999 180 Horz(TL) 0.00 4 n/a n/a Weight: 48 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load •and 4.0 psf bottom chord dead load, in the intedor(1) zone roof*zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25. Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=37, B=37) -to -3=-186(F=-56, B=-56), 6=0(F=10, B=10) -to -4=-50(F=-15, B=-15) ® WARNING - Verlf], design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for we only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. AppFicadrity of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of irldMdual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the respomib0ity of the building designer. For general guidance regarding fabrication, quality control storage. delivery, erection and bracing. consu8 ANSVTP11 Quaffly Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 5113 D'Onofno Drive, Madison. WI 53719. Scale a 1:31.0 QROF ESS/pit S LU C 0,4433 r 1-09- /* 7777 Greenback Lane, Suite 109 4,2007 Select Build, Indio, CA- 92203 6.300s Jul 11 2008 MTek Industries, Inc. Tue Dec 04 09:07:212007 Page 1 2-315 4.11-0 4-11-0 3.6 II Scale a 1:28.8 4 2.4 11 4-11-0 4-11-0 LOADING (psf) Truss Truss Type Qty Ply o 0827344171 PLCT Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 111_PENTA CGO07 ROOF TRUSS 2 1 MT20 185/144 TCDL 17.0 Lumberincrease 1.25 BC 0.29 Vert(TL) -0.05 efe a ce o ' Select Build, Indio, CA- 92203 6.300s Jul 11 2008 MTek Industries, Inc. Tue Dec 04 09:07:212007 Page 1 2-315 4.11-0 4-11-0 3.6 II Scale a 1:28.8 4 2.4 11 4-11-0 4-11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) -0.02 5-6 >999 240 MT20 185/144 TCDL 17.0 Lumberincrease 1.25 BC 0.29 Vert(TL) -0.05 5.6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 44 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 7=634/0.7-0, 5=704/Mechanical Max Horz7=103(load case 4) Max Uplift7=-14(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-7=-606/25.1-2=0/51,2-3=-614/0,3-4=-205/8.4-5=-344/20 BOT CHORD 6-7=-96/0, 5-6=-0/622 WEBS 2-6=0/685, 3-6=-209/25, 3-5=-457/0 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. &)�ThisTES truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the intedor(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-74 Trapezoidal Loads (plf) Vert: 2=3(F=36, B=36)4o-4=-182(F=-54, B=-54), 7=0(F=10, B=10) -to -5=49(F=-15, B=-15) ® WARNING. Verify design paRmefers and READ NOTES ON TINS AND INCLUDED ATTER REFERENCE PADS MU -7473 BEFORE USE. Design valid for we only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the respomibillity, of the erector. Addit'ionol permanent bracing of the overall structure is the responsibility of the building designer. For generol guidame regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safely Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. �OQ�OFESS/p��l W C 04833 7777 Greenback Lane, Suite 109 4,2007 Job Truss Truss Type Qty Pyo 0 1.25 TCDL 17.0 Lumber Increase 1.25 827344172 LOT111_PENTA CGO08 ROOFTRUSS 1 1 Code UBC97/ANSI95 >999 180 WB 0.44 HOrz(TL) Job Reference (optional Select Build, Indic, CA - 82203 6.300 s Jul 112006 MTek Industries, Inc. Tue Dec 04 09:0722 2007 Page 1 l -2-415 I 5-7-2 ( 11-2-4 2-415 5.7-2 5-7-2 4x8 11 Scale - 1:30.6 4 2x4 II 0, LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 17.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud *Except* 4-5 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 7=741/0.7-0, 5=929/Mechanical Max Harz 7=1 19(load case 4) Max Uplift7=-3(load case 3) 5-7-2 5-7-2 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.74 Vert(LL) -0.04 5-6 >999 240 MT20 185/144 BC 0.46 Vert(TL) -0.09 5-6 >999 180 WB 0.44 HOrz(TL) 0.01 5 n/a n/a (Matrix) Weight: 49 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-7=-708/19,1-2=0151, 2-3=-940/0, 3-4=-306/4, 4-5=-441/28 BOT CHORD 6-7=-110/4, 5-6=0/953 •WEBS 2-6=0/988, 3-6=-273/35, 3-5=-690/0 JOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the intedor(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-74 Trapezoidal Loads (ptt) Vert: 2=-3(F=36, B=36) -to -4=-207(F=-66, B=-66), 7=0(F=10, B=10) -to -5=-56(F=-18, B=-18) ® WARNING - Verify design parameters and READ NOTES ON THIS AND JNCLUDED WTEE REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek connectors. The design's based only upon parameters shown, and is for an individual building component. Applkabilty, of design paromenters and proper incorporation of component is responsibilily of building designer- not inns designer. Brocing shown e for lateral support of individual web members only. Adddional temporary bracing to insure stability during construction's the responsibi0ily, of the erector. Additional permanent bracing of the overall structure is the responsibility of the bvlding designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss %ate Institute. 583 D'Onofno Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 100 7 Job Truss Truss Type Qty Ply o 0 I/defl • PLATES GRIP TCLL 20.0 Plates Increase 1.25 R27344173 LOT111_PENTA CGQ08A - ROOFTRUSS 1 1 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.09 ob Reference folitional) solea awm, muro, -- nuua 57-2 57-2 o.avu s dm n cuuo —es inousmes, — I ue U0a uV W -a [W t raga r 4.8 11 3 i 57.2 I 11-2A 1 57-2 57-2 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.04 4-5 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.09 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 46 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud 'Except' 3.4 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 6=477/0-7-0, 4=955/Mechanical Max Horz6=1 11 (load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-460/0,1-2=-1004/0, 2-3=-304/4, 3-4=-034/26 BOT CHORD 5-6=-91/54, 4-5=0/1026 BRACING TOP CHORDSheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing. Scale - 1:30.6 WEBS 1-5=0/950, 2-5=-268/40, 2-4=-764/6 IOTES This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psi top chord dead load and 4.0 psi bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOADCASE(S) Standard OQ?,pFESSIp�,� 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (pit) 4� ACV �� C Vert: 1=0(F=37, B=37) -to -3=-207(F=-66, B=-66), 6=0(F=10, B=10) -to -4=-56(F=-18, 6=-18) CG LU M CoY - * EX . 3- ber 4,2007 ® WARNDW - 9ert& design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REPERENCE PAGE MU -7473 aEPORE USE. Design valid for use only with MBek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not tons designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding F--------.. fabrication, quority control. Suite tOB Su Greenback Lane, storage. delivery, erection and bracing, consult ANSIM11 Quality Cdferla. DSB-89 and BC511 Building Component Safety Information available from Truss %ate Institvie, 583 D'Onofno Drive, Madison, WI 53719. 7777 _- _e, Su Select Build, Indio, CA - 92203 6.300 s Jul 112006 MTek Industries, Inc. Tue Dec 04 09:0723 2007 Page 1 2-9-15 57-2 57-2 3x4 11 Scale • 1:26.0 5 3-570 2-1.8 57-2 LOADING (psf) SPACING 2-0-0 Truss Truss Type Qty Ply o 0Rz73aa17a Vert(LL) 0.02 2-9 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.33 Vert(TL) 0.03 2-9 >999 180 [ob 0T111_PENTA CGO08B ROOFTRUSS i 1 (Matrix) Weight: 46 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc puffins, Job Reference -o I Select Build, Indio, CA - 92203 6.300 s Jul 112006 MTek Industries, Inc. Tue Dec 04 09:0723 2007 Page 1 2-9-15 57-2 57-2 3x4 11 Scale • 1:26.0 5 3-570 2-1.8 57-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.02 2-9 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.33 Vert(TL) 0.03 2-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) -0.00 10 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 46 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2 X 4 HF Stud *Except* 5-6 2 X 4 SPF 165OF 1.5E, 3-10 2 X 6 SPF 165OF 1.5E REACTIONS (Ib/size) 2=382/0-7-0, 10=570/0-7-12, 6=729/Mer-hanical Max Horz2=89(load case 4) Max Uplift2=-58(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-64/35, 3-4=-610/0, 4-5=148/11, 5-6=-288/14 BOT CHORD 7-8=-22/23, 6-7=0/599, 2-11=-24/0, 9-11=-24/0 WEBS 8-10=-570/0, 8-9=-529/0, 3.9=-554/0, 4-7=-224/43, 4-6=-529/0, 3-7=0/614 .TOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load - and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). [. LOAD CASE(S) Standard 1.25. Plate Increase=1.25 OQRQFEss���q �4. �R S. 1) Regular: Lumber Increase Uniform Loads (pit) Co m Vert: 1-2=-74 C Trapezoidal Loads (plf) LU A C �4 33 rn Vert: 2=5(F=34, B=34) -to -5=-207(F=-66, B=-66), 8=-19(F=O, B=O) -to -6=-56(F=-18, B=-18), 2=-1(F=10, B=10)-to-9=-19(F=O, B=0) * -09 *1 4,2007 ® WARNING - Vert jy d.Mgn parameters aM READ NOTES ON 77US AND INCLUDED L>7TE8 REFERENCE PAGE MB -7473 BEFORE USE. Design varW for use only with MTek connectors. This design Is based only upon parameters shown. and is for an individual bwld'urg component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of indnidual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding eo.r..e.�o.n... fabrication, quality control storage, derwery. erection and bracing, consult ANSIM11 Quality Criteria. OSB -89 and BCSII Bunding Component 7777 Greenback Lane, Suite 109 solely Information available from Tr%7s Plate Institute, 583 UOnofno Drive, Madison, WI 53719. _ G k e,,, Job Truss Truss Type Ory Plyo 0 Plates Increase 1.25 TC 0.05 TCDL 17.0 R27344175LOT111_PENTA 1.25 C6008C MONO SCISSOR 1 1 NO WS 0.16 BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job Reference (optional Select Build, Indio, CA - 92203 3-2-42.4' 11 ln2-0 _ 3 2s4 11 3x4,f LOADING (psf) SPACING2 0 0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.05 TCDL 17.0 Lumber Increase 1.25 BC 0.02 BCLL 0.0 Rep Stress Incr NO WS 0.16 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 7=36/Mechanical, 4=72/Mechanical Max Horz7=-35(load case 6) Max Uplift7=-32(load case 5), 4=-14(load case 4) Max Grav7=40(load case 4), 4=72(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-13/13,2-3=-15/19, 3-4=-45/8 BOT CHORD 6-7=-22/35,4-5=-17/36 WEBS 1-7=-40/33, 5-6=-01/54, 2-5=-31/44, 1-6=-55/44, 2-4=-19/6 6.300 s Jul 112006 MiTek DMustrtes, Inc. Tue Dec 04 09:0724 2007 Page 1 DEFL in (loc) Vdefl L/d PLATES GRIP Vert(LL) -0.00 5 >999 240 MT20 185/144 Vert(TL) -0.00 5 >999 180 Horz(rL) 0.02 4 n/a n/a Weight: 26 Ib BRACING TOP CHORD Sheathed or 3-2-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OT This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increasex1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=37, B=37) -to -3=-59(F=8, B=8), 7=0(F=10, B=10)-tG-6=-8(F=6, 8=6), 5=-8(F=6, B=6) -to -4=-16(F=2, B=2) Seale . 1:25.7 ber 4,2007 ® WARN M2 - V- fy desigo Parcmata-s and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACE MB -7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability, of design paramenters and proper Incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibl0ity, of the Welk erector. Additional permanent bracing of the overall shuetwe is the responsibility of the balding designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing. consvIt ANSI/TPII Quality Criteria, DSII -89 and 8CSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofn7777 Greenback Lane, Suite tOBo Drive, Madison. WI 53719. _ e, Su aerea ou r nuw o.auu a vw r mw run ec inaussnas, mc. run uec w ue:ur�c cwt rage s 0ll E LOADING (psf) Truss Truss Type City Py oo827344176 �ob 1.25 TC 0.30 TCDL 17.0 Lumber Increase OT111_PENTA CJA02A ROOFTRUSS 2 1 YES WB 0.00 BCDL 10.0 Code UBC97/ANSI95 (Matrix) ob e e caL02 io aerea ou r nuw o.auu a vw r mw run ec inaussnas, mc. run uec w ue:ur�c cwt rage s 0ll E LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.30 TCDL 17.0 Lumber Increase 1.25 BC 0.05 BCLL 0.0 Rep Stress Ina YES WB 0.00 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud DEFL in (loc) Udell L/d PLATES GRIP Vert(LL) 0.00 5 >999 240 MT20 185/144 Vert(TL) 0.00 5 >999 180 Horz(TL) -0.01 3 n/a n/a Weight: 9 Ib BRACING TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 5=346/0-5-8,4=0/Mechanical, 3=-14/Mechanical Max Horz5=30(load case 4) Max Uplift5=-29(load case 5), 4=-5(load case 4), 3=-14(load case 1) Max Gravy=346(load case 1), 4=27(load case 2), 3=4(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension , TOP CHORD 2-5=309/41, 1-2=0/51, 2-3=-47/0 BOT CHORD 4-5=010 NOTES �) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind.. Lumber DOL=1.33 plAte grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale - 1:13.1 COQ ,OFESS/ONS S. I 46433 * X - 1-09 FOF AL ecember 4,2007 WARNING - lreri ftj design panametere and READ NOTES ON THIS AND XCLUDED =7ER REFERENCE PAGE AW -7473 BEFORE USE. � � Design valid for use onty with M7ek connectors. This design is based onty upon parameters shown, and is far an individual building component. Applicability of design poromenters and proper incorporation of component is respomibilty of Iwlding designer - not tons designer. Bracing shown is for lateral support of irsdnidual web members only. Additional temporary bracing to insure slabilty during construction is the responsibility of the MOW erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding fabrication, quality control storage, defivery. erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BCSII BuOding Component Safety Information available from Truss Plate Institute. 58 7777 Greenback Lane, Suite 1093 D'Onofno Drive. Madison. WI 53719. 77 .. , - . _ - 4 Job Truss Truss Type TCLL 20.0 Plates Increase 1.25 TCDL 17.0 lut-yr- 1.25 R27344177L0T111_PENTA Fjob 0.0 CJA04 ROOF TRUSS 1 1 Code UBC97/ANSI95 >999 180 WB 0.03 HOrz(TL) (optional) Seled Build, Indio, CA- 92203 6.300 s Jul 11 2006 MTek Industries, Inc. Tue Dec D4 09:0725 2007 Page 1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 17.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES 8CDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud 2x4 11 2-1-8 , 3-11-11 4J I; CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.30 Vert(LL) -0.01 6 >999 240 MT20 185/144 BC 0.03 Vert(TL) -0.02 6 >999 180 WB 0.03 HOrz(TL) 0.02 4 n/a n/a (Matrix) Weight: 18 Ib REACTIONS (Ib/size) 7=387/0.5-8, 4=113/Mechanical, 5=18/0-1-8 Max Horz7=74(load case 5) Max Uplift7=-11(load case 3), 4=-16(load case 5) Max Grav7=387(load case 1), 4=113(load case 1), 5=36(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2-7=-368/33,1-2=0/51, 2-3=-67/0, 3-4=-15/32 BOT CHORD 6-7=-67/10, 5-6=-0/0 WEBS 2-6=0/65, 3-6=-33/73 BRACING TOP CHORD Sheathed or 4-0-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 0VOTES This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joints) 5. Scale a 1:16.3 LOADCASE(S) Standard �OQ�pFESS/pN� S. TjNc��c cCID Of EO• -9 ber 4,2007 ® WARNINO - V—yil de.fgn Parameter...d READ NOTES ON TWS AND U9CLUDED MITER REFERENCE PADS MD -7473 BEFORE USE Design valid for use only with MTek connectors. This design's based only upon parameters shown. and is for an individual balding component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not tons designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabTly during construclion is the responsibility of the MiTekr erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ra.�..e rr..a... fabrication, quality control storage, delivery. erection and bracing, consu6 ANSIITP11 Quality Criteria, DS8-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Mate Institute, 583 D'Onofno Drive. Madison. 153719. _._ . , . _ _ _ Job Truss Truss Type Qty Ply o 0 1.25 TCDL17.0 ' Lumber Increase 1.25 R27344178 LOT1I1_PENTA CJA04A ROOFTRUSS 1 1 Code UBC97/ANSI95 >999 180 VB 0.03 HOrz(TL) Job Reference (clortional) Select Build, Indio, CA - 92203 6.300 s Jul 112006 MTek Industries, Inc. Tue Dec 04 090725 2007 Page 1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL17.0 Vert(LL) Lumber Increase 1.25 BCL' 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud 2.4 II 2-7-0 I 3-11-11 i r CSI DEFL in (loc) I/clef! Ud PLATES GRIP TC 0.30 Vert(LL) -0.01 6 >999 240 MT20 185/144 BC 0.05 Vert(TL) -0.02 6 >999 180 VB 0.03 HOrz(TL) 0.01 4 n/a n/a (Matrix) Weight: 18 Ib REACTIONS (Ib/size) 7=387/0-5-8, 4=118/Mechanical, 5=13/0-1-8 Max Horz7=74(load case 5) Max Uplift7=11(load case 3), 4=-14(load case 5) Max Grav7=387(load case 1), 4=118(load Case 1), 5=27(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-7=363/35, 1-2=0/51, 2-3=-66/0, 3-4=-11/34 BOT CHORD 8 7=-68/12, 5-6=-0/0 WEBS 2-6=0/63, 3-6=-25!74 BRACING TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. erTES )oThis truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. LOAD CASE(S) Standard ® WARNING - pert, y design parmmerens and READ NOTES ON TJUS AND INCLUDED Af77'EE REFERENCE PADS MU 7473 BEFORE USE. Design vorid for use only with MTek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibTty, of binding designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure slabifity during construction's the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Infornallon available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. Scale a 1:16.3 nil MiTek' 7777 Greenback Lane. Suite 100 4,2007 Job Truss Truss Type Ory Plyo 0 (loc) I/defl Ud TCLL 20.0 Plates Increase R27344179LOT111_PENTA TC 0.30 CJA04B ROOF TRUSS 1 i 240 TCDL 17.0 Lumber Increase 1.25 BC 6.06 Vert(TL) Reference forrtional seiea sum. imro, GA - caws IF 0; oauu s sw n auuo m...... usuws, ... . ue suet un v—,-- raga s 2-" 2-" 1-11-11 4 12x4 II 2A-0 1 3-11-11 2-0-0 7.11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.00 7 >999 240 TCDL 17.0 Lumber Increase 1.25 BC 6.06 Vert(TL) 0.00 6-7 >999 180 BCLL 0.0 Rep Stress In cr YES WB 0.05 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code US (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 8=387/0.5-8, 5=134/Mechanical Max Horz8=69(load case 5) Max UpliftS=-11(load case 3), 5=-250oad case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2-8=369/18.1-2=0/51,2-3=-149/8,3-4=-50/0 BOT CHORD 7-8=-58/0,6-7=-35/120,5-6=-8/42 PLATES GRIP MT20 185/144 Weight: 20 Ib BRACING TOP CHORD Sheathed or 3-11-11 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2-7=0/154, 3-7=-83/12, 3-6=-146/42 �TOTES ) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy Category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psi bottom chord live load_ nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Seale . 1:16.3 OQROFESS/CO p�� S. C 0433 T t * E .>311-09• *, ber 4,2007 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PADS Ma' -7473 BEFORE USE. Design valid far use only with MTek connectors. This design is based only upon parameters shown, and 6 for an individual building component. Applicability of design paromenters and proper incorporation of component is responsBrTity, of building designer- not tons designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the M iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding ;-5— to -5— a.r<ra.... fabrication, qualify control storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenbank Lane, Suite 108 Safely Information available ham Truss Plate Institute, 583 D'Onof go Drive. Madison. WI 53719. k Lane, Su ob Truss Truss Type Qty Ply 00 IL PLATES GRIP Plates Increase 1.25 TC 0.12 Vert(LL) 1127344180 OT111_PENTAA CJA04C ROOF TRUSS 1 1 BC 0.05 Vert(TL) -0.00 4 >999 180 ob efere io al LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 1-3-10 2 4 4.00 12 12X4 II 1-3.10 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP Plates Increase 1.25 TC 0.12 Vert(LL) -0.00 4 >999 240 MT20 185/144 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 4 >999 180 Rep Stress Incr YES WB 0.00 Horz(rL) -0.01 2 n/a n/a Code UBC97/ANS195 (Matrix) Weight: 6lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=53/Mechanical, 2=41/Mechanical, 3=12/Mechanical Max Horz4=42(load case 5) Max Uplift4=-1 (load case 3), 2=-23(load case 5), 3=-25(load case 5) Max Grav4=54(load case 5), 2=41 (load case 1), 3=23(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-42/0.1-2=-14110 BOT CHORD 3-4=-11/6 BRACING TOP CHORD Sheathed or 1-3-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES )This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the intedor(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip.DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ® WAR NTNG - Verify design p—meter, aM READ NOTES ON THIS AND 7NCLUDED MrTEK REFERENCE PAGE MU --7473 BEFORE USE. Design valid for use only with MTek connectors. This design Is based onty upon parameters shown. and Is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing, consult ANSVTP11 Qua81y, Crtterla, DSB-89 and BCSII BuBding Component Safety Information avaBable from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. Scale: 3/411' Bet MiTek' 7777 Greenback Lane. Suite 109 4,2007 Job Truss Truss Type Ory Ply Ud I Plates Increase 1.25 TC 0.30 I Lo R27344181 I CADS CDS ROOF TRUSS 1 1 BC 0.13 Vert(TL) -0.03 7.8 >999 180 Job Refere o io area umw, mato, cA - vuua LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 a.6Uu s JYI 11 Cu1A MI I eR laaasmes, mG 1 ae UCG - ue."I , -r rape l 2-0-0 4-1-8 1.10.12 2X4 II SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP Plates Increase 1.25 TC 0.30 Vert(LL) -0.02 7.8 ' >999 240 MT20 185/144 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.03 7.8 >999 180 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a Code UBC97/ANSI95 (Matrix) Weight: 27 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 8=465/0-5-8, 5=244/Mechanical Max Horz8=85(load case 5) Max Uplifl8=-2(load case 3), 5=-11(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-8=-426/37, 1-2=0/51, 2-3=-299/1, 3-4=-40/0 BOT CHORD 7-8=-81/20.6-7=18/227.5-6=0/0 WEBS 2-7=0/234, 3-7=-6/127, 3-6=-342/28 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES .) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf lop chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard ® WARNING - verib design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for on individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individsml web members only. Additional temporary bracing to insure slabTty during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, dernery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate institute, S83 D'Onotno Drive. Madison. WI 53719. Scale r, 121.1 �e MiTek' 7777 Greenback Lane, Suite 100 Job Truss Truss Type Qty Plyo o SPACING 2-0-0 CSI DEFL in (loc) Well L/d 827344182 LOT111_PENTA CJA06A ROOF TRUSS 1 1 I 7-8 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.16 ob Reference o 'oaa11. Select Build, Indio, CA - 92203 6.300 s Jul 112006 MTek Industries, Inc. Tue Dec 04 00:0728 2007 Page 1 i -2.0.0 I 4-7-0 1 571-11 2-0-0 47-0 1.411 Scale - 121.7 REACTIONS (Ib/size) 8=465/0-5-8,5=244/Mechanical Max Horz8=86(load case 5) Max Uplifl8=2(load case 3), 5=-6(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2-8=-421/39,1-2=0151,2-3=-246/0,3-4=-29/0 BOT CHORD 7-8=-82/22, 6-7=-8/165, 5-6=0/0 WEBS 2-7=0/175, 3-7=-4/155, 3-6=-330/16 NOTES .) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf lop chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. LOAD CASE(S) Standard �oQROf ESS/ON9l S. rti� Fac C-13QQ cD LU C 04643 OF 4,2007 ® WAR$WQ - Ver{ fy design parameters and READ NOTES ON 78fS AND fNCLUDED M17EE REFERENCE PAGE MU -7473 BEPORE USE. Design vdrid for use only with Mitek connectors. This design is based only upon parameters shown, and D for an individual buldng component. Applicability of design paramenters and proper incorporation of component is responsibility of buldng designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility, of the MiTek' erecta. Additional permanent bracing of the overall structu s is the responsibility of the buldng designer. For general guidance regarding w.rs,e.rnra.r fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available Greenback Lane, Suite 109able from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. 7777 47-0 1411 ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.d Plates Increase 1.25 TC 0.30 Vert(LL) -0.02 7-8 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.05 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 HOrz(TL) 0.00 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 27111 LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 8=465/0-5-8,5=244/Mechanical Max Horz8=86(load case 5) Max Uplifl8=2(load case 3), 5=-6(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2-8=-421/39,1-2=0151,2-3=-246/0,3-4=-29/0 BOT CHORD 7-8=-82/22, 6-7=-8/165, 5-6=0/0 WEBS 2-7=0/175, 3-7=-4/155, 3-6=-330/16 NOTES .) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf lop chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. LOAD CASE(S) Standard �oQROf ESS/ON9l S. rti� Fac C-13QQ cD LU C 04643 OF 4,2007 ® WAR$WQ - Ver{ fy design parameters and READ NOTES ON 78fS AND fNCLUDED M17EE REFERENCE PAGE MU -7473 BEPORE USE. Design vdrid for use only with Mitek connectors. This design is based only upon parameters shown, and D for an individual buldng component. Applicability of design paramenters and proper incorporation of component is responsibility of buldng designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility, of the MiTek' erecta. Additional permanent bracing of the overall structu s is the responsibility of the buldng designer. For general guidance regarding w.rs,e.rnra.r fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available Greenback Lane, Suite 109able from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. 7777 Job Truss Truss Type Oty Ply o 0 Plates Increase 1.25 TC 0.30 TCDL 17.0 R27344183 LOT111_PENTA CJA06B ROOF TRUSS 1 i YES WB 0.06 BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job Reference (orstion Select Build, Indio, CA - 92203 6.300s Jul 11 2000 MTek Industries, Inc. Tue Dec 04 09:0728 2007 Page 1 2.4 II 2.0-0 3-11-11 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.30 TCDL 17.0 Lumber Increase 1.25 BC 0.15 BCLL 0.0 Rep Stress Incr YES WB 0.06 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 8=465/0-5-2, 4=131/Mechanical, 5=111/0-1-8 Max Horz8=86(load case 5) Max Uplift8=-2(load case 3), 4=-10(load case 5) Max Grav8=465(load case 1), 4=131(load case 1), 5=139(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-8=-446/10, 1-2=0/51, 2-3=-191/0, 3-4=-54/32 BOT CHORD 7-8=-75/0, 6.7=-23/154, 5-6=0/44 0-0-2 DEFL in floc) I/defl Ud I PLATES GRIP Vert(LL) -0.02 6-7 >999 240 MT20 185/144 Vert(TL) -0.03 6-7 >999 180 Horz(TL) 0.00 4 n/a n/a Weight: 27 Ib BRACING TOP CHORD Sheathed or 5-11-11 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2-7=0/187, 3-7=-103/0, 3-6=-142/18 S 1) ThisOTEtruss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(7) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. LOAD CASE(S) Standard ® WARNING - Vcr (fy design parnmetara and READ NOTES ON THTS AND INCLUDED MITES REPSRENCS PAGE AM 7473 DEPOSE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual bWdng component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSIAPII Quarriy Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institule. 5B3 D'Onofno Drive, Madison, WI 53719. Scale a 1:20.7 ber4,2007 7777 Greenback Lane. Suite 109 Select Build, Indio, CA - 92203 8.300s JuI 11 2008 MTek Industries, Inc. Tue Dec 04 09:0729 2007 Page 1 LOADING (psf) Truss Truss Type Qty Ply 00827344184 Plates Increase 1.25 TC 0.20 TCDL 17.0 Lumber Increase PLOT1I I-PENTA CJAOBC ROOFTRUSS 1 1 YES WB 0.01 BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job Reference (optional Select Build, Indio, CA - 92203 8.300s JuI 11 2008 MTek Industries, Inc. Tue Dec 04 09:0729 2007 Page 1 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.20 TCDL 17.0 Lumber Increase 1.25. BC 0.12 BCLL 0.0 Rep Stress In YES WB 0.01 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 5=172/0-5-8, 2=134/Mechanical, 3=37/Mechanical Max HorzS=59(load case 5) Max Uplift2=9(load case 3), 3=-11(load case 5) Max Gravy=172(load case 1), 2=134(load case 1), 3=75poad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=13410,1-2=-34/34 BOT CHORD 4-5=-48/17.3-4=-4/23 WEBS 1-4=0/44 DEFL in (loc) I/deg Ud PLATES GRIP Vert(LL) -0.01 4-5 >999 240 MT20 185/144 Vert(TL) -0.02 4-5 >999 180 Horz(TL) 0.00 2 n/a n/a Weight: 16 Ib BRACING TOP CHORD Sheathed or 3-11-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. OTES This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-9S per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard ® WARNING - Very fy dedgn p --ter. and READ NOTES ON TFIIS AND 1NCLEWED MITER REFERENCE PAGE MB -7473 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility, of bung designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overc0 structure is the responsibility of the building designer. For general guidance regarding tobdcation, qualify control storage, delivery, erection and bracing, consult ANSIZII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Intortnallon available from Truss Plate Institute, 593 UOnofno Drive. Madison. WI 53719. Seale . 1:19.4 7777 Greenback Lane, Suite 109 Berea eutxl, mato, cA- UL J • O.JYu s JUI 11 <Yw MI reR IaaU5ule5, IOG. r ua ec W W:ur w —ut raga 1 r 6.0-0 I 10.54 I 16.5-0 I 2-0.0 64)-0 4.5-0 6-D-0 Scale a 1:352 4.6 = 3x4 = 4x6 3.4 II 4x10 = 4.10 = - 3x4 II r 6-0-0 10-5-0 I 16.5-0 I s-Iw Truss Truss Type Oty Ply o 0 �ob TC 0.88 TCDL 17.0 Lumber Increase 1.25 BC 0.43 Rz734atas 0T111_PENTA D01MG ROOFIRUSS 1 1 LUMBER Horz(TL) TOP CHORD 2 X 4 SPF 1650F 1.5E 7 BOT CHORD 2 X 4 SPF 1650F 1.5E n/a Job Reference (optional) Berea eutxl, mato, cA- UL J • O.JYu s JUI 11 <Yw MI reR IaaU5ule5, IOG. r ua ec W W:ur w —ut raga 1 r 6.0-0 I 10.54 I 16.5-0 I 2-0.0 64)-0 4.5-0 6-D-0 Scale a 1:352 4.6 = 3x4 = 4x6 3.4 II 4x10 = 4.10 = - 3x4 II r 6-0-0 10-5-0 I 16.5-0 I s-Iw in LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.88 TCDL 17.0 Lumber Increase 1.25 BC 0.43 BCLL 0.0 Rep Stress Incr NO WB 0.46 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER Horz(TL) TOP CHORD 2 X 4 SPF 1650F 1.5E 7 BOT CHORD 2 X 4 SPF 1650F 1.5E n/a WEBS 2 X 4 HF Stud *Except* 3) Provide adequate drainage to prevent water ponding. 3-9 2 X 6 SPF, 1650F 1.5E, 5-8 2 X 6 SPF 1650F 1.5E DEFL in (loc) I/defl , Ud PLATES GRIP Vert(LL) -0.04 9-10 >990 ' 240 MT20 185/144 Vert(TL) -0.10 9-10 >999 180 Horz(TL) 0.01 7 n/a n/a 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Girder carries hip end with 6-D-0 end setback. Weight: 92 Ib '7 BRACING TOP CHORD Sheathed or 5-10-1 oc puffins, except end verticals, and 2-0-0 oc puffins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 10=1552/0-5-8,7=1367/0-5-8 Max Horz 10=70(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0151, 2-3=-1325/0, 3-4=1211/0, 4-5=-1225/0, 5-6=-1334/0, 2-10=-1444/0, 6-7=-1254/0 BOT CHORD 9-10=-41/59,8-9=0/1268,7-8=-9/84 WEBS 3-9=-350/52, 5-8=-374/61.2-9=0/1328,6-8=0/1299,4-9=-225/11,4-8=-205/19 NOTES �) Unbalanced roof live loads have been considered for this design. ) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the intedor(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Girder carries hip end with 6-D-0 end setback. 6) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 333 Ib down and 22 Ib up at 10-5-0, and 333 Ib down and 22 Ib up at 6-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard �OQgoFESS/l�� �� ��R S. r//� 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 ti v(,1 �,L Uniform Loads (plf) m Vert: 1-2=-74, 2-3=-74, 3-5=-140(F=-66), 5-6=-74, 7-10=-38(F=-18) LU 1 TTl C �'+ 3 Concentrated Loads (Ib) x� Vert: 3=-333(F) 5=-333(F) * E -09 , I &Z I W-,., ®R � ber 4,2007 ® WARNING - Vrn{ jy design parameters and READ NOTES ON THIS AND A'CLUDED MITER REFERENCE PADS MU -7473 BEFORE USE. Design valid for use only with Miilek connectors. This design is based only upon parameters shown, and is far an Individual bonding component. Applicability of design poramenters and proper incorporation of component is responsibility of buldng designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the balding designer. For general guidance regarding .o.ra .*..rr.na..• fabrication. quality control. storage, delivery. erection and bracing, consutt ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. 77 77 - reen a Lane, Job Truss Truss Type qty in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 Ipty100 Rz73aa1se LOT111_PENTA D02H ROOF TRUSS 1 1 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.05 10-11 >999 180 ob foutionall o.ouu s +um ii — mi i ex maususes, mc. r ue uec un ua:ur:eu zwr rage i -7-0-0 I 6-0.0 I 10-5-0 I 16.5-0 ; 2-0-0 S-041 4-5-0 6-0-0 3x4 = Scale - 1:40.6 3x4 = 4x8 \\ 4 6 2.4 II 3x4 = - 3.8 = 3x4 II 6-0-0 I 10-5-0 I 16.5-0 I 640-0 4-5-0 6-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.03 10-11 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.05 10-11 >999 180 BCLL 0.0 Rep Stress Incr NO ' WB 0.21 Horz(rL) 0.01 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 87 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc puffins BOT CHORD 2 X 4 SPF 1650E 1.5E (6-0-0 max.): 3-5, 4-6. WE8S 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 11=931/0-5-8,8=747/0-5-8 Max Horz 11 =67(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-660/0, 3-4=-72/4, 3-5=-587/9, 5-6=-68/4, 5-7=-669/0, 2-11=-873/2, 7-8=-682/0; 4-6=-24/5 BOT CHORD 1D-11=-42/41, 9-10=0/576, 8-9=-12!71 WEBS 3-10=-201/14, 3-9=-92/123, 5-9=-245/29, 2-10=0/616, 7-9=0/587 NOTES Unbalanced roof live loads have been considered for this design. This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition 1 enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ® WARNINO - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEE REFERENCE PADS MU -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not inns designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing, consult ANSI/TPII Quarity Criteria, DSO -89 and BCSII•Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 r 4,2007 Job Truss Truss Type Qty Plyo 0 (loc) I/defl Ud TCLL 20.0 Plates Increase 827344187 LOT1I1_PENTA D03 ROOFTRUSS 3 1 240 TCDL 17.0 Lumber Increase 1.25 BC 0.20 Vert(TL) Job Reference factional Select auna, mala, GA - 9Z2a3 0.3 u s Jur 11 zum mi 1 as imustnes. Inc. 1 ue uec W ua:U/:31 zuuf rage 1 -2-0-0 I 8.2.8 I 18.5.0 I 4 2-0-0 8-2A B-2-8 08 = Scale - 1:38.3 B 9 0 30 II 3.4 = 3:4 = 3x4 II r 5-6-13 I 10-10-3 16-5-0 5-613 5-3-5 5.6-13 LOADING (psf) SPACING CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.02 7-8 -999 240 TCDL 17.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.04 6-7 >999 160 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud 'Except' 2-8 2 X 4 SPF 1650F 1.5E, 4-5 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 8=931/0-5-8, 5=747/0-5-8 Max Horz8=66(load case 4) PLATES ' GRIP MT20 185/144 Weight: 76 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-613/0, 3-4=-618/0, 2-8=-873/0, 4-5=-682/0 BOT CHORD 7-8=-39185,6-7=0/567,5-6=-20/132 WEBS 3-7=-171/10, 3-6=-154/19, 2-7=0/501, 4-6=01452 IOTES ,) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psi bottom chord dead load, in the intedor(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard ® WARNING - Verify deslgn p-tera and READ NOTES ON TAUS AND INCLUDED MITEK REFERENCE PAGE MIT -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibirity, of buldng designer- not truss designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing to insure stabllty during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Job Truss Truss Type CSI DEFL in (loc) I/deb Ud 10ty]Ptyo0 Plates Increase 827344188 LOT111_PENTA D04D ROOF TRUSS 1 1 240 TCDL 17.0 Lumber Increase 1.25 BC 0.24 Vert(TL) ob Referenoe (optional) o.ouu s aw 11 cuuo mi i ea mausmes, mc. i ue uec w uu:u rsz zuur rage i -2-0-0 I B-2-8 I 16-5-0 2-0-0 B-2-8 8-2.8 ' 4:10 = 3 3x8 II 1x8 = 3.8 = 3x8 II i 5-6-13 I 10-10-3 16-5-0 5$13 5.3-5 5-0.13 LOADING (psf) SPACING2-0.0 CSI DEFL in (loc) I/deb Ud TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.02 7-8 >999 240 TCDL 17.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.04 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(rL) 0.01 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud 'Except' 2-8 2 X 4 SPF 1650F 1.5E, 4-5 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 8=931/0-5-8, 5=747/0-5-8 Max Harz8=66(load case 11) Max Uplift8=-1259(load case 9), 5=-1232(load case 12) Max Grav8=221 1 (load case 8), 5=2027(load case 7) PLATES GRIP MT20 1851144 Weight: 76 Ib BRACING TOP CHORD Sheathed or 4-5-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-7,4-6 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51,2-3=-2043/1388,3-4=-2048/1385,2-8=-2147/1272, 4-5=-1957/1244 BOT CHORD 7-8=-1181/1226, 6-7=-559/1149, 5-6=1161/1274 BS ' 3-7=1083/921, 3-6=-1066/930.2-7=-1510/2078,4-6=-1519/2029 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psi bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 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 total drag load of 215 pit. Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-5-0 for 215.0 plf. LOAD CASE(S) Standard ® WARNING - V-qy design parameters and READ NOTES ON THIS AND INCLUDED LBTEK REFERENCE PADS LIB -7473 BEPORE USE Design valid for use only with Mitek connectors. This design's based only upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the resporuibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage. delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component Safety information available from Truss Plate Imtitute. 583 D'Onofno Drive, Madison. WI 53719. Scale - 1:38.4 �OQ�OFESS1pN�l c� m W C 04 * E 9 I OFIC mber 4,2007 �N MiTek` 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply oo 23.10.4 28-0-0 ' I 44-0 1-1-0 3-8-0 I 5-5-8 827344188 1 LOTt 11_PENTA E01 HG ROOF TRUSS 1 2 Job Reference /Gotionall select Burn, Inco, UA - UZZu3 a.buu s Jul 11 Zuue Mitek Inouseles, Inc. Iue uec u4 utl:ur:33 Zuu7 Page 1 .2.0.0 4-0-0 I6-5-0 F 9-1.0 I 14-M l 70-0-0 I 23-10.4 I 28-0-0 X30-0-0 1 2-0-0 4-4-0 1-1-0 3.8.0 5-5.8 8-5-8 3-10-4 4.1-12 ` 2-0-0 Scale • 1:54.2 4x6 = 3x8 = 4x6 = • 18 17 16 15 14 .'13 12 11 3x4 II 3x8 = 4x4 = 3.8 = 5x6 = 3.8 = 3x8 = 3.4 II LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins,. except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 SPF 165OF 1.5E (6-0-0 max.): 3-4, 5-7. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - REACTIONS (Ib/size) 18=3234/0-5-8,11=305710-5-8 Max Harz 11=73(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-4099/0, 3-4=-4707/0, 4-5=-5110/0, 5-6=-4811/0, 6-7=-4594/0, 7-8=-4829/0, B-9=-3806/0, 9-10=0/51, 2-18=-3110/0, 9-11=-2930/0 BOT CHORD 17-18=0/127, 16-17=0/3894, 15-16=0/4612, 14-15=0/5642, 1314=0/5642, 12-13=0/3547, 11-12=0/139 WEBS 3-17=-1331/1, 316=0/2143, 4-16=1958/0, 4-15=0/382, 5-15=Of795, 6-15=-1132/0, 6-14=0/555, 6-13=-1380/0, 7-13=0/537, 6-13=0/1391,8-12=1246/3,2-17=0/4011,9-12=0/3698 OTES t 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. -Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. ,4) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Girder carries hip end with 8-0-0 right side setback, 4-4-0 left side setback, and 8-0-0 end setback. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 641 Ib down and 43 lb up at 20-0-0, and 347 Ib down and 23 Ib up at 4-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 ® WARNING - 9'erlfy design Pa.ametera and READ NoTEs oN THIS AND DVcr.GDzD !m7P-R REFERENCE PAGz MU -7473 NzFoRE Gas. Design valid for use only with M7ek connectors. This design is based only upon parameters shown. and 6 for an individual building component. Applicability of design paramenlers and proper incorporation of component is resporuibifity of building designer- not tuns designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibiBity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, dernery, erection and bracing, consult ANSI/TPII Quality Criteria, DS8-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. �O0?,o ESSIO S. C � C 04 I t 17!�if� 7777 Greenback lane. Suite 108 4,2007 4.4-0 6-5- 9.1-0 14.6-8 20.0-0 23.10.4 28-0-0 ' I 44-0 1-1-0 3-8-0 I 5-5-8 1 5-5-8 I 3-10-0 I 1 4-1-12 late Offsets (X,Y): 12:0 -3.3,0 -1 -81,13:0 -5 -0,0 -1 -131,[9:0 -3-3,0-1-81,[12:0-3-8,0-1-81,(14:0-3-0,0-3-01,117:0-38,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEF L in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.11 14 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.26 14-15 >999 180 BCLL 0.0 Rep Stress Incr - NO WB 0.69 Horz(TL) -0.07 18 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 268 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins,. except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 SPF 165OF 1.5E (6-0-0 max.): 3-4, 5-7. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - REACTIONS (Ib/size) 18=3234/0-5-8,11=305710-5-8 Max Harz 11=73(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-4099/0, 3-4=-4707/0, 4-5=-5110/0, 5-6=-4811/0, 6-7=-4594/0, 7-8=-4829/0, B-9=-3806/0, 9-10=0/51, 2-18=-3110/0, 9-11=-2930/0 BOT CHORD 17-18=0/127, 16-17=0/3894, 15-16=0/4612, 14-15=0/5642, 1314=0/5642, 12-13=0/3547, 11-12=0/139 WEBS 3-17=-1331/1, 316=0/2143, 4-16=1958/0, 4-15=0/382, 5-15=Of795, 6-15=-1132/0, 6-14=0/555, 6-13=-1380/0, 7-13=0/537, 6-13=0/1391,8-12=1246/3,2-17=0/4011,9-12=0/3698 OTES t 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. -Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. ,4) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Girder carries hip end with 8-0-0 right side setback, 4-4-0 left side setback, and 8-0-0 end setback. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 641 Ib down and 43 lb up at 20-0-0, and 347 Ib down and 23 Ib up at 4-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 ® WARNING - 9'erlfy design Pa.ametera and READ NoTEs oN THIS AND DVcr.GDzD !m7P-R REFERENCE PAGz MU -7473 NzFoRE Gas. Design valid for use only with M7ek connectors. This design is based only upon parameters shown. and 6 for an individual building component. Applicability of design paramenlers and proper incorporation of component is resporuibifity of building designer- not tuns designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibiBity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, dernery, erection and bracing, consult ANSI/TPII Quality Criteria, DS8-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. �O0?,o ESSIO S. C � C 04 I t 17!�if� 7777 Greenback lane. Suite 108 4,2007 Job Truss Truss Type Qty Ply ' - R273"189 LOT111 PENTA E01HG ROOF TRUSS 1 00 o e e ce tto I .area awm, rruro, .. a. .... LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-74, 2-3=-74, 3-4=-177(F=-103), 4-5=-177(F=-103), 5.7=177(F=•103), 7-9=74, 9.10=-74, 11.18=48(F=-28). Concentrated Loads (lb) Vert: 7=-641 (F) 3=-347(F) r + ® WARNING - V—(N di—Ism parameters and READ NOTES ON 7WS AND INCLUDED BDTEE REFERENCE PAGE Ma' -7473 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown Is for lateral support of indrviduat web members only. Additional temporary bracing to insure stability during construction is the respomibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrtcation. quality control storage. delivery, erection and bracing, consult ANSI/TPII QuaHly Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safely InlormaFlon available from Truss Rate Institute, 583 D•Onotno Drive, Madison. W153719. Citrus Heights, CA 95610 + ® WARNING - V—(N di—Ism parameters and READ NOTES ON 7WS AND INCLUDED BDTEE REFERENCE PAGE Ma' -7473 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown Is for lateral support of indrviduat web members only. Additional temporary bracing to insure stability during construction is the respomibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrtcation. quality control storage. delivery, erection and bracing, consult ANSI/TPII QuaHly Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safely InlormaFlon available from Truss Rate Institute, 583 D•Onotno Drive, Madison. W153719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply I 28-0-0 1 5-1-12 late Offsets (X,Y): 12:0 -3 -3,0 -1 -81,13:0 -5 -0,0 -1 -131.19:0 -3-3,0-1-81,112:0-3-8,0-1-81.113:0-2-12,0-3-01,116:0-3-8,0-1-81 ' LOADING (psf) loo R27344190 L0T111 PENIA E02H ROOF TRUSS 1 1 TC 0.51 Vert(LL) -0.08 13-14 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.45 Job e ere 'o select t3wla, inom, s,n - u"ua U.— s um 1 s zoos mi i ex rnausmes, mc. i ue uec m uumi:4 zuur rage i ,r -2-0-0 1 6.4.0 17-5-0 i 11-1-0 I 14.6-6 I 18-0-0 F, 22 -IM I 28-0-0 1 110.04 � 2-0-0 6-4-0 1-1-0 380 3-5.8 3-5-8 4-104 5.1-12 2-0-0 Scale - 1:542 4x6 = 3x4 4x6 = r 17 16 15 14 13 12 11 3.4 II 3x8 = 3x4 = 3x8 = 5.8 = 3x8 = 3.4 II 1 64-0 17-5-0 1 11-1-0 1 18-0-0 22-1D-4 - 6.4-0 1-1-0 38-0 6.11-0 4-1 D-4 I 28-0-0 1 5-1-12 late Offsets (X,Y): 12:0 -3 -3,0 -1 -81,13:0 -5 -0,0 -1 -131.19:0 -3-3,0-1-81,112:0-3-8,0-1-81.113:0-2-12,0-3-01,116:0-3-8,0-1-81 LOADING (psf) SPACING . 2-0-0 . CSI • DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.08 13-14 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.22 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) -0.05. 17 n/a n/a BCDL 10.0 Code UBC971ANS195 (Matrix) Weight: 137 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-11-12 oc puriins, except end verticals, and 2-0-0 oc BOT CHORD 2 X 4 SPF 165OF 1.5E purlins (4-10-13 max.): 3-4, 5-7. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 17=146410-5-8,11=1464/0-5-8 _ Max Harz 11=42(load case 5) , FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-1871/0, 3-4=-1871/0, 4-5=-1902/0, 5-6=-1784/0, 6-7=-1720/0, 7-8=-1859/0, 8-9=-1772/0, 9-10=0/51, 2-17=-1393/0,9-11=-1403/0 BOT CHORD 16-17=0/120, 15-16=0/1714, 14-15=011 85 1, 13-14=0/1851, 12-13=0/1621, 11-12=on6 WEBS 3-16=-318/16, 3-15=0/494, 4-15=-487/0, 4-14=-118/52, 5-14=0/327, 6-14=226/22, 6-13=-324/14, 7-13=0/306, 8-13=0/220, 8-12=-425/0,'2-16=0/1638, 9-12=0/1643 �OTES Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASF(S) Standard O9ROFESS/O�y�9 S. %jNC�F,Lc cC-1 LU rn Z�09 OF December 4,2007 ® WAJLVnM - Verily design parameters and READ NOTES ON TAUS AND DYCLEFDED BDTEE REFERENCE PAGE AW -7473 BEFORE USE. Design vote for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of bulding designer- not tans designer. Bracing shown is for lateral support of individual web members only. Additional temporary tracing to Insure stability during construction's the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .o.�..e rr..a... fabrication. quality control. storage, delivery, erection and brocbsg, consull ANSIM11 Quality Criteria, DSB-89 and SCS11 Building Component 7777 Greenback Lane, Suite 109 Safety information available from Truss Plate Institute. 583 D'Onofrlo Drive. Madison. WI 53719. - - ob Truss Truss Type Ory Plyo 0 -PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Rz7344te1 L0T111 PENIA E03H ROOF TRUSS 1 1 BC 0.36 Vert(TL) -0.17 12-13 >999 180 BCLL 0.0 Rep Stress Incr Job Reference o io a Berea aures, maro, cA - azzu3 a.3uu s 3m n zuu8 ran ex mausmes, mc. i ue uec u4 ue:ar:3b zuu r rage 1 r2-0-0 ( 4-3-12 1 8.4-0 19-5-0 I 13-1.0 F 1640-0 1 21-10.4 1. 78-0-0 1 304-0 1 2-0-0 4-3-12 4.04 1-1-0 3-8-0 2-11-0 5-10-0 6-1-12 - 2-0-0 Scale = 1:54.2 5x12 = 4.6 = 6 x 18 17 16 15 14 13 12 11 2.4 II 3.8 = 3x4 = 3x4 •= 3x4 = 5x8 = 3x8 = 3x4 11 12 ^3- 11-5-0 I. 116-M , .. i. ...-. I 2610.2 4-312 4.� 1-1-0 3-8-0 2-11-0 5.104 6-1-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d -PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 'Vert(LL) -0.07 14 >999 240 MT20 1851144 TCDL 17.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.17 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) -0.05 18 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 145 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 SPF 165OF 1.5E ' (5-1-13 max.): 4-5, 6-7. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 18=1464/0-5-8, 11=1464/0-5-8 Max Hoa 11=-47(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-1647/0, 3-4=-1656/0, 4-5=-1834/0, 5-6=-1741/0, 6-7=-1614/0, 7-8=-1765/0, B-9=-1885/0, 9-10=0/51, 2-18=1412/0, 9-11=-1396/0 BOT CHORD 17-113=0/48, 16-17=0/1509, 15-16=0/1720, 14-15=0/1821, 13-14=0/1616, 12-13=0/1719, 11-12=-2/106 WEBS 3-17=-504/0, 3-16=01263,4-16=-84/3, 4-15=0/417, 5-15=-376/0,5-14=-343/11, 6-14=0/320, 6-13=-150/141, 7-13=0/250, 0 6-13=-193137.8-12=-323/14,2-17=0/1569,9-12=0/1679 TOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf lop chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. s 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard �o9?,OFESS/0��` S. • LU C O os OF December 4,2007 ® WARNING - Ver{/jt design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB -7473 BEFORE USE. e Design valid for use only with M-ek connectors. This design is bored only upon parameters shown. and is for an individuct building component. Appticobflty of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown NO is for lateral support of individual web members only. Additional temporary bracing to insure slabi6ty during construction is the respomlbillity of the M iTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .o..o .e.xn.xr... fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quarriy Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suits 108 Safety Information avalable from Truss Plate Inst6ute. 583 D'Onofno Drive. Madison. WI 53719. b _ - _-_-_ Job Truss Truss Type Ory Pty o 0 TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.09 12-13 >999 240 827344192 L0T111_PENTA E04HD ROOF TRUSS 1 1 BCLL 0.0 Rep Stress Incr NO WB 0.98 HOrz(TL) -0.05 18 n/a n/a Reference (optional n -tel 4-&B I B-9-8 P-1�t( 13-M I Is-" I 21-71 I 28-0.0 I 30.00 2-0-0 411 4-3-0 1-1-0 3.8-0 2-0.0 6.1-0 6.4-8 2-0-0 Scale = 1:542 4x4 5212 = 6 7 18 17 16 15 14 13 12 11 3.8 II 3210 = 3x6 = 3x6 = 3x8 = 5x6 = 5xa = 3.8 II 4-" 4-3-0 1-1-0 3-8-0 2-041 6.1-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.09 12-13 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.19 12-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.98 HOrz(TL) -0.05 18 n/a n/a BCDL 10.0 Code UBC971ANSI95 (Matrix) Weight: 146 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-1-4 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 SPF 165OF 1.5E (4-2-7 max.): 4-5, 6-7. WEBS 2 X 4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-17 2 X 4 SPF 1650F 1.5E, 9-12 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 18=1464/0-5-8,11=1464/0-5-8 Max Horzl l=-48(load case 16) Max Upliftl 8=-1 240(load case 9), 11 =-1 236(load case 12) Max Grav 1 8=2762(load case 8), 11=2762(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51,2-3=-3638/1822,3-4=-3488/1508,4-5=-2628!715, 5-6=-2540/826, 6-7=-1907/253,7-8=-3287/1423, 8-9=-4214/2158,9.10=0/51,2-18=-2695/1244,9-11=-268271250 OTCHORD 17-18=-806/936, 16-17=-766/2359, 155-16=-524/2399, 14-15=-362/2260, 13-14=-117/1873, 12-13=-693/2586, 11-12=-1211/1386 k WEBS 3 -17= -1157/670,3 -16= -786/1021,4 -16= -506/461,4-15=-594/982,5-15=-955/620,5-14=-911/538,6.14=0/345, 7 -14= -609/586,7 -13=353/596,8 -13=-979!765,8-12=-868/580,2-17=-1790/3532,9-12=-2065/3892 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(]) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) This truss has been designed for a total drag load of 215 pit. Connect truss to resist drag loads along bottom chord from 0-0-0 to 28.0-0 for 215.0 plf. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard A WARNING - Verify design pawmatero and READ NOTES ON THIS AND ACLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based onty upon parameters shown, and is for an individual building component. Applicability of design paromeniers and proper incorporation of component is responsibility of building designer- not Inas designer. Bracing shown is for lateral support of individual web members onty. Additional temporary bracing to insure stability during construction is the resporabi8ity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quare control storage, deWery, erection and bracing. consult ANS171PI1 quality Criteria. DSB-89 and BCSII Building Component Safety Inlormafia ava0oble from Truss Plate institute. 583 D'Onofno Drive. Madison. WI 53719. �o4?�OFESS/p�� CID S T��c�Fyc 0 m Cr C 04643 _ t *\ x.21-09 /*, a �e MOW 7777 Greenback Lane. Suite 109 4,2007 Job Truss Truss Type pry Ply 00 (loc) I/deft Ud TCLL 20.0 Plates Increase 827344193 LOT777_PENTA E05 ROOFTRUSS 6 7 240 TCDL 17.0 Lumber Increase 1.25 BC 0.27 Vert(TL) ob efe nce(optionall o.wusuw irww miica .......... .ue uec— ue.ur-ar aur raga. —24)-0 I 6-7-0 I 13-7-0 I 2.0.0 6-7-0 6-7-0 3.6 Scale a 1:36.7 4 3.4 It 316 = U4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.03 5-6 >999 240 TCDL 17.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.06 6-7 >999 180 8CLL 0.0 Rep Stress Incr YES WB 0.63 Horz(rL) -0.01 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 7=768/0-5-8.8=588/0-3-0 Max Horz7=147(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-7=-701/17.1-2-0/51.2-3=-662/0,3-4=-I 18/40,5-8=0/376,4-8=-210/5 BOT CHORD 6-7=-123/100,5-6=0/556 WEBS 2-6=0/479, 3-6=0/181, 3-5=-605/0 3x4 II 3.4 11 6 PLATES GRIP MT20 185/144 Weight: 65 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL -1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard ® WARNING - Ver(fy deatgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design vard far use onty with Mgek connectors. This design is based onty upon parameters shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of indniduol web members onty. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 UOnofno Drive. Madison, WI 53719. 1 ?,OFESS/pN S. COLU C 04 3 T' * E -09 lFOF IF ecember 4,2007 MiTek' 7777 Greenback Lane, Suite 108 Job Truss Truss Type Qty Plyo 0 Plates Increase 1.25 TC 0.71 TCDL 17.0 827344794 LOT111_PENrA EJA08 ROOF TRUSS 4 1 YES WB 0.00 BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job eference (optional) Select Build, Indio, CA - 92203 6.300s Jul 11 2009 MRek Intlusides. Inc. Tue Dec 04 09:07:37 2007 Page 1 3.4 11 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.71 TCDL 17.0 Lumber Increase 1.25 BC 0.47 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 5=549/0-5-8,3=252/Mechanical, 4=88/0.0-8 Max Horz5=101(load case 5) Max Uplift3=-20(load case 5) Max Grav5=549(load case 1), 3=252(load case 1), 4=150(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2-5=-481/34.1-2=0151, 2-3=-101/62 BOT CHORD 4-5=-42/38 DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.17 4-5 >542 240 MT20 185/144 Vert(TL) -0.40 4-5 >235 180 Horz(TL) 0.24 3 n/a n/a Weight: 23 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES �) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity.of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. Scale - 1:24.7 LOADCASE(S) Standard �OQ?,oFESS/0, ��Q���R S. C 0 4 6,-XRP \\ *\ EXPiI�'�0g t* 4,2007 ® WARNINQ - Verify design parameters and READ NOTES ON 779S AND D9CLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. a Design valid for use only with MOek connectors. This design is based only upon parameters shown and is for an individual building component. Applicability of design paromeniers and proper incorporation of component is responsibility of building designer- not tons designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiPity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ;G....r, fabrication, quality control, storage. delivery. erection and bracing, consu8 ANSI/WIl Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information ovaflable from Truss Plate Institute. 583 IYOnofno Drive. Madison, WI 53719. _ , _ - _- - Job Truss Truss Type Qty Ply o 0 I/deo L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 R27344195 LOT111_PENTA FJA08B ROOF TRUSS 1 1 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.21 ob efere ce o io al seiea naive. uraio. cA-v"uo - .,.o— — 1 i -2-0-0 1 6-7-0 I 84)-0 1 2-0-0 6-7-0 1-5-0 2x4 II 4 2.4 II LOADING (psf) SPACING 2'_0 CSI DEFL in (loc) I/deo L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.10 6-7 >907 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.21 6-7 >450 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(rL) 0.00 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 36 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 7=548/0-5-8,5=339/Mechanical ` Max Horz7=87(load case 4) Max Uplift7=4(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-7=-483/47,1-2=0/51, 2-3=-45013,3-4=-84/16,4-5=-7/183 BOT CHORD 6-7=-87/33, 5-6=-4/348 f WEBS 2-6=0/359, 3-6=0/176, 3.5=-618/1 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. NOTES �) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 7 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard Scale r, 1:27.1 OQ�kOFESS/pN� S. CID Lu C04 m ©IMM71W ® r 4,2007 ® WARNING - Verify design paramet— and READ NOTES ON TATS AND INCLUDED BDTEE REFERENCE PAGE MU -7473 BEFORE USE. e Design valid for use only with Mifek connectors. Thisdesign is based only upon parameters shown. and is for an individual bulidi g component. Applicability of design porameniers and proper incorporation of component is resporsibilty of building designer- not thus designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stablfity, during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding w,.x.r.e.ro.0... fabrication. quality control storage, defivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and 8CS11.Building Component 7777 Greenback Lane, Suite 109 Safety Inf0rma110n avalable from Truss Hate Institute. 583 D'Onofno Drive, Madison, W153719. ,.,,, 7 reenba re Lane, Su Job Truss Taus Type Qty PlyoJob 0 Ud PLATES GRIP Plates Increase 1.25 TC 0.32 Vert(LL) 827344196 LOT1 I1_PENTA EJA08A ROOF TRUSS 1 1 BC 0.29 t Vert(TL) -0.15 6-7 >616 180 e do LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 2-" 66.15 1-11-1 214 II 4 2r4 II 6-0.15 I I140-0 i SPACING 2-0-0 CSI DEFL in (Ioc) I/dell Ud PLATES GRIP Plates Increase 1.25 TC 0.32 Vert(LL) -0.07 6-7 >999 240 MT20 185/144 Lumber Increase 1.25 BC 0.29 t Vert(TL) -0.15 6-7 >616 180 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 5 n/a n/a Code UBC97/ANSI95 (Matrix) Weight: 36 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 7=548/0-5-8,5=339/Mechanical Max Horz7=88(load case 4) Max Uplift7=-5(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-7=-488/45,1-2=0/51,2-3=-475/0.3-4=-56/17,4-5=-6/57 BOT CHORD 6-7=-88/30.5-6=-4/374 WEBS 2-6=0/384,3-6=0/173,3-5=-533/0 BRACING TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES �) This truss has been designed for the wind loads generated by 70 mph winds at 25 If above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind.' If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 7 considers parallel to grain value using ANSlrFPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard ® WARNING - Verth design pa eena and READ NOTES ON THIS AND INCLUDED MPfER REFERENCE PAGE 81N-7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown. and is for an hidividual buoding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Addilional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component Safety Information available from Truss Nate Institute, 583 D'Onofno Drive, Madison, WI 53719. Scale - 1:27.1 �OQ�kOF ESS/pN-q S CIO (D LU C/�46433 T 7777 Greenback Lane, Suite 109 4,2007 ob Truss Truss Type Qty Ply o o LOADING (psf) ' 2-0-0 CSI 827344197 LOT1 I1_PENTA EJD06 ROOF TRUSS 4 1 TC 0.33 Vert(LL) -0.03 4-5 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase bReference fortio a 3.4 = Scale • 1:27.4 I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.03 4-5 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.06 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 HOrz(TL) 0.01 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 22 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-11-7 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 5=220/0.5-8, 2=172/Mechanical, 3=47/Mechanical Max Horz5=86(load case 5) Max Upl'tft2=11(load case 3), 3=-26(load case 5) Max Grav5=220(load case 1), 2=172(load case 1), 3=95(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=1172/0,1-2=44144 BOT CHORD 4-5=-59/0,3-4=0/0 WEBS 1-4=0/76 VOTES This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ® WARNTNO - 7er jfy design paramatere and R&W NOTES ON TNfS AND JIMI 7DED 8f7TER REFERENCE PAOE MU 7473 BBPORB USE. Design valid for use only with MTek connectors. The design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component Is responsibility of building designer- not tuns designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardiry fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/TPII Quardy Criteria, DSO -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. ber 4,2007 7777 Greenback Lane. Suite 100 Job Truss Truss Type City Ply o 0 PLATES GRIP TC 0.79 Vert(LL) -0.16 3-4 827344198 LOT111_PENTA EJE08 ROOF TRUSS 6 1 3-4 >233 180 WB 0.00 HOrz(TL) ob efe ca o t'o 3x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL17.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud CSI DEFL in (loc) Well Ud PLATES GRIP TC 0.79 Vert(LL) -0.16 3-4 >575 240 MT20 185/144 BC 0.49 Vert(TL) -0.40 3-4 >233 180 WB 0.00 HOrz(TL) 0.32 2 n/a n/a (Matrix) Weight: 20 lb BRACING TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=363/0-5-8, 2=266/Mechanical, 3=97/Mechanical Max Horz4=77(load case 5) Max Uplift2=-21(load case 5) Max Grav4=363(load case 1), 2=266(load case 1), 3=154(load case 2) J FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=305/1, 1-2=96/66 BOT CHORD 3-4=0/0 NOTES �) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale - 1:24:5 �OQRpFESS/pN�� CIO S. rjNc��c m * rX'P 09 *� ber 4,2007 ® WARMNO - Verib design parameters and READ NOTES ON TWS AND INCLUDED ADTER REFERENCE PAGE AW -7473 BEFORE USE. Design void for use only with MTek connectors. This design is based only upon parameters shown and is for an individual buBding component. Applicability of design paramenters and proper incorporation of component is respomibilty of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure slabifity during construction is the responsibility of the M iTek• erector. Additional permanent bracing of the overall structure is the responsiblity of the building designer. For general guidance regarding fabrication, quality control, storage, derwery, erection and bracing. comu8 ANSI/TPII puarity Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Rate Institute. 583 D'Onofno Drive. Madman. 153719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply o 0 1.25 TCDL 17.0 Lumber Increase 1.25 827344199 LOT111 PENTA EJF06 ROOF TRUSS 2 1 Code UBC97/ANSI95 Job Referenceot'oa LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 17.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud o.auu s am n — mnea rnausrres, mc. I ue uec u4 ua:ur.4u zuur rages f -2-0-0 7_!111 CM s 3■6 II Scale - 1:36.7 CSI DEFL in (loc) I/defl Ud PLATES GRIP TC 0.85 Vert(LL) 0.11 4-5 >626 240 MT20 185/144 BC 0.37 Vert(TL) -0.12 4-5 >599 180 WB 0.00 Horz(rL) -0.64 3 n/a n/a (Matrix) Weight: 22 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS (Ib/size) 5=462/0-5-8, 3=179/Mechanical, 4=59/Mechanical Max Horz5=131(load case 5) Max Uplift3=-42(load case 5), 4=-18(load case 5) Max Grav5=462(load case 1), 3=179(load case 1), 4=112(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-5=-406/22,1-2=0/51, 2-3=-77/43 BOT CHORD 4-5=0/0 NOTES �) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf lop chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ® WARNzria - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility, of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stoNfity during construction is the resporalUllity of the erector. Additional permanent bracing of the overall structure is the responsbfity of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing. consulf ANSI/TP11 Qua81y Criteria, DSB-89 and BCSII Building Component Safety Information available from iruss Plate Institute, 583 D'Onotno Drive. Madison, WI 53719. 1 �o9?oa ESS/0, ke` S COT��,c�c�yc Q 1 Z C 0 643 * 1-09 OF 7777 Greenback Lane, Suite 109 4,2007 sales ou w, u, l:M- et[va oaw a w, , � awro moan nwmmca, n �. , ac r+ei. w va.m.vv cvvr rayc � 3.4 11 LOADING (psf) Truss Truss Type Qty Ply 00827364200 1.25 TC 0.70 TCDL 17,0 Lumber Increase 1.25 BC 0.47 PLOT111_PENTA EJG08 ROOF TRUSS 3 1 Code UBC97/ANSI95 (Matrix) LUMBER 3 n/a TOP CHORD 2 X 4 SPF 1650F 1.5E Jo e e nce o do I sales ou w, u, l:M- et[va oaw a w, , � awro moan nwmmca, n �. , ac r+ei. w va.m.vv cvvr rayc � 3.4 11 LOADING (psf) SPACING 2-0-0 CSI TCLL 20,0 Plates Increase 1.25 TC 0.70 TCDL 17,0 Lumber Increase 1.25 BC 0.47 BCLL 0,0 Rep Stress Incr YES WB 0.00 BCDL 10,0 Code UBC97/ANSI95 (Matrix) LUMBER 3 n/a TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud Weight: 23 Ib DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.16 4-5 >575 240 MT20 185/144 Vert(rL) -0.38 4-5 >248 180 Horz(TL) 0.24 3 n/a n/a Weight: 23 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=251/Mechanical, 5=549/0-5-8, 4=89/Mechanical Max Horz5=101(load case 5) Max Uplift3=-20(load case 5) Max Grav3=251(load case 1), 5=549(load rase 1), 4=150(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-101/61, 2-5=-481/34 BOT CHORD 4-5=0/0 NOTES �) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf lop chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale - 1:24.5 O9?OFESS/p�� S (Drn * _C 0 09 December 4,2007 ® WARNING - Ve fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE PM -7473 BEFORE USE. Design valid tar use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. �- Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector. Addilioml permanent bracing of the overall structure is the responsibility of the building deslgner. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and 110511 Building Component eenback Lane. 7777 Grite 109 L Su k L ne. Su e re' Safety Information available from Truss Plate trsstlute. 583 D'Onofno Drive. Madison. WI 53719. Citrus his b Truss Truss Type Qty Ply o 0 Lumber Increase 1.25 BC 0.06 Rep Stress Incr YES 827344201 T111_PENTA PO FJH03 ROOF TRUSS 4 1 HOrz(TL) -0.01 3 n/a n/a Job Reference,o 'o I LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 CSI Plates Increase 1.25 TC 0.30 Lumber Increase 1.25 BC 0.06 Rep Stress Incr YES WB 0.00 Code UBC97/ANSI95 . (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 5=362/0-5-8,3=61 /Mechanical. 4=19/Mechanical Max Horz 5=61 (load case 5) Max Uplik5=20(load case 3), 3=-7(load case 4) Max Gravy=362(load case 1), 3=61 (load case 1), 4=52(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-5=-320/36.1-2=0/51,2-3=-50/13 BOT CHORD 4-5=0/0 Scala - 1:13.7 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.00 4-5 >999 240 MT20 185/144 Vert(TL) -0.01 4-5 >999 180 HOrz(TL) -0.01 3 n/a n/a Weight: 11 Ib BRACING TOP CHORD Sheathed or 3-3.0 oc purlins, except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard OQ?,OFESS/pN� S. rjNc��c OA3 T. * E O- - 9 4,2007 ® WARNING - V -4b design p --tare and READ NOTES ON T87S AND INC LUDED 11D7'EK REFERENCE PAGE MU -7473 BEFORE USE. a Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Appricablllty of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporarybracing to insure stobilty during construction a the responsibBlity of the MiTek' erector. Additional permcinent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available Greenback Lane, Suite 109 able from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. - _- . e, Su Job Truss Truss Type Qty Ply o 0 Plates Increase 1.25 TC 0.40 TCDL 17.0 827344202 LOT111_PENTA EJJ06 ROOF TRUSS 4 1100 YES WB 0.00 BCDL 10.0 Code UBC97/ANSI95 (Matrix) ob Reference fontionall ....v,....,....... Ir 3.8 II LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.40 TCDL 17.0 Lumber Increase 1.25 BC 0.29 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E SLIDER Left 2 X 6 SPF 165OF 1.5E 3-3-2 REACTIONS (Ib/size) 4=190/Mechanical, 2=454/0-5-8, 5=59/Mechanical Max Horz2=55(load case 3) Max Uplift4=-14(load case 3), 2=-7(load case 3) Max Grav4=190(load case 1), 2=454(load case 1), 5=119(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/5, 2-3=-116/0, 3-4=-21/45 BOT CHORD 2-5=0/0 6-0-0 DEFL in (loc) Well Ud PLATES GRIP Vert(LL) -0.07 2-5 >999 240 MT20 197/144 Vert(TL) -0.14 2-5 >512 180 Horz(TL) 0.02 4 n/a n/a Weight: 22 Ib BRACING TOP CHORD Sheathed or 6-0.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. IOTES This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale a 1:16.8 Q?,OFESS/pN S. 07ILLI Tjyc�F�c cr_ 46433 rn * X-pk- 1 -09 4,2007 ® WARNING - V-(fy design parameters and READ NOTES ON T7DS AND JNMUDED DDTER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with M7ek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of bu8ding designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibiility of the MiTek' erector. Addilional permanent bracing of the overall structure is the responsibility of the bu8ding designer. For general guidance regarding ro.+...e.r..a... fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPil Quality CMeria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 509 Safety Information available from Truss Plate institute. 583 D'Onotno Drive. Madison. WI 53719. 7777_ k Lane. Su Job Truss Truss Type Qty Plyo 0 1.25 TCDL17.0 Vert(LL) Lumber Increase 1.25 827344203 LOT111_PENTA EJK08 ROOFTRUSS 18 1 Code UBC97/ANSI95 >243 180 WB 0.00 HOrz(TL) ob efe e ce1129 Iona LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL17.0 Vert(LL) Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF 1650F 1.5E 3x6 II - CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.72 Vert(LL) 0.21 4-5 >439 240 MT20 197/144 BC 0.47 Vert(TL) t -0.38 4-5 >243 180 WB 0.00 HOrz(TL) -0.74 3 n/a n/a (Matrix) Weight: 26 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=254/Mechanical, 5=548/0-5-8, 4=86/Mechanical Max Horz5=138(load case 5) Max Uplift3=-38(load case 5) Max Grav3=254(load case 1), 5=548(load case t), 4=151 (load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-100/62, 2-5=-479/25 BOT CHORD 4-5=0/0 r NOTES .) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale - 1:37.7 �OQ�OFESS/ONS S.1 Fyc * CO 09' OF December 4,2007 ® WARNING - Verify design parameters and READ NOTES ON TRIS AND INCUMED 817TEE REFERENCE PAOE MB -7473 BEFORE USE. /�� e Deign valid for use only with MTek connectors. Thisdesign is based only upon parameters shown, and B for an individual building component. C��rY®q Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown p b individual lateral support of invidual web members any. Additional temporary bracing to insure stabilty during construction B the responsibility of the 1 VliTek* erector. Additional permanent bracing of the overall stricture is the responsibility of the binding designer. For general guidance regarding ;-5—.s-3.. fabrication, quality control, storage delivery erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BC511 Building Component 7777 Greenback Lane, Suite 10B Safety Information available from Truss Hate Iratitute, 583 D'Onobso Drive, Madison, WI 53719. _,. „ , _ _ _ _ ___. _ Job Truss Truss Type Oty Plyo D Plates Increase 1.25 TC 0.70 TCDL 17.0 ' 827344204 LOTI N_PENTA FJL08 ROOF TRUSS 8 1 YES WB 0.00 BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job e e ce o do al LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.70 TCDL 17.0 Lumber Increase 1.25 BC 0.46 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud DEFL in (loc) Well Lid PLATES GRIP Vert(LL) -0.16 4-5 >581 240 MT20 185/144 Vert(TL) -0.37 4-5 >249 180 Horz(TL) 0.20 3 n/a n/a Weight: 23 Ib BRACING TOP CHORD . Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=251 /Mechanical, 5=549/0-5-8, 4=89/Mechanical Max Horz5=97(load case 5) Max UpliR3=-18(load case 5) Max Grav3=251(load case 1), 5=549(load case 1), 4=150(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-101/61, 2-5=482/35 BOT CHORD 4-5=0/0 NOTES �) This truss has been designed for the wind loads generated by 70 mph winds at 25 it above ground level, using 9.0 psf top chord dead load and 4.0 psi bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. - LOAD CASE(S) Standard �OQ?,OFESS/pN� S. W C 043 Scale .1:23.3 a 4,2007 ® WARMNO - Verify deign p --t— and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. e Design valid for use onty wHh MTek connectors. This design is based only upon parameters shown, and is for an individual budding component. Applicability of design paramenters and proper incorporation ofcomponent is responsibility of building designer- not truss designer. Bracing shown ME is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the MiTek' erector. Additional permanent brocing of the overall structure is the responsibility of the budding designer. For general guidance regarding ro... •........ fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria. DS8.89 and BCSII Building Component Greenback k Lane, Suite 109 Safety tnformalion available from Truss Plate institute. 583 D'Onofno Drive, Madison, WI 53719. 7777 , r_._.._ Lane., Select Build, Indio, CA - 92203 6.300 s Jul 112006 MTek Industries, Inc. Tue Dec 04 09:07:43 2007 Page 1 5 3x6 II LOADING (psf) Truss Truss Type Qty Ply o oRz734azos PLOT Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 111_PENTA EJM06 ROOF TRUSS � 8 1 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.40 Job Reference (optional Select Build, Indio, CA - 92203 6.300 s Jul 112006 MTek Industries, Inc. Tue Dec 04 09:07:43 2007 Page 1 5 3x6 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL)0.18 4-5 >534 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.40 4-5 >235 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) .0.36 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 24 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 5=548/0.5-8, 3=253/Mechanical, 4=87/Mechanical Max Horz5=112(load case 5) Max Uplift3=25(load case 5) Max Grav5=548(load case 1), 3=253(load case 1), 4=150(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-5=480/31, 1-2=0/51, 2-3=-100/62 BOT CHORD 4-5=41/38 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard ® WARMNO - Ver(fy design parameters and READ NOTES ON TIDS AND INCLUDED MITER REFERENCE PAGE MO -7473 BEFORE USE. Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is far an individual building component. AppliicobTity, of design paromenfers and proper incorporation of component is responsibility of buldng designer- not tons designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control storage, delivery, erection and bracing. consuft ANSI/TPI) Ouardy, Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Cmofno Drive. Madison. W153719. Scale - 1:25.3 �o9?,OFESS/pN�` CCD m CC C0 X MiTek' 7777 Greenback Lane. Suite 109 4, 2007 Job Truss Truss Type Qty Plyo 0 I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 R27344208UOT111_PENTA Vert(LL) EJN08A ROOF TRUSS 8 1 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.40 Job Reference o io al seiecs auto, mora, i-- i—wa o.suu s um I I zuua mi i eR mausines. mc. rue vec ua uu:u r:aa zuur rage i EM LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.17 3-4 >558 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.40 3-4 >232 180 BCLL 0.0 Rep Stress Incr YES WB 0,00 Horz(TL) 0.47 2 n/a nla BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 21 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 2=268/Mechanical, 4=363/0-5-8, 3=95/Mechanical Max Horz4=88(load case 5) Max Uplift2=25(load case 5) Max Grav2=268(load case 1), 4=363(load case 1), 3=154(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-96/67,1-4=-302/0 BOT CHORD 3-4=0/0 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES .) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC971ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale a 1:28.8 �OQROFESSIS. p,�q LU C 433 TO I - December 4,2007 ® WARNLYO - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REPBRENCE PAGE M11 7473 BEFORE USE. Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameniers and proper incorporation of component is responsibility of building designer- not tons designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 and BC511 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. �, ^ Q Job Truss Truss Type City Ply o 0 UdeO Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 R27344207 LOT111_PENTA EJN08 ROOFTRUSS 5 1 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.38 Job Reference (optional Select Build, Indio, CA - 92203 6.30D s Jul 11 2008 MTek Intlustries, Inc. Tue Dec 04 00:07:43 20D7 Page 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (IGc) UdeO Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.17 4-5 >558 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.38 4-5 >246 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horc(TL) 0.35 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 24 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 3=253/Mechanical, 5=548/0-5-8, 4=87/Mechanical Max Horz 5=1 12(load case 5) Max Uplift3=25(load case 5) Max Grav3=253(load case 1), 5=548(load case 1), 4=151(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-101/62, 2-5=-480/31 BOT CHORD 4-5=0/0 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES .) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the intedor(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale - 1:28.6 �OQ?,OFESS/p�,� S. 0 46433 r * xp'k-09 4,2007 ® WARMNO - Verify design parameters and READ NOTES ON THIS AND MMUDED BUTBE REFERENCE PAGE MU --7473 BEFORS USE. Design valid for use only with MTek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of buldng designer- not fnas designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during comtruciion is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the buldirg designer. For general guidance regarding .o,.c------ fabrication, quality control storage, derwery, erection and bracing, consult ANSVTPII Ouardy Criteria. DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 108 Safety Information avalable from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. _„ _ , , , -,_ _ - _-_-_ Job Truss Truss Type Qty Plyo 0 827344208 L0T111_PENiA EJ007 ROOF TRUSS 8 1 Job Reference (optional t r -24D-0 I 2-" 7-Q8 s.wu s um s n two mires moussnes, mc. r ue uec w uv:ui:-ur rage i 2.4 II 3 Scale s 1:282 5 2x4 II 7-0-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.12 4-5 >661 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.25 4-5 >331 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.004 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 32 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 5=506/0-5-2, 4=291 /Mechanical Max Horz5=105(load case 5) Max Uplifl4=14(load case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2-5=438/39, 1-2=0/51, 2-3=-87/55 BOT CHORD 4-5=-99/34 WEBS 24=-0/88, 3-4=-223/10 00' TES Unbalanced roof live loads have been considered for this design. ) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the intedor(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOADCASE(S) Standard QROFESS/�/V S. cm LU * 433 r,nj4341--09 be 4,2007 ® WARMNO - Ver1/y design parameters and READ NOTES ON THIS AND INCZUDED MITER REFERENCE PAGE IM. 7473 BEFORE USE. Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. AppricalzTity of design paromenfers and proper incorporation of component is responsibility of buedng designer - not truss designer. Bracing shown Iff is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibMity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .o�s.,o kAro fabrication. quality control storage. derwery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Informatlon ovadoble from Trsns Rate Institute. 583 D'Onofno Drive, Morison. WI 53719. Job Truss Truss Type Qty Ply Plates Increase 1.25 TC 0.71 TCDL 17.0 loo 827344209 LOT111_PENTA E.1008 ROOF TRUSS 11 1 YES WB 0.00 BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job Reference (optional —m ousm, mato, VX - tlLLui osuu s +m r r caw mi ea mausmas, mc. i ue uec sw un:urao caul raga r 5 3.6 II I LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.71 TCDL 17.0 Lumber Increase 1.25 BC 0.46 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud DEFL in (loc) Udefl Ud Vert(LL) -0.17 4-5 >551 240 Vert(TL) -0.38 4-5 >242 180 Horz(rL) 0.35 3 n/a n/a PLATES GRIP MT20 185/144 Weight: 24 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 5=548/0-5-2, 3=253/Mechanical, 4=86/0-3-8 Max Horz5=.112(load case 5) Max Uplift3=-25(load case 5) Max Grav5=548(load case 1), 3=253(load case 1), 4=149(load case 2) t FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-5=-480/31,1-2=0/51,2-3=-100/62 BOT CHORD 4-5=-41/37 NOTES •1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. LOAD CASE(S) Standard ® WARNING - Verlfg design pnramet— acrd READ NOTES ON 7195 AND INCLUDED MTTEK REFERENCE FAOE MU 7473 BEFORE USE. Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromeniers and proper incorporation of component is responsibility, of bultding designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality conirot storage. delivery. erection and bracing- consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Infornallon available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Scale - 128.3 ber 4,2007 MMal' 7777 Greenback Lane. Suite 109 Job Truss Truss Type Qty Pty o 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d R27344210 LOT111_PENTA F01HG ROOF TRUSS 1 1100 TCDL 17.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.10 7-8 >999 180 BCLL 0.0 Job Referenoe (optional) Select Build, Indio, CA - 92203 6.300 is Jul 112006 MTek Intlushies, Inc. Tue Dec 04 09:07:46 2007 Page 1 6-0-0 I 7-11-0 I 13-11-0 I 15-11-0 i 6.0-0 1-11-0 6-0-0 240-0 Scale - 1:44.0 4x10 = Coo 12 3x4 =4x10 = 3 4 3x4 II 3.10 = 3.10 = 3x4 II 6-0-0 I 7-11-0 I 13-11-D 6-0-0 1-11-0 6-0-0 Plate Offsets (X Y): [2:0-5-0.0-1-131,14:0-5-0.0-1-131 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.05 9-10 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.10 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.32 Hort(rL) 0.00 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 98 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 SPF 1650F 1.5E (6-0-0 max.): 24. WEBS 2 X 4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-9 2 X 6 SPF 1650F 1.5E, 4-8 2 X 6 SPF 165OF 1.5E WEBS 1 Row at midpt 1-10,5-7 REACTIONS (Ib/size) 10=1144/0-5-8.7=1332/0-5-8 Max Harz 10=99(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-862/16.2-3--777120,34=-767/21,4-5=-860/16, 5.6=0/51, 1-10=-1030/0,5-7=-1224/14 BOT CHORD 9-10=-30/82, 8-9=0/749, 7-8=-10/45 WEBS 2-9=-587/64, 4-8-531/48,1-9=0/904, 5-8=0/926, 3-9=-20/185, 3-8=49/132 0IOTES ) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 R above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the intedor(1) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL -1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Girder carries hip end with 6-0-0 end setback. 6) Design assumes 4x2 (gat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 333 Ib down and 22 Ib up at 7-11-0, 333 Ib down 22 Ib 6-0-0 on top chord. The design/selection device(s) is the �OFESS/0 Q and and up at of such connection responsibility of others. loads to the face front back 8) In the LOAD CASE(S) section, applied of the truss are noted as (F) or (B). S. C���L, LOAD CASE(S) Standardr j Q��\\v� 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 (7 1711 Uniform Loads (plf) LIJ C 04 3 M Vert: 1-2=-74, 2-4=140(F=-66), 4-5=74, 5-6=-74, 7-10=38(F=-18) Concentrated Loads (lb) * E -09 Vert: 2=-333(F) 4=-333(F) OF. 4,2007 ® WARNINO - Vm% design paraxmeters and READ NOTES ON THIS AND INCLUDED ffiTER' REFERENCE PAGE MU --7473 BEFORE USE. Nil 7 Design valid for use only with MTek connectors. This design B based only upon parameters shown. and is for an individual building component. Applicability of design paramenten and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the respomibillity of the MiTek+ erector. Additional permanent bracing of the overall stn fwe is the responsibility of the balding designer. For general guidance regarding .o.a•+.o r.+.a+.. fabrication, quality control storage. delivery. erection and bracing. consult ANSI 11 7777 Greenback Lane, 10g11 Quality Criteria, DSB-89 and BCSII funding Component Safety Information available from truss Rate Institute. 583 D'Onofno on. WDrive. MadisI 53719. _„ „ , _ . _ - _- . _ Job Truss Truss Type Qty Ply o 0 Plates Increase 1.25 TC 0.77 TCDL 17.0 Rz7344z11 L0T111_PENiA F02 ROOF TRUSS 3 1 YES WB 0.29 BCDL - 10.0 Code UBC97/ANSI95 (Matrix) JobReference (optional seiea amm, rnaro, s:n- n�ua o.ouu s am � s �uw mn ex rrraussnes, mc. i ue uec w un:w:co tour raga s 6-11-8 6-11-8 4.8 4.00 F12 2 6 5 4 3.4 II 3x8 = - 3x4 II r 6-11-8 1 1311.0 1 LOADING (psf) SPACING 2-0 0 CSI TOLL 20.0 Plates Increase 1.25 TC 0.77 TCDL 17.0 Lumber Increase 1.25 BC . 0.26 BCLL 0.0 Rep Stress Incr YES WB 0.29 BCDL - 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud DEFL in (!oc) I/def! Ud PLATES GRIP Vert(LL) -0.04 5-6 >999 240 MT20 185/144 Vert(TL) -0.07 5-6 >999 180 Horz(TL) 0.00 4 n/a n/a Weight: 69 lb BRACING TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=640/0-5-8,4=640/D.5-8 Max Horz6=-89(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-471/20,2-3=-471/20,1-6=-570/0, 3-4=-570/0 BOT CHORD 5-6=-53169,4-5=-20161 .. WEBS 2-5=-304/12,1-5=0/391, 3-5=0/391 NOTES 1) Unbalanced roof live loads have been considered for this design. �) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED =7FX REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not tuns designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabilty, during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Trvss Plate Institute, 5113 VOnofno Drive, Madison, WI 53719. Scale a 1:43.6 r 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply TC 0.70 TCDL 17.0 Lumber Increase 1.25 BC 0.22 BCLL 0.0 100 R273adrz LOT111_PENTA F03H ROOF TRUSS 1 i Job Reference (optional) 6.300 s jW 1. 2000 . G r.. Cv. w 0e.07;47 2007 Fall. r 13_11.0 i r 6.5.8 1-0-0 6-5-6 4x10 = Scale = 1:45.0 400 = 4.00 12 2 3 4.6 % 4.6 1 4 6 76 5 3x4 II 3x8 = 3x4 = 3x4 II . 6.5-81 I 13- 14-0 ( i 6-5-8 1.0-0 6-5-85� Plate uttSetS (X,Y): 12:0.5-U,0.1-131. mu -5-0,0.1-131 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.70 TCDL 17.0 Lumber Increase 1.25 BC 0.22 BCLL 0.0 Rep Stress Incr YES WB 0.28 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS . 2 X 4 HF Stud DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.03 5-6 >999 240 MT20 185/144 Vert(TL) -0.07 7-8 >999 180 Horz(TL) 0.00 5 n/a n/a Weight: 82 Ib BRACING TOP CHORD Sheathed or 6-0.0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0.0 max.): 2-3. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS (Ib/size) 8=640/0.5-8, 5=640/0-5-8 Max HorzB=-90(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=451/19, 2-3=-365/21, 3-4=-453/19.1-8=-571/0,4-5=-573/0 BOT CHORD 7-8=-55170, 6-7=-5/367, 5-6=-19/51 WEBS 2-7=-303/82, 3-7=-188/166, 3-6=-158/33,1-7=01385, 4-6=0/389 NOTES Unbalanced roof live loads have been considered for this design. This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard kL WARNING - Verify design parsxmeter , and READ NOTES ON TWS AND DYCLfIDED aDTER REFERENCE PAGE MU -7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of buliding designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional Temporary bracing to insure stability during construction is the responsiullity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and brat -ung, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. I 4 7777 Greenback Lane, Suite 108 4, 2007 belea nulla, Indio, CA - R22u3 0 - UAW 5 Jun 1 Luuu MI IeK InaU=es, Inc. , I ue uec uo W:ut:4e zvvi rage 1 4-5-8 5-0-0 4-5.8 1.00 12 400 4x10 2.4 11 3.4 = 3.8 = 2X4 11 4-5-8 I 9-5-8 13-11-0 4-5-8 5-0-0 4.5.8 LOADING (psf) Truss Truss Type Qty Ply o 0827344213 �Ob TCDL 17.0 Lumber Increase 1.25 BCLL 0T111 PENIA F04H ROOF TRUSS 1 1 Code UBC97/ANSI95 >999 180 WB 0.20 Horz(TL) Job Reference torstionall belea nulla, Indio, CA - R22u3 0 - UAW 5 Jun 1 Luuu MI IeK InaU=es, Inc. , I ue uec uo W:ut:4e zvvi rage 1 4-5-8 5-0-0 4-5.8 1.00 12 400 4x10 2.4 11 3.4 = 3.8 = 2X4 11 4-5-8 I 9-5-8 13-11-0 4-5-8 5-0-0 4.5.8 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 17.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud Scale • 1:38.7 CSI DEFL in (loc) I/deg Lid PLATES GRIP TC 0.38 Vert(LL) -0.01 6-7 >999 240 MT20 185/144 BC 0.16 Vert(TL) -0.04 6-7 >999 180 WB 0.20 Horz(TL) 0.00 5 n/a n/a (Matrix) Weight: 78 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc puffins (6-0-0 max.): 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 8=640/0-5-8, 5=640/0-5-8 Max Horz8=93(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-400/9, 2-3=343/12, 3-4=-399/9,11-8=-600/0,4-5=600/0 BOT CHORD 7-8=-61/73, 6-7=-18/344, 5.6=-20/36 ' WEBS 2-7=-253/35, 2-6=-48/46, 3-6=-271/26,1.7=0/473, 4-6=0/472 &)10= ' lanced roof live loads have been considered for this design. This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard I ® WARN17M - Vent design parumetera and READ NOTES ON THIS AND JNCLVDED MITER REFERENCE PAGE MII-7473 BEFORE USE. `_' � Design valid for use only with MTek connectors. This design R based only upon parameters shown, and is for an individual building component. -L•��Y{m� Applicability of design poromenters and proper incorporation of component is responsibility of Wildingdesigner- not truss designer. Bracing shown is for lateral support of individual web members onty. Additional tempormy bracing to insure stability during construction's the responsibility, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the balding designer. For general guidance regarding fabrication. quality control storage. delivery. erection and bracing. consult ANSI/TP11 Quality Criteria, DSR -89 and 8CSI1 Building Component 7777 Greenback lane, Suite 109 Safety Information available from Truss Piate Institute, 583 D'Onofno Drive. Madison. WI 53719. _ k 7 Job Truss Truss Type Qty Ply o0 TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-4, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud JOINTS 1 Brace at JI(s): 1, 4 R27344214 1 LOTi 11_PENTA FT05G ROOF TRUSS 1 2 Job Reference (optional! .t Select Build, Indio, CA- 92203 3X6 II 6.3005 Jul 11 2008 MTek Industries, Inc. Tue Dec 04 09:07:48 2007 Pape 1 4-8-4 - 45-8 448.4 3X6 = 300 = Scale a 1:23.4 3X6 II 3X6 = 2.4 11 3.6 = MW LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase T.25 Lumber Increase 1.25 Rep Stress liner NO Cade UBC97/ANSI95 CSI TC 0.97 BC 0.56 WB 0.64 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.08 6-7 >999 240 Vert(TL) -0.19 6-7 >856 180 Horz(TL) 0.05 5 n/a n/a PLATES GRIP MT20 185/144 Weight: 124 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-4, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud JOINTS 1 Brace at JI(s): 1, 4 REACTIONS (Ib/size) 8=2394/0-5-8, 5=2415/0-5-8 Max Horz8=36(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=616/0,1-9=389/0, 9-10=-389/0, 2-10=-389/0, 2-11=-5069/0, 11-12=-5069/0, 312=-5069/0, 3-13=404/0,13-14=404/0, 4-14=-404/0, 4-5=-651/0 BOT CHORD 7-8=0/5069, 6-7=0/5031, 5-6=0/5031 WEBS 2-8=-4970/0, 2-7=0/132, 3-7=-4/41, 3-6=0/133, 3-5=-4914/0 NOTES 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: .) Top chords connected as follows: 2 X 4 - 1 row at 0.9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 0 OFESS/QN 6) Design assumes 4x2 (flat orientation) putting at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 588 Ib down at 2-0-0, 588 lb down at Q q S. lc� 4-0-0, 588 Ib down at 6-0-0, 588 lb down at 8-0-0, and 588 Ib down at 10-0-0, and 588 Ib down at 12-0-0 on top chord. The ��� -n�R design/selection of such connection device(s) is the responsibility of others. C9 (D LOAD CASE(S) Standard Lull CO 643 T 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) 1-09 Vert: 1-4=-74, 5-8=-20 / Continued on page 2 / OF 4, 2007 ® WARNING - Verj fy design jim-tern and RFr1D NOTES ON TN7S AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. e Design valid for use only with MTek connectors. This design is based only upon parameters shown and is for an individual building component. Applicability of deign paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability, during consbuction is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .o.<„.e.«.n.... fabrication, quality control. storage, delivery erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Sulte 109 Safety Information available from Truss'Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. - _ Job JCleel Truss Truss Type Qty Ply R273a4214 LOTIII PENTA FrOSG ROOF TRUSS 1 au'.. InUlO, 1N-.1- LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 9=-588(F) 10=-588(F) 11=588(F)12= -588(F) 13=-588(F) 14=-588(F) • , Z ooD Reference o 'o ' 6.300s Jul 11 2008 MTek Intlustdes, Inc..Tue Dec 04 09:07:49 2007 Page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE PAU-7473 BEFORE USE. s Design valid for use only with MiTek connectors. This design is based only upon parameters shown- and is for an individual building component. ApplicabiTity of design paramenters and proper incorporation of component is responsibility of building designer- not tens designei. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibillily, of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding fabrication, quality control. storage, delivery- erection and bracing, consult ANSI/17111 Quality Criteria, DSB-89 and BCSII Building Component7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onotno Ddve. Madison, WI 53719. , Citrus Heights, CA 95610 ob Truss Truss Type Qty Ply TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.05 11-12 >999 240 R27447207 1LOT1 I I-PENTA G01HG ROOFTRUSS 1 2IJ000b ' BCLL 0.0 Rep Stress Incr NO WB 0.35 HOrz(TL) 0.01 9 n/a n/a Reference o 'o I Select Build, Indio, CA - 92203 6.300 s Jul 11 20D5 MTek Industries, Inc. Mon Dec 17 13:53:53 2007 Page 1 i 4-1.12 I B-0-0 l 11-9-12 I 18." l 2244 l 26.6-0 l 283-0 4-1-12 3-10-0 3.9-12 6-8-4 3-1 D4 4-1.12 2-0-0 Scale: 11411' 4.6 = Coo 12 3x8 = 4x6 = 1s 14 13 12 11 10 9 2,14 II 3x4 = 3x10 = 5x6 = 300 = 3.4 = 2x4 II 4-1-12 3-104 3-7-0 0-2-12 6414 3-104 4-1-12 LOADING (psf) SPACING . 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.05 11-12 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.12 11-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.35 HOrz(TL) 0.01 9 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 252111 LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 SPF 165OF 1.5E (6-0-0 max.): 3-5. WEBS 2 X 4 HF Stud 'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-13 2 X 6 SPF 1650F 1.5E, 5-11 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 15=871/0-5-8,12=3419/0-5-8,9=1422/0-5-8 Max Harz 15=-43(load case 6) Max Grav 1 5=881 (load case 7), 12=3419(load case 1), 9=1430(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1019/0, 2-3=-867/31, 3-4=-827/35, 4-5=-1643/0, 5-6=-1662/0, 6-7=-1471/0, 7-8=0/51, 1-15=-781/0, 7-9=-1321/0 BOT CHORD 14-15=0/101, 13-14=0/923,12-13=-160/20,11-12=-160/20, 10-11=0/1334,9-10=0/99 •WEBS 2-14=-1351133.2-13=-292/0, 3-13=-700/50,4-13=0/1309, 4-12=-3091/0.4-11=0/2023, 511=-968/91, 6-11=-33/404, 6-10=-366132,1-14=0/887,7-10=0/1370 NOTES 1) 2 -ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Girder carries hip end with 8-0-0 end setback. 8) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 641 Ib down and 43 Its up at 18-6-0, and 641 Ib down and 43 Ib up at 8-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 ® WARNING - Verj y design paRmat— and READ NOTES ON TNIS AND WCLUDED af7TEE REFERENCE PAGE MU -7473 BEPORE USE Design volid for use only with MTek connectors. This des'ign's based only upon parameters shown and B for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of bu0ding designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to Insure stability during construction is the responsibitlity of the erector. Additional permanent bracing of the overall structure is the responsb0ity of the building designer. For general g0donce regarding fabrication. quality contmL storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information ovcDable from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. MiTek' 7777 Greenback Lane. Suite 109 18,2007 T 1T2job 827447207 e e e(optional) 6.300 a Jul 112006 MiTek Industries, Inc. Mon Dec 17 13:53:53 2007 Page 2 Select Build, Indio, CA - 92203 LOAD CASE(S) Standard T 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-3=-74, 3-5=-177(F=-103), 5-7=-74,7-8=-74, &15=-48(F=-28) Concentrated Loads (lb) Vert: 3=-641(F) 5=-641(F) • r ! ® WARNING - Ve Vy design pates and READ Norss ON THIS AND INCLUDED wTEE REFERENCE PADS AW -7973 BEFORE USE. Design varid far use only with MTek connectors. This deign Is based only upon parameters shown, and is for an individual bulding component. Appricobilty of design parameniers and proper incorporation of component is responsibilty of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quofity control, storage. delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, OSB -89 and BCS11 Building Component 7777 Greenback Lane, Suite 108 Safety Infornsallon avalabte from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type 1C.)tY LOT111 PENIA G01HG ROOF TRUSS Select Build, Indio, CA - 92203 LOAD CASE(S) Standard T 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-3=-74, 3-5=-177(F=-103), 5-7=-74,7-8=-74, &15=-48(F=-28) Concentrated Loads (lb) Vert: 3=-641(F) 5=-641(F) • r ! ® WARNING - Ve Vy design pates and READ Norss ON THIS AND INCLUDED wTEE REFERENCE PADS AW -7973 BEFORE USE. Design varid far use only with MTek connectors. This deign Is based only upon parameters shown, and is for an individual bulding component. Appricobilty of design parameniers and proper incorporation of component is responsibilty of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quofity control, storage. delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, OSB -89 and BCS11 Building Component 7777 Greenback Lane, Suite 108 Safety Infornsallon avalabte from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type I Job Truss Truss Type Ory Ply0 0 TCDL 17.0 Lumber Increase 1.25 BC 0.31 BCLL 0.0 Rep Stress Ina NO 827447209 LOT111_PENTA G02H ROOFTRUSS 1 1 TOP CHORD 2 X 4 SPF 165OF 1.5E n/a BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud 'Except' ob Reference o 'o aerea omw, mmo, �r - sous o.wa a am r wuo mi i ex moussnes, mc. mon uec i r u:aa:>a mur rage r 4-1-12 8-0-0 I 11-9-12 I 18-M I 2244 I 26-M } 78.6-0 I 4-1-12 3.10-0 3-9.12 6-8-4 3-104 41-12 2-0-0 Seale - 1:48.7 0, 3x8 4.6 % 4 17 16 15 14 13 12 11 2x4 II 3x4 = 3x10 = 5x6 = 3x10 = 3x4 = 2x4 II I 4-1.12 8-0-0 11-7-0 ll -"2 tel>0 I 2244 I 2&" I 4-1-12 3.104 3-7-0 0.2.12 6.8-4 3-10-0 41-12 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.40 TCDL 17.0 Lumber Increase 1.25 BC 0.31 BCLL 0.0 Rep Stress Ina NO WB 0.36 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER 0.01 11 TOP CHORD 2 X 4 SPF 165OF 1.5E n/a BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud 'Except' 3-15 2 X 6 SPF 165OF 1.5E, 7-13 2 X 6 SPF 165OF 1.5E DEFL in (Loc) I/defl Ud PLATES GRIP Vert(LL)' -0.05 13-14 >999 240 MT20 185/144 Vert(TL) -0.1013-14 >999 180 Horz(TL) 0.01 11 n/a n/a Weight: 138 Ib I� BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-7, 4-6. Except: 1 Row at midpt 5-7 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. JOINTS 1 Brace at Jt(s): 5 • REACTIONS (Ib/size) 17=619/0-5-8,14=1093/0-5-8,11=914/0-5-8 Max Horz17=-48(load case 6) Max Upl'dt11=-2(load case 4) Max Gravl7=627(load case 7), 14=1093(load case 1), 11=921(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-718/0.2-3=-588/33, 3-4=-1054/38,3-5=-12/570, 5-7=-70/401, 6-7=-1054138,7-8=-815/6,8-9=-839/0,9.10=0/51. 1-17=-580/0, 9-11=-874/20, 4-6=-988/38 OTCHORD 16-17=-3178, 15-16=0/638, 14-15=-35/48, 13.14=-35/48, 12-13=0!747, 11-12=-1/38 JEBS 2-16=-152/28, 2-15=-155/6, 3-15=-373/11, 5-15=0/733, 5-14=-958/0, 5-13=0/851, 7-13=312/21.8-13=-22/41,8-12=-243/1 1, 1-16=0/603,9-12=0/805 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with M9ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenteh and proper incorporation of component is responsibility of building designer- not buss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control storage, delivery. erection and bracing, consult , ANSIM1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Oncfno Drive. Madison, WI 53719. Precember 18,2007 fall MiTek° 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95810 s Job Truss Truss Type Qty Plyo 0 TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.05 I 827447209 LOT111_PENTA G03H ROOF TRUSS 1 1 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.01 12 n/a n/a Job Reference (optional) Select Build, Indio, CA- 92203 2006 MTek Industries, Inc. Mon Dec 17 13:53:56 2007 Page 1 r 4-1.12 i B -OO I 11-9-12 I 1B -6A i 2244 i 2660 i 28.60 1 4-1-12 3.104 39-12 6-8-4 3-104 4-1-12 2.0.0 Scale - 1:48.4 04 = 44 = 0 18 17 16 15 14 13 12 2.4 II 3x4 = 3.10 = 5.6 = 300 = 3x4 = 2.4 II 4.1-12 f 8-0-0 I 11-7-0 1112 18.64) f zz-4-6 i 266-0 1 4-1-12 3104 37-0 0.2-12 64" 3104 4-1-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.05 14-15 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.10 14-15 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.01 12 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 141 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 SPF 1650F 1.5E (6-0-0 max.): 3-8, 5-6. WEBS 2 X 4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-16 2 X 6 SPF 165OF 1.5E, 8-14 2 X 6 SPF 165OF 1.5E JOINTS 1 Brace at Jt(s): 4, 7 REACTIONS (Ib/size) 18=533/0-5-8,15=1248/0-5-8,12=84510-5-8 Max Harz 18=-53(load case 6) Max Upliftl2=-1(load case 4) Max Gravl8=533(load rase 1), 15=1248(load case 1), 12=860(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=583/0, 2-3=-399/24, 3-5=-367/44, 3-4=-199/103, 4-7=-346/16, 7-8=-349/16, 6-8=-411/39, 8-9=700/13, 9-10=749/0, 10-11=0/51,1-18=-487/0,10-12=-814/20,5-6=-339/40 OT CHORD 17-18=-8/74, 16-17=01511, 15-16=-86/38, 14-15=-78/39, 13-14=0/660, 12-13=-0/37 VEBS 2-17=-100137,2-16=-220/2.3-16=-25619,4-16=0/627, 4-15=-1112/0,4-14=0/817,8-14=287/23,9-14=-41/9,9-13=-206/10. 1-17=0/471, 10-13=0!710, 4-5=-234/6,6-7=-57/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf lop chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ® WARNINO - Verify design parameters and READ NOTES ON THIS AND D9CLVDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MOek connectors. This design is based only upon parameters shown, and B for on individual building component. Appllcability of design paromenters and proper incorporation of component is responsibility of building designer- not firms designer. Bracing shown c for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing, consult ANSIITP11 Quardy Criteria, DSB-89 and SCSII Building Component Safety Information available from Truss Rate Irutitute. 583 D'Orofno Drive, Madizon. WI 53719. MiTek' 7777 Greenback Lane, Suite 109 18,2007 Job Truss Truss Type Qty Ply 00 Udeft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 R27 1. 3442 L0T111_PENTA G04 ROOF TRUSS 1 t MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.16 Job e e e ce i ��,o,< av ,wv, .... - o«w u.ouu a aw , i <uw mi r ea muuarn , ma i ue uec w ue:w:ac cw r rage i 7.0.6 i 13.3.0 i 19-5.10I 26.6-0 2-0-0 7-0-6 6.2-10 6.2.10 7-0.6 Swle = 1:47.4 4.6 = it 4 11 10 9 8 7 3.4 II 4.6 = 5x8 = 4x6 = 3x4 II i 6.94 113-0 i 194-12 ( 26.0.8 2W 6-94 6.512 6.5.12 6-312 D-5-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udeft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.06 8-9 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.16 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 115 Ib LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud 'Except* 2-11 2 X 4 SPF 165OF 1.5E, 6-7 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 11=140110-5-8,7=1225/0-5-8 Max Harz 11=57(load case 5) BRACING TOP CHORD Sheathed or 4-10-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-1820/0, 3-4=-1537/0, 4-5=rl538/0, 5-6=-1842/0, 2-11=-1322/0, 6-7=-1144/0 BOT CHORD 10-11=-8/159, 9-10=0/1647, 8-9=0/1670, 7-8=0/255 WEBS 3-10=-228/23, 3-9=-391/25, 4-9=0/517, 5-9=-416/26, 5-8=-214/25, 2-10=0/1527, 6-8=0/1453 1OUnbaTES lanced roof live loads have been considered for this design. This truss has been designed for the wind loads generated by 70 mph winds at 25 it above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard ® WARNING - Venib design parameters and READ NOTES ON 71US AND INCLUDED WTEE REFERENCE PAOE MU 7473 BEFORE USE. Design valid far use only with MTek connectors. This design B based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsiblrity of building designer- not tens designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity, of the erector. Additional permanent bracing of the overall structure is the responsb8ity, of the bullring designer. For general guidance regarding fabrication. quality control storage, defvery, erection and bracing. consult ANSVrPII quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. 7777 Greenback lane, Suite 109 Job Truss Truss Type Qty Ply00 TC 0.60 TCDL 17.0 Lumber Increase 1.25 BC 0.40 BCLL 0.0 I R27344219LOT111_PENTA BCDL 10.0 GOSD ROOFTRUSS 1 1 TOP CHORD 2 X 4 SPF 165OF 1.5E 1) Unbalanced roof live loads have been considered for this design. BOT CHORD 2 X 4 SPF 1650F 1.5E 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load WEBS 2 X 4 HF Stud 'Except' and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with job Reference (optional) Berea nuuo, ream, -- nzcuo -2--0 I 7.0.6 i +13-0 - F 19-5-10 I 76-M 2-0-0 7.0.6 6-2.10 6.2.10 7-0-6 r Scale - 1:47.4 4.6 = 4 1 1 19 9 8 7 3.8 II 402 = SX8 = 4X12 = 3X8 II 6.94 6-5.12 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.60 TCDL 17.0 Lumber Increase 1.25 BC 0.40 BCLL 0.0 Rep Stress Ina YES WB 0.53 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER NOTES TOP CHORD 2 X 4 SPF 165OF 1.5E 1) Unbalanced roof live loads have been considered for this design. BOT CHORD 2 X 4 SPF 1650F 1.5E 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load WEBS 2 X 4 HF Stud 'Except' and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with 2-11 2 X 4 SPF 1650F 1.5E, 2-10 2 X 4 SPF 165OF 1.5E 6-7 2 X 4 SPF 165OF 1.5E, 6-8 2 X 4 SPF 1650F 1.5E 4 6-5-12 6-112 0.5-8 DEFL in (loc) Udell L/d PLATES GRIP Vert(LL) -0.09 8-9 >999 240 MT20 185/144 Vert(TL) -0.18 8-9 >999 180 Horz(TL) 0.04 7 n/a n/a Weight: 114 Ib BRACING TOP CHORD Sheathed or 3-0-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-11-1 oc bracing. WEBS 1 Row at midpl 3-9.5-9,2-10, 6.8 REACTIONS (Ib/size) 11=140110-5-8,7=1225/0-5-8 Max Harz 11=57(load case 13) Max Upliftl 1=-1225(load case 9), 7=-1194(load case 12) Max Gravl l=2683(load case 8), 7=2508(load case 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-4204/2235, 3-4=-2945/1304, 4-5=-2946/1301, 5-6=-4227/2237, 2-11=2596/1243, 6-7=-2418/1211 OT CHORD *10-11=-1433/1576,9-10=-634/2426,8-9=-64912449,7-8=-1421/1672 /VEBS 3 -10= -752/547,3-9=-1052/685,4-9=0/518,5-9=-1078/685,5-8=-738/549, 2-10=-2129/3797,6-8=-2132/3722 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 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 total drag load of 215 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 26-6- �OFESS/0 for 215.0 plf. �OQ H91 LOAD CASE(S) Standard C.:)���_n�R C O 09 OF December 4,2007 ® WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD 7473 EEPORE USE. a Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual balding component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not puss designer. Bracing shown 19 6 for lateral support of IncrwIdual web members only. Additional temporary bracing to insure stability during construction is the respomibillity, of the MOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .o..e..e rXnro.... fabrication, quality control. storage, derivery, erection and bracing, comu8 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. ,.,,,,•,. Greenback k Lane, Su Job Truss Truss Type Qty Plyo 0 • 12-0-8 2-9 2 X 6 SPF 1650F 1.5E, 4-8 2 X 6 SPF 165OF 1.5E ' [ 3.3-0 R27344220 L0T111 PENTA H01HG ROOF TRUSS r 1 1 I Plate Offsets (X,Y): [2:0 -5 -0,0 -1 -131.f4:0 -5-0,D-1-131,[5:0-3-3,0-1-81 WEBS 2-9=0/255, 3-9=-318/5, 3-8=-177/14, 4-8=0/307, 1-9=0/1512, 5-8=0/1711 6) Design assumes 4x2 (Bat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 70 Ib down and 5 Ib up at B-9-8, and 70 Ib down 5 Ib 3.3-0 lop 80 Ib down 2-0-0, 168 Ib down 4-0-0, 262 Ib down 6-0-0, 262 Ib down Job Reference (optional) Select Build, Indio, CA - 92203 3-3-0 i 6.01 I B-9-8 r 3-30 2-9-4 2-9-4 410 = 4.99 52 3.4 = 4.10 = 6.300 s Jul 112006 MTek Industries, Inc. Tue Dec 640"7:54 2007 Page 1 3-3-0 2-0-0 Scale - 1:232 2.4 II 6x10 = 600 = 2x4 II LUMBER A BRACING 3.30 8-9-8 Sheathed or 5-4-3 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 SPF 1650F 1.5E I WEBS 2 X 4 HF Stud 'Except' BOT CHORD 12-0-8 2-9 2 X 6 SPF 1650F 1.5E, 4-8 2 X 6 SPF 165OF 1.5E ' [ 3.3-0 5-6-8 Max Horz 10=-32(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension 3-30 I Plate Offsets (X,Y): [2:0 -5 -0,0 -1 -131.f4:0 -5-0,D-1-131,[5:0-3-3,0-1-81 WEBS 2-9=0/255, 3-9=-318/5, 3-8=-177/14, 4-8=0/307, 1-9=0/1512, 5-8=0/1711 6) Design assumes 4x2 (Bat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 70 Ib down and 5 Ib up at B-9-8, and 70 Ib down 5 Ib 3.3-0 lop 80 Ib down 2-0-0, 168 Ib down 4-0-0, 262 Ib down 6-0-0, 262 Ib down �pFESS/p and up at on chord, and at at at and at 8-0-0, and 262 Ib dawn at 10-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.S, LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 Vert: 1-2=-74, 2-4=-89(F=-15), 4-5=-74, 5-6=-74, 7-10=-24(F=-4) TC 0.35 Vert(LL) -0.09 8-9 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.25 8-9 >569 180 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.01 7 n/a ' n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 53 lb LUMBER A BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-4-3 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 SPF 1650F 1.5E (5-9-4 max.): 2-4. WEBS 2 X 4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-9 2 X 6 SPF 1650F 1.5E, 4-8 2 X 6 SPF 165OF 1.5E REACTIONS (Ib/size) 10=1112/0-3-8,7=1457/0-5-8 Max Horz 10=-32(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1552/0, 2-3=-1416/0, 3-4=-1513/0, 4-5=-1672/0, 5-6=0151, 1-10=-1169/0, 5-7=-1470/0 BOT CHORD 10-11=0/42, 9-11=0/42, 9-12=0/1639, 12-13=0/1639, 13-14=0/1639, 8-14=0/1639, 8-15=-47/36, 7-15=-47/36 WEBS 2-9=0/255, 3-9=-318/5, 3-8=-177/14, 4-8=0/307, 1-9=0/1512, 5-8=0/1711 6) Design assumes 4x2 (Bat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 4,2007 ® WARNINO - Ver(f), design Pa ranurt s and READ NOTES ON 7ffiS AND INCLUDED MITSR REFERENCE PADS ND -7473 BEFORE USE. Design valid for use only with MTek connectors. This design's based only upon parameters shown. and is for an individual building component. Appilc loWy of design poramenfers and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for latesol support of individual web members only. Additional temporary bracing to Insure stability during comtwction is the responsibillity of the MiTek° erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding .o.x... rr.ra... fabrication, quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component Safety Information available Greenback Lene, Suite 109able from Truss Plate Institute, SB3 D'Onofno Drive. Madison, WI 53719. _ Greenback .,e..-.. OTES .).Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Girder carries hip end with 3-3-0 end setback. 6) Design assumes 4x2 (Bat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 70 Ib down and 5 Ib up at B-9-8, and 70 Ib down 5 Ib 3.3-0 lop 80 Ib down 2-0-0, 168 Ib down 4-0-0, 262 Ib down 6-0-0, 262 Ib down �pFESS/p and up at on chord, and at at at and at 8-0-0, and 262 Ib dawn at 10-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.S, 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). T�Nc�F�c LOAD CASE(S) Standard 0 rr1 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 U-1 C 433 TO Uniform Loads (plf) Vert: 1-2=-74, 2-4=-89(F=-15), 4-5=-74, 5-6=-74, 7-10=-24(F=-4) k E 1-09 Concentrated Loads (lb) Vert: 2=70(F) 4=-70(F) 11=-80(F) 12=-168(F) 13=-262(F) 14=-262(F) 15=-262(F) _ j 4,2007 ® WARNINO - Ver(f), design Pa ranurt s and READ NOTES ON 7ffiS AND INCLUDED MITSR REFERENCE PADS ND -7473 BEFORE USE. Design valid for use only with MTek connectors. This design's based only upon parameters shown. and is for an individual building component. Appilc loWy of design poramenfers and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for latesol support of individual web members only. Additional temporary bracing to Insure stability during comtwction is the responsibillity of the MiTek° erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding .o.x... rr.ra... fabrication, quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component Safety Information available Greenback Lene, Suite 109able from Truss Plate Institute, SB3 D'Onofno Drive. Madison, WI 53719. _ Greenback .,e..-.. ob Truss Truss Type my Py 00 Plates Increase 1.25 TC 0.60 Vert(LL) -0.04 12-13 >999 240 MT20 185/144 TCDL 17.0 827344221 LOT1II PENTA J01HG ROOF TRUSS 2 1 WB 0.12 HOrz(fL) 0.03 10 n/a n/a BCDL ,.10.0 Code UBC97/ANSI95 (Matrix) Job Reference (optional Select Build, Indio, CA - 92203 9.300 s Jul 112006 MiTek Industries, Inc. Tue Dec 04 09:07:55 2007 Page 1 3-1-12 I 6-0-0 I 710 10-0-4 I 13-66-0 I 15 1 s 2-0-0 3-1-12 2-10.4 1.6-0 2-10-0 3-1-12 2.0.0 Scale - 1:28.8 4x10 = 3x4 = 4x10 = Sx10 II 3x10 = 3:10 = 5x10 11 64W l 71-0 I 131-0 64-0 1-66-0 6-D-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.04 12-13 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.11 2-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.12 HOrz(fL) 0.03 10 n/a n/a BCDL ,.10.0 Code UBC97/ANSI95 (Matrix) Weight: 63 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-4-1 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E 2-0-0 oc purlins (5-1-5 max.): 5-7. WEBS 2 X 4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-13 2 X 6 SPF 165OF 1.5E, 7-12 2 X 6 SPF 165OF 1.5E SLIDER Left 2 X 6 SPF 1650F,1.5E 1-7-15; Right 2 X 6 SPF 165OF 1.5111-7-15 REACTIONS (Ib/size) 2=1288/0-5-8.10=1288/0-5-8 Max Horz2=-21(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/5,2-3=-1849/0, 3-4=-1779/0, 4-5=-1923/0, 5-6=-1835/0, 6-7=-1835/0, 7-8=-1923/0, 8-9=-1779/0, 9-10=-1848/0, 10-11=0/5 BOT CHORD 2-13=0/1577.12-13=011783, 10.12=0/1577 BS 4-13=0/334, 5-13=-173!70, 7-12=-173!70, 8-12=0/334, B-13=-6/176,6-12=-6/176 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level,,using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the intedor(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If parches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Girder carries hip end with 6-0-0 end setback. 6) Design assumes 4x2 orientation) at oc spacing indicated, fastened to truss TC 2-10d FE S/ (flat puffins w/ nails. 7) Hanger(s) or connection device(s) be to load(s) 3331b down 22 Ib 7-6-0, other shall provided sufficient support concentrated and up at and 333 Ib down and 22 Ib up at 6-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. �` Y 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). QQ� C(t� Cm LOAD CASE(S) Standard UJI rIA 46433 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-74, 5-7=-140(F=-66), 7-11=74, 2-10=-38(F=-18) *. xv - 1-09 Continued on page 2 4,2007 ® WARNINO - Ver{ jy deatgn parameters and READ NOTES ON TRIS AND ➢9CLVDED Ar7'ER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an indniduol balding component. Applicability of design paramenfers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the respomibillity, of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding w..er..e.r4.oa.. fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Informalion available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. _ _ - e,• Job Truss Truss Type Qty Ply o 0 " 827344221 LOT111 PENTA JD1 HG ROOF TRUSS 2 1 Job Reference (potionall LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 5=-333(F) 7=-333(F) • • a.suu s um is zuw mi iea inaussnes, mc. nue uec us u9:ur:0a zuur rage z ® WARNnva . Verify dealgn paRmatere and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek connectors. The design Is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of bulling designer- not tans designer. Bracing shown Sao is for lateral support of incrwidual web members only. Additional, temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure a the responsb(lity of the building designer. For general guidance regarding •a..�..e K.ro... fabrication, quality control. storage, delnery, erection arta bracing, consult ANSI/1PI1 Quality Creech, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 108 Safety information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. Citrus Heiqhts. CA 95810 Select Build, Indio. CA - 92203 6.300 s Jul 11 2006 MTek Industries, Inc. Tue Dec 04 09:07:55 2007 Page 1 r -2-0-0 1 '13-9-0 I 13.6.0 I 15-6-0 I 24)-0 6-9-0 6.9-0 2-0-0 Scale a 1:28.5 4.6 = 1 6-9-0 1 13b41 I 6-9-0 6-9-0 LOADING (psf) SPACING 2-0-0 Truss Truss Type Qty Ply o 0Rz7344zz2 [ob WB 0.09 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER .T111_PENTA J02 ROOF TRUSS 2 1 SLIDER Left 2 X 6 SPF 1650F 1.5E 3-7-0, Right 2 X 6 SPF 165OF 1.5E 3-7-0 ob efe nce o do a Select Build, Indio. CA - 92203 6.300 s Jul 11 2006 MTek Industries, Inc. Tue Dec 04 09:07:55 2007 Page 1 r -2-0-0 1 '13-9-0 I 13.6.0 I 15-6-0 I 24)-0 6-9-0 6.9-0 2-0-0 Scale a 1:28.5 4.6 = 1 6-9-0 1 13b41 I 6-9-0 6-9-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.26 TCDL 17.0 Lumber Increase 1.25 BC 0.31 BCLL 0.0 Rep Stress Incr YES WB 0.09 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud SLIDER Left 2 X 6 SPF 1650F 1.5E 3-7-0, Right 2 X 6 SPF 165OF 1.5E 3-7-0 REACTIONS (Ib/size) 2=786/0-5-8, 6=786/0-5-8 Max Horz2=23(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/5, 2-3=-955/0, 3-0=-820/0, 4-5=-820/0, 5-6=-955/0, 6-7=0/5 BOT CHORD 2-8=0/778, 6-8=0!778 WEBS 4-8=0/274 DEFL in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.03 2-8 >999 240 MT20 185/144 Vert(TL) -0.07 2-8 >999 180 Horz(TL) 0.02 6 n/a . n/a Weight: 52 Ib BRACING TOP CHORD Sheathed or B-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 0' OTES Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard ® WARNING - Ve yjf design parameters and READ NOTES ON TRIS AND INCLUDED 11UTEE REFERENCE PAGE MU --7473 SEPORE USE. Deign valid for use only with MTek connectors. This design Is based only upon parameters shown, and 6 for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. OQ?,OFESS/p�,� S CIDr��c�.�� Q 1 2 0 IN 7777 Greenback Lane, Suite 109 4,2007 Job Truss Truss Type Qty Ply 0 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 827344223 lJ LOT111_PENTA K01HG ROOF TRUSS 2 1.25 BC 0.20 Vert(TL) -0.11 14-15 >999 180 BCLL 0.0 . Rep Stress Incr • ob Reference (optional) Select Build, Indio, CA- 92203 6.300 s Jul 112006 MTek Industries, Inc. Tue Dec D4 09:07:56 2007 Page 1 -2-0-0 i 3-0-4 I a•0-0 12-9.7 I 17-9-9 27-6-0 I 27-2-12 i 3D -M I 37-64) I 2-0-0 3-44 4-7-12 4-9.7 4-11-3 4-9-7 1 4$12 3-3-4 2-0-0 ! Scale - 1:59.3 4.6 = 4.00 12 3x4 = 3x6 = 4.6 5 6 7 17 16 15 14 13 12 11 2.4 II 400 = 3.4 = axe = 3x8 = 3x6 = 2x4 It I 3.1.8 a" 84)-0 i 12-9.7 i 17.8-9 I 22-64) I 27-2-12 i 30-64) i 3-1-6 0-2-12 4-7-12 4-9-7 4-11-3 4-9.7 4-8-12 3-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.05 14 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.11 14-15 >999 180 BCLL 0.0 . Rep Stress Incr • NO WB 0.55 Horz(TL) 0.03 11 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 369 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 6 SPF 1650F 1.5E 'Except' (6-0-0 max.): 4-7. 2-18 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 17=3339/0-5-8.11=3039/0-5-8,2=389/0-5-8 Max Harz 17=-960oad case 6) Max Uplifl2=-34(load case 3) Max Gravl7=3339(load case 1), 11=3039(load case 1), 2=389(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-04/47, 3-4=-2224/0, 4-5=-2094/0, 5-6=-3220/0, 6-7=-2877/0, 7-8=-3047/0, 8-9=-1782/0, 9-10=0/51, 9-11=2958/0 �OT CHORD 16-17=-7/96, 15-16=0/3220, 14-15=0/3483, 13-14=0/3483, 12-13=0/1642, 11-12=-11/41, 2-18=0/4 -EBS 4-16=-560/81, 5-16=-1902/0, 5-15=Of736, 6-15=-449/0, 6-14=0/467, 6-13=-1076/0, 7-13=-314/141, B-13=0/1816, 8 -12=-1915/0.9-12=0/2649,17-18=-3242/0,3-18=-3202/0,3-16=0/3084 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 - 1 row at D-9-0 oc. ` Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psi bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Girder carries hip end with 8-0-0 end setback. 8) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 641 Ib down and 43 Ib up at 22-6-0, and 641 Ib down and 43 Ib up at 8-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. rtQ AVICrk,Mf"Mandard OQ¢OFESS/pN� S T�Nc�F�c W- C1(f'46433 T , *\ /kXup'ki-09 l*, 4,2007 ® WARNING - Ver V9 design parameters and READ NOTES ON TRIS AND 719Q.flDED MITES REFERENCE PAGE MU -7473 BEFORE USE. e Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of budding designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibUity of the building designer. For general guidance regarding .o,.xn.o •xnran.. fabrication. quality control storage. defrvery, erection and bracing, consult ANSI/TPII Quality Criteria, DSC -89 and BCSII Building Component 7777 Greenback Lene, Suite 109 Safety Information available from Truss Mate Institute, 583 D'Onofno Nye, Madison. WI 53719. 7777 _ k ne..Su Job Truss Truss TypeQty Ply R27344223 1Jo0b LOT1/1_PENTA K01HG ROOFTRUSs: 22 Reference (optional Select Build, Indio, CA- 92203 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-74, 4-7=-177(F=-103), 7-9=-74, 9-10=-74, 11-17=-48(F=-28), 2-18=48(F=-28) Concentrated Loads (lb) Vert: 4=-641(F) 7=-641(F) • • 8.300 5 Jul 112006 Mil-ek Industries, Inc. Tue Dec 04 09:07:58 2007 Page 2 ® WARNING - V-qy deign p --t— and READ NOTES ON TNfS AND JNCI UDED Br ITER REFERENCE PAGE EW -74 73 BEFORE USE. /�� a Design valid for use only with MT's individual connectors. This designbased only upon parameters shown, and is for on vidual building component. `'+„JpYl�q Applicability of design poramenters and proper incorporation of component Is responsibility of building designer- not inns designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporsbillity of the M iTek, erector. Additional permanent bracing of the overall shucture is the responsbflity of the building designer. For general guidance regarding fabrication, quolity control, storage, derwery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component 7777 Greenback Lane, Suite 108 Safety Infonnaf10 available from Truss Plate Institute. 583 D'Onafno Drive. Madison. WI 53719. _ _- _-,,Su Job Truss Truss Type Qty Ply0 0 PLATES GRIP TCLL 20.0 ' TC 0.98 I R27344224LOT111_PENTA TCDL 17.0 • K02H ROOF TRUSS 2 1 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Job Reference (optional Select Build, Indio, CA - 92203 6.300s Jul 11 2008 MTek Industries, Inc. Tue Dec 04 09:07:57 2007 Page 1 -2-04 I 3.44 I 10.0.0 15.3.0 20.6-0 l 27-2-12 I 30-6-0 72-M1 V 2-0-0 3.4.4 6.7.12 5.3-0 5-3-0 6-8-12 3-3.4 1--2.0-0 Scale a 1:59.3 4.6 3x8 = 08 = 15 14 13 12 11 10 2.4 II 300 = 5x6 = 3x8 = 3x6 = 214 II l :l -a 3414 10-0.0 15.3-0 l 20-6- I 27-2-12 3-1.8 0.2.12 6.7-12 5-3-0 5.3-0 6-8.12 Plate Offsets MY): 12:0-2-12.0-1-81, [13:0.3-0,0-301 I 30.6- 3.34 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) -0.06 14-15 >999 240 MT20 185/144 TCDL 17.0 • Lumber Increase 1.25 BC 0.41 Vert(TL) -0.14 14-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 160 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-11-9 oc puffins, except end verticals, and 2-0-0 oc puffins BOT CHORD 2 X 4 SPF 165OF 1.5E (6-0-0 max.): 4-6. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. WEBS 1 Row at midpl 5-14,5-12 • y REACTIONS (Ib/size) 15=142510-5.8,10=1434/0-5-8.2=304/0-5-8 Max Horz 15=-102(load case 6) Max UpliR2=-47(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=27/51, 3-4=1007/0, 4-5=-89215, 5-6=-1110/0, 6-7=-1237/0, 7-8=-766/0, 8.9=0/51, 8-10=-1421/0 BOT CHORD 14-15=-4/102,13-14=0/1167, 12-13=0/1167, 11-12=0!700,10-11=-18/38,2-16=-0/5 WEBS 4-14=-191/24, 5-14=-526/0, 5.13=0/184, 5-12=-210/11, 6-12=-114/74, 7-12=0/514, 7-11=-824/0, 8-11=0/1180, 15-16=-1371/0,3-16=-1380/0,3-14=0/1123 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) StandardCID OQ?,OfESSI��,� �cF tic W C04 "' * 'EXP 4,2007 ik WARNINo - V -h design parameters and READ No7Es ON 7873 AND INCLUDED =TER REFERENCE PAGE Mu.7473 BEFORE USB. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design poramenfers and proper incorporation of component is responsibifity, of bu8ding designer- not huss designer. Bracing shown ��Yf Is for lateral support of individual web members only. Additional temporary bracing to insure stability during const=fion is the responsibillity of the Mire k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .-----4.n.,.. fabrication, quality control. storage, dernery, erection and bracing, consu8 ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component 7777 Greenback Lane, Suite 108 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. , . _ , . _ _ _ Job Truss Truss Type Ory Ply Plates Increase 1.25 TC 0.99 Vert(LL) -0.06 18-19 >999 240 MT20 185/144 TCDL 17.0 loo R2734azzs LOT111_PENTA K03H ROOF TRUSS 2 1 WB 0.74 Horz(TL) 0.02 14 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job Reference (optionall Select Build, Indio, CA - 92203 6.300 s Jul 112006 MRek Industries, Inc. Tue Dec 04 ,.07:58 2007 Page 1 -7-0-0 I 3-44 I 10.0.0 I 15.3.0 I 20.6-0 I 77-2-12 I 3016.11 132.8-0 2-" 344 6-7-12 5-3-0 5-3-0 6-8-12 3-3-4 2.0-0 Scale o 1:62.1 2x4 11 2x4 II 4x6 = 4x6 = 4.6 i 19 18 17 16 15 14 2.4 II 300 = 5x6 = 3x8 = 3.6 = 2.4 II s 3.1.8 3M 10-0-0 ( 15-3-0 l 20.6-0 { 27-2-12 l 366-0 l 3-1-8 0-2-12 6-7-12 5-3-0 5-3-0 6-8-12 3-34 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) -0.06 18-19 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.1418-19 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.02 14 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 174Its LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud BOT CHORD WEBS JOINTS REACTIONS (Ib/size) 19=142410-5-8,14=1434/0-5-8,2=3D4/D-5-8 Max Horz19=-108(load case 6) Max Uplift2=-48(load case 3) Max Gravl9=1424(load case 1), 14=1434(load case 1), 2=304(load case 7) Sheathed or 5-11-5 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-10,6-8. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6-0-0 oc bracing: 14-15. 1 Row at midpt 7-18,7-16 1 Brace at Jt(s): 7 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46.2-3=-30/48,3-4=-1012/0,4-6=-636/10,4-5=-376/38, 5-7=-367/38,7-9=-537124, 9-110=-5511/24,8-110=648/10, 10 -11=-1243/0.11-12=-766/0,12-13=0/51,12-14=-1422/0,6-8=-645/13 OT CHORD 18-19=-1/108, 17-18=0/1069, 16-17=011069, 15-16=0/701, 14-15=-18137, 2-20=0/8 OVVIEBS 4 -18= -370129,T -18= -345/0,7 -17=01184,7 -16= -401168,10-16=-301137,11-16=01529,11-15=-82510,12-15=0/1182, 5-6=-167/12, 8-9=-165/12,19-20=-1371/0. 3-20=-138010. 3-18=0/1134 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the intedor(1) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard �OQROFESS/ONS S. t�NG'�.FyG1 C 043 *`Il, EOW--09 J* OF 4,2007 ® WARMNO - Vor{ jig design p -tars and READ NOTES ON TNIS AND INCLUDED WTEE REFERENCE PACE TM -7473 DMIORE USE. e Design valid for use only with MTek connectors. This design is based only upon parameters shown• and is for an individual building component. Appricob'Gty of design paromenters and proper incorporation of component is responsibTty of building designer- not Inns designer. Bracing shown is for lateral support of indlviduai web members only. Additional temporary bracing to insure stability during construction rs the responsibility of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding roar------.. fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate fme, titute, 583 D'Onofno Drive. Madison, WI 53719. - G k- n Job Truss Truss Type Qty Ply LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-11-5 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 SPF 1650F 1.5E (6-0-0 max.): 4-10, 6-8. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied 827344228 [o'b LOT111_PENTA K04H ROOF TRUSS 2 REACTIONS (Ib/size) 19=1425/0-5-8,14=1434/0-5-8.'2=304/0-5-8 Max Horz 19=-113(load case 6) Max Uplift2=-48(load case 5) �elerence (optional Jelect aula, Maio, GA - uzzu3 na at d r 19 16 17 16 15 14 2x4 II 3.10 = 5x6 = 3x6 = 3x6 = 2x4 II o.3uv s um s s zuua Mr i eK mausmes, inc. i ue uec u4 ua:ureu zuu r rage s 28 344 i • •• 10-0-0 i 15.3-0 •F, 2080 I 27-2-12 F 3041-0 i 32,"i 2.0-0 3-44 6-7-12 5.30 5-3-0 641-12 13-4 2-0-0 scale a 1:66.3 4x4 = 4.4 = �. 6 8 31.8 30 10.04) i 153-0 i 20.6-0 i 27-2.12 „F 30-64 3141 0-2-12 6-7-12 5-3-0 5-3-0 6812 3-34 date Offsets (X.Y): f2:0-2-12.0-1-81,[17:0-3-0.0-3-01 LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANS195 CSI TC 0.99 BC 0.40 WB 0.74 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.06 18-19 >999 240 Vert(TL) -0.14 18-19 >999 180 Horz(TL) 0.02 14 n/a n/a PLATES GRIP MT20 185/144 Weight: 176Its LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-11-5 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 SPF 1650F 1.5E (6-0-0 max.): 4-10, 6-8. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15. WEBS 1 Row at midpt , 7-18.7-16 JOINTS 1 Brace at Jt(s): 7 REACTIONS (Ib/size) 19=1425/0-5-8,14=1434/0-5-8.'2=304/0-5-8 Max Horz 19=-113(load case 6) Max Uplift2=-48(load case 5) Max Grav19=1425(load case 1), 14=1434(load case 1), 2=305(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension OP CHORD 1-2=0/46, 2-3=-30/49, 3-4=-1011/0, 4-6=-550/0,4-5=-447/31, 5-7=-444/30, 7-9=-664/18,9-10=-667/19,8-1 0=-550/0, 10.11=-1243/0,11-12=-766/0,12-13=0/51,12-14=-1422/0,6-8=-46410 OTVVEBS OT CHORD 18-19=0/113,17-18=0/1058.16-17=0/1058, 15-16=Of7Ol.l4-15=-l8t37,2-20=-Of7 4-18=-377/24, 7-18=-330/4, 7-17=0/185, 7-16=-42/203, 10-16=-314/32, 11-16=0/528, 11-15=-825/0, 12-15=0/1182, 5-6=-59/33,8-9=-51/33,19-20=-1371/0,3-20=-1380/0.3-18=0/1134 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide drainage to water �QFES.Si� adequate prevent ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.'S. 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. cm LOAD CASE(S) Standard c� C 04 .. * os • 4,2007 ® WARNING - Verify dedgn Parameters and READ NOTES oN rRls AND DvcrarDED AuTEE REPERENGE PAOE MU -7473 BEPOR9 USB. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual balding component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not teas designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the MiTek' erector. Additional permanent bracing of the overall structure B the responsibility of the binding designer. For general guidance regarding .o.x4.e rx4.os.. fabrication. quality control storage, dernery, erection and bracing. consul!ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Rate Institute. 583 D'Onofno Drive. Madison. WI 53719. e . e Job Truss Truss Type Oily Ply o 0 Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 827344227 LOT111_PENTA KOS ROOFTRUSS 6 1 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.10 14-15 >999 180 ob Reference (optional Select Build, Indio, CA- 92203 6.300 s Jul 112006 MiTek Industries, Inc. Tue Dec 04 09:0890 2007 Page 1 -211-0 1 344 i 9-3-10 i 15-3-0 i 21-2.6 i 27-2-11 1 30-69 1 32-M i 2-0-0 3-04 571.6 5-11-6 5-11-6 6-0-5 3-3-5 2-0-0 Scale - 1:61.7 US = 15 14 13 12 11 10 .2c4 II US = 5x9 = 3:4 = 3x0 = 2.4 II r 3.1-8 30 9-3-10 i 15-3-0 1 21-2-6 1 27-2-11 30-64)1 3-1-0 0.2-12 5-11-6 5-11-6 5.11-6 6-0-5 3-3-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.04 14.15 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.10 14-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.72 HOrz(TL) 0.02 10 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 162 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD WEBS 2 X 4 HF Stud WEBS REACTIONS (Ib/size) 15=1405/0-5-8, 10=1436/0-5-8,2=322/0-5-8 Max Harz 15=116(load case 6) Max Uplift2=-49(load case 5) Max Gravl5=1405(load case 1), 10=1436(load case 1), 2=324(load case 7) Sheathed or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. 1 Row at midpt 6-13 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46,2-3=-37/45,3-4=-969/0, 4-5=-1065/0,5-6=-1065/0, 6-7=11224/0.7-8=461/0, 8-9=0/51, 8-10=-141810 BOT CHORD 14 -15=0/116,13.14=0/856,12 -13=011099,11-12=0/690,10.11=-13/37,2-16=-0/6 •WEBS 4-14=-591/0,4-13=-2/211.5-13=0/298,6-13=-316/41, 6-12=-224/13,7-12=0/537,7-11=-814/0, 8-11=0/1154,15-16=-1356/0, 3-16=-1361/0,3-14=0/1121 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard /Q?,Of ESS/pN�� S LU r�Nc�Fti C04 3 T OF 4,2007 ® WARNINO - Vo jg design parameters and READ NOTES ON TWS AND INCLUDED M?EE REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown- and B for an individual building component. Applicability of design peromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respornibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatiom quality control storage, delivery, erection and bracing. consu8 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 108 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. 7777_ Greenback Lane. Su Job Truss Truss Type Qty Plyloo TC 0.50 TCDL 17.0 Lumber Increase 1.25 BC 0.43 BCLL 0.0 I R27344228 LOT117_PENTA L01HG ROOFTRUSS 2 t TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 HF Stud 'Except' Job Reference factional Select Build, Indio, CA - 92203 8.300 s Jul 112006 MTek Industries, Inc. Tue Dec 04 09:0890 2007 Page 1 I -2-0-0 I 4-1-12 1 8.0-0 I 11-9-0 f 15-71 I 19-9-0 I 21.911 i 2-0-0 4-1-12 3-10.4 3-9-0 3-10-4 4-1-12 2-0-0 Scale = 1:39.1 4x10 = 4.10 = 3.6 II 4x8 = 3x4 = 3x8 = 4x8 = 3.6 II 4-1.12 I B-0-0 I 11-9-0 I 157.4 I 19.9.0 4-1-12 310-0 3-9-0 3-101 4-1-12 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.50 TCDL 17.0 Lumber Increase 1.25 BC 0.43 BCLL 0.0 Rep Stress Incr NO WB 0.47 BCDL 20.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 HF Stud 'Except' 2-14 2 X 4 SPF 165OF 1.5E, 2-13 2 X 4 SPF 1650F 1.5E 7-9 2 X 4 SPF 165OF 1.5E, 7-10 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 14=2644/0-5-8, 9=2644/0-4-2 (input: 0-3-8) Max Horz 14=37(load case 5) k DEFL in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.0711-12 >999 240 MT20 185/144 Vert(TL) -0.1911-12 >999 . 180 Horz(TL) 0.04 9 n/a n/a Weight: 104 Ib BRACING TOP CHORD Sheathed or 3-413 oc purlins, except end verticals, and 2-0-0 oc puffins (3-5-5 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-3430/0, 3-4=-388210, 45=-3651/0, 5-6=-3877/0, 6-7=-3432/0, 7-8=0151, 2-14=-2396/0, 7-9=-2397/0 BOT CHORD 13-14=0/202,12-13=0/3195,11-12=0/3656, 10-11=013197,9-10=0/202 •WEBS 3-13=-690/33, 3-12=-31/645, 4-12=01425. 411=-100/86, 5-11=01425, 6-11=-29/637, 6-10=-685/32, 2-13=0/3165, 7-10=0/3168 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) WARNING: Required bearing size at joint(s) 9 greater than input bearing size. 6) Girder carries hip end with 8-0-0 end setback. 7) Design assumes 4x2 (Flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 641 Ib down and 43 Ib up at 11-9-0, and 641 Ib down and 43 Ib up at 8-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p If) Vert: 1-2=-74, 2-4=-74, 4-5=-177(F=-103), 5-7=-74, 7-8=-74, 9-14=-95(F=-55) Continued on page 2 OQ?,OFESS/pN� S. CO LU C 0433 T *\ E;V. N1-09 • /* 4,2007 ® WARNDTO.17-ijg design pansmeters and READ NOTES ON THIS AND rr9CLUDED ADTEE REFERENCE PAGE AW --7473 BEFORE USE. Design valid far use only with M7ek connectors. This design's bused only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector. Additional peanoneni bracing of the overall structure is the responsibility of the balding designer. For general guidance regarding .o.x..a.x,�.,.. fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII funding Component 7777 Greenback Lane, Suite tOB safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply �00 827344228 LOT111 PENTA L01MG ROOF TRUSS 2 • 1 Job Reference (orstionall xrecs aww, mmo, s,n - new LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 5=-641(F) 4=-641(F) • � 0 0.300 s Jul 112006 MTek Industries, Inc- Tue Dec 04 09:08:00 2007 Page 2 ® WARNWO - Verj& design pa an atera and READ NOTES ON TNIS AND -'-WMITER REFERENCE PADS MB -7473 BBPOBE USE. Design valid for use only with ..k connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of bulling designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the resporuibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage. delivery. erection and bracing. consult ANSI/TFII Quality Crneda, DSB-89 and BCSII Bunding Component Safety Information available from Truss Plate Institute, 5113 D'Onofno Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply0 0 1.25 TCDL 17.0 Lumber Increase 1.25 827344229 LOT111_PENTA L02 ROOF TRUSS 7 1 Code UBC97/ANSI95 WB 0.46 Horz(rL) 0.02 8 n/a n/a ob Reference (optional! Berea emD, Urow, uA- azzua a.3m! s um s s zoos mi i ex rrsousmes, ma i ue mc ua uv:us:us zW i rage s -2-0-0 I-- 5-1.0 l 9.10-8 l 14-8.0 l 19.9-0 i 21-g-0 l 2-0-0 5-1-0 4-9-8 4-9$ 5-1-0 2-0-0 Scale - 1:38.6 46 = 4 3.4 II 3.6 = 3x8 = 3x6 = 3x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 17.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 20.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 12=1271/0-5-8,8=1271/0-3-8 Max Hoa 12=42(load case 5) CSI DEFL in (loc) Udefl Ud PLATES GRIP TC 0.46 Vert(LL) -0.03 10 >999 240 MT20 185/144 BC 0.33 Vert(TL) -0.1010-11 >999 180 WB 0.46 Horz(rL) 0.02 8 n/a n/a (Matrix) Weight: 89 Ib BRACING TOP CHORD Sheathed or 5-8.4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-1487/0, 3-4=-1298/0,4-5=-1298/0, 5-6=-1487/0,6-7=0/51, 2-12=-1165/0,6-8=-1165/0 BOT CHORD 11-12=0/107, 10.11=0/1350, 9-10=0/1350, 8-9=0/107 WEBS 3-11=-170/15, 3-10=-268/21, 4-10=0/479,'x10=-268/21, 5-9=-170/15, 6-9=0/1314.2-11=0/1314 NOTES 1) Unbalanced roof live loads have been considered for this design. �) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard ® WARNING - Verj fy design parameters and READ Na7ES oN THIs AND INCLUDED MIZE REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek connectors. This design's based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control storage. delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSS -89 and BCSII Building Component Safety Information available from Truss Plate Imtrtute, 583 D'Onofno Drive. Madison. WI 53719. ber4,2007 Ell ' 7777 Greenback Lane. Suite 109 Job Truss Truss Type Qty Ply 00 TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.12 12-13 >999 240 r R27344230 �Job L0T111_PENTA MD1HG ROOF TRUSS2 Vert(TL) -0.30 1 MT20H 139/108 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.24 10 n/a n/a Reference (optional Select Build, Indio, CA- 92203 6.300 s Jul 112006 MTek Industries, Inc Tue Dec D4 09:08,02 2007 Pelle 1 r -2-0-0 I 4-1-12 I 8-0-0 I fpm I 1444 I- 18-00 I 20.6.0 2-0-0 4-1-12 3-10-0 2E -D 3-1 D-4 4-1-12 2-0-0 scale a 1:37.7 400 = 3x4 = 400 15 10 3.4 II 3.4 II 4-1-12 I B-1.8 I 10-" I 1444 I 18-6-0 4-1-12 3-11-12 2-3-0 [ 3-11-12 4-1-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.12 12-13 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.30 12-13 >728 180 MT20H 139/108 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.24 10 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 90 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 2-10-11 oc purlins, except end verticals, and 2-0-0 oc BOT CHORD 2 X 4 SPF 240OF 2.0E *Except* purlins (3-1-8 max.): 4-6. 12-13 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud *Except* 2-14 2 X 4 SPF 1650F 1.5E, 8-11 2 X 4 SPF 1650F 1.5E 4-13 2 X 6 SPF 1650F 1.5E, 6-12 2 X 6 SPF 165OF 1.5E 3-13 2 X 4 SPF 1650F 1.5E, 7-12 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 15=2274/0-5-8, 10=2274/0.5-8 Max Harz 15=37(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-15=-2134/0,1-2=0/51.2-3=-3293/0, 3-4=-5239/0, 4-5=-4863/0, 5-6=-4863/0, 6-7=-5239/0, 7-8=-3293/0, 8-9=0/51, 8-10=-2134/0 ,OT CHORD 14-15=-14/143, 13-14=0/3261, 13-16=0/4880, 16-17=0/4880, 12-17=0/4880, 11-12=0/3261, 10-11=13/143 WEBS 2 -14=0/3132,3.14=1462/0,7 -11= -1462/0,8 -11=0/3132;4 -13=0/787,6.12=0/787,3-13=0/1945,7-12=0/1945,5-13=-150/28 .5-12=-150/28 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 R above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the intedor(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) 15, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Girder carries hip end with B-0-0 end setback. 8) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 641 Ib down and 43 Ib up at 10-6-0, and 641 Ib down and 43 Ib up at 8-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 ® WARNING - Verify dedgm parameters and RFAD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use oNy with MTek connectors. This design is based any upon parameters shown. and its for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability dudng construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing. consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Pule Institute, 583 D'Onofno Drive, Madison. WI 53719. �OQRoFESS/ONS m IX C04 3 T * E - -09 TFOF 1F ecember 4,2007 Dal. MiTek' 7777 Greenback Lane. Suite 109 Job Truss Truss Type Qty Ply 00 827344230 LOT111_PENTA M01HG ROOFTRUSS 2 1 . Job ere ce o t'o Select Build, Indio, CA - 92203 6.300 s Jul 112006 MTek Industries, Inc. Tue Dec 04 09:0892 2007 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-74, 2-4=74, 4-6=-177(F=-103), 6-8=-74, 8-9=-74, 13-15=-75(F=-55), 1316=-20, 16-17=-75(F=-55), 12-17=-20, 1 D-1 2=-75(F=55) Concentrated Loads (lb) Vert: 4=-641 (F) 6=-641(F) • • ® WARNING - Verify design parameters and READ NATES oN TNIS AND zivcwpED MITER REPERyiCE PAGE MB -7473 BEFORE USE, e Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibiGy, of budding designer- not truss designer. Bracing shown Mai is for lateral support of individual web members only. Additional temporary bracing to insure stabTty during construction is the respomibidiy, of the MiTek' .. erector. Additional permanent bracing of the overall structure is the responsibly of the budding designer. For general guidance regarding .o...o...... fabrication, quality control storage, deWery, erection and bracing, consu8 ANSI/TPII Quality Critedo, DSB-89 and BCSII Sending Component Safety Information available fmm TNss Plate Institute. 583 D'Onofno Drive. Madison, WI53719. 7777 Greenback Lane, ne. Suite 109 Job Truss Truss Type city Plyo 0 ' LOADING R27344231 L0T111_PENTA M02 ROOF TRUSS 1 1 Plates Increase 1.25 TC 0.80 TCDL 17.0 Lumber Increase Job e ceLQ01212an -2.0-0 I a9-4 I 9.3.0 I 1341-12 I 16-64) I ?M-0 2-0-0 4-9-4 4-512 4-5-12 4-9.4 2-0-0 Scale a 1:38.3 4x6 = 10 06 4.6 i LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 10=1018/0-5-8.8=1018/0-5-8 Max Harz 10=-40(load case 6) DEFL in (IGc) I/defl Ud PLATES GRIP Vert(LL) -0.12 9-10 >999 240 MT20 185/144 Vert(TL) -0.28 9-10 >780 180 Horz(rL) 0.14 8 n/a n/a Weight: 80 Ib BRACING TOP CHORD Sheathed or 5-2-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-10.5-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-10=-378/47, 1-2=0/51, 2-3=-150/39, 3-4=-1832/0, 4-5=-1832/0, 5-6=-150/38, 6-7=0/51, 6-8=-378/46 BOT CHORD 9-10=0/1276,8-9=0/1276 WEBS 3-110=11468/0,3-9=0/532. 4-9=0/779,5-9=0/532,5-8=-1468/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 R above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 10, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ABTEB REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility, of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overol structure is the responsbility, of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consul ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Rate Institute, Sa3 VOnofno Drive, Madison. WI 53719. /Q?,OFESS/ONS 1 ��Q���R S T�cLyc (D m W C 0433 OF 7777 Greenback Lane, Suite 109 4,2007 r 9-3- • 9-3-00 LOADING (pat) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.80 TCDL 17.0 Lumber Increase 1.25 BC 0.55 BCLL 0.0 Rep Stress Incr YES WB 0.50 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 10=1018/0-5-8.8=1018/0-5-8 Max Harz 10=-40(load case 6) DEFL in (IGc) I/defl Ud PLATES GRIP Vert(LL) -0.12 9-10 >999 240 MT20 185/144 Vert(TL) -0.28 9-10 >780 180 Horz(rL) 0.14 8 n/a n/a Weight: 80 Ib BRACING TOP CHORD Sheathed or 5-2-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-10.5-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-10=-378/47, 1-2=0/51, 2-3=-150/39, 3-4=-1832/0, 4-5=-1832/0, 5-6=-150/38, 6-7=0/51, 6-8=-378/46 BOT CHORD 9-10=0/1276,8-9=0/1276 WEBS 3-110=11468/0,3-9=0/532. 4-9=0/779,5-9=0/532,5-8=-1468/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 R above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 10, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ABTEB REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility, of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overol structure is the responsbility, of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consul ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Rate Institute, Sa3 VOnofno Drive, Madison. WI 53719. /Q?,OFESS/ONS 1 ��Q���R S T�cLyc (D m W C 0433 OF 7777 Greenback Lane, Suite 109 4,2007 Job Truss Truss Type Qty Ply LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP loo 827344232 L0T111 PENTA N01HG ROOF TRUSS 1 TCDL 17.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.13 12-13 >999 180 BCLL 0.0 L Job Reference o io al Seled.Build, India, CA - 92203 6.300 s Jul 112006 MiTek Industries, Inc. Tue Dec 04 09:08:04 2007 Page 1 4-1-12 1 8-0-0 1 12-0-12 1&9-8 I 20.7-11 i 24-0-0 1 2-0-0 4-1-12 3.104 44-12 4412 3.10.3 3.4.5 Scale a 1:44.5 4.4 = 3x8 = 04 = 15 14 13 12 11 10 9 2x4 II 3.8 = 5.8 = 214 II 3x8 = 3x6 = 2.4 II 1-� 4-1-12 8-0-0 12412 ' 16-9.8 20-7-11 24-0-0 - 1 i 1 i 4-1.12 3-10.4 4412 4412 3.10-3 345 late I fsetS (X,Y): 12:0-3-3.0-1-81,113:0-2-12,0-3-01,[14:0-M.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC, 0.33 Vert(LL) -0.05 12 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.13 12-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 246 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc puffins BOT CHORD 2 X 4 SPF 1650F 1.5E (fr0-0 max.): 4-6. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. , REACTIONS (Ib/size) 15=2978/0-5-8, 9=2848/Mechanical Max Horz 1 5=55(load case 4) 'FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-2902/0, 3-4=-3781/0, 4-5=-3582/0, 5-6=-3366/0, 6-7=-3554/0, 7-8=-2449/0, 2-15=-2818/0, 8-9=-2712/0 BOT CHORD 14-15=-27!77, 13-14=0/2695, 12-13=0/4050, 11-12=0/4050, 10-11=0/2281, 9-10=-4/71 WEBS 314=-1282/0, 3.13=0/1260, 4-13=-25/364, 5-13=-778/0, 5-12=0/560, 5-11=-1076/0, 6-11=-33/340, 7-11=0/1551, 7-10=-1580/0, 2-14=0/3069, 8-10=0/2857 •TOTES ) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 pSf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not to wind. Lumber DOL=1.33 DOL=1.33 Plate metal DOL=1.33 oFESS/� exposed plate grip 5) Provide drainage to adequate prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S 7) Refer to girder(s) for truss to truss connections. CO Cm 8) Girder carries hip end with 7-2-8 right side setback, 8-0-0 left side setback, and 8-0-0 end setback. 9) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. LIJI C O� 3 M 10) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 578 Ib down and 38 Ib up at 16-9-6, ' and 641 Ib down and 43 Ib up at 8-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. E * LOAD CASES) Standard _ J/ - Continued on page 2 4,2007 ® WARN7NO - Verify design parameters and READ NOTES ON TRIS AND nvcLuDED MITER REPERENcB PAGE MU -7473 BEFORE USE. Design valid for use a* with M7ek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown ` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1 V IiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the bunding designer. For general guidance regarding - ,.a,vx------ fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and 8CSI1 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 VOnofno Drive. Madison. WI 53719. .. , , _ - _ Job Truss Truss Type Qty Ply o 0 ' 827344232 LOT111 PENTA N01HG ROOF TRUSS 1 2 Job Reference (optional Select Build, Indio, CA - 92203 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-74, 2-4=-74, 4-6=-177(F=-103), 6-8=-74, 9-15=-75(F=-55) Concentrated Loads (Ib) Vert: 4=-641(F) 6=-578(F) C� • 6.300s Jul 11 2006 MTek Industries, Inc. Tue Dec 04 09:0804 2007 Page 2 ® WARNBVO - Verj jy design partmaters and BEAD NOTES ON TN7S AND INCLUDED MITES REFERENCE PAGE MU -7473 BEFORE DISE. e Design vafid for use only with MTek connectors. This design a based only upon parameters shown. and 4 far an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of binding designer- not tens designer. Bracing shown I, for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the . M(Tek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding •owr..e....o... fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quarity Criteria, DSB-89 and SCSI/ Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Rate Institute, 583 UOnofno Drive, Madison. WI 53719. T777_ k ne,,Su Job Truss Truss Type CSI Plyo 0 Plates Increase 1.25 ]Oly TCDL 17.0 Rz73aa233 LOT111_PENTA NO2H ROOF TRUSS 1 1 NO WB 0.40 BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job Reference o io al Select Build, India, CA- 82203 o.auu 5 uu 11 auuo inn ex moususes, mc. ue sec ua unxwrw 4uur rage 1 1 -211-0 i 41-12 i 8.0-0 . I 12.4-12 i 16-9- F 20-7-11 f 24-0-0 r . 2.0-0 41-12 3-10-0 4-4-12 4412 310-3 3.45 4 Scale a 1:452 2x4 II 4x4 = 04 = 4x4 % R 8 2.4 II 3.6 = 5x8 = 2.4 II 3x8 = 3x6 = 2.4 II I 41-12 71-0-0 i 12.4-12 I 16-9- 20-7-11 { 244)-0 r 4,142 310-0 4.412 4412 31 D-3 3.45 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.35 TCDL 17.0 Lumber Increase 1.25 BC 0.25 BCLL 0.0 Rep Stress Incr NO WB 0.40 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud DEFL in (loc) I/defl Ud PLATES _GRIP Vert(LL) -0.03 16 >999 240 MT20 185/144 Vert(TL) -0.08 16-17 >999 180 Horz(TL) 0.03 13 n/a n/a Weight: 135 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-10, 6-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 18-19. JOINTS 1 Brace at Jt(s): 7 REACTIONS (Ib/size) 19=1284/0-5-8, 13=1107/Mechanical t Max Horz19=51(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-1093/0.3-4=-1296/0, 4-6=-720/0,4-5=540/0, 5-7=-544/0,7-9=-501/0,9-10=-503/0,8-10=-720/0, 10-11=-1232/0,11-12=-933/0, 2-19=-124110,12-13=-1066/0. 6-8=-675/3 BOT CHORD 18-19=-35/35, 1718=0/987, 16-17=0/1223, 15-16=0/1223, 14-15=0/853, 13.14=-10/31 WEBS 3-18=-510/0.3-17=0/300,4-17=-131/51. 7 -17=-113/56,7-16=0/183,7-15=-207/16.10-15=-121/38,11-15=0/409, 11-14=-619/0.2-18=0/1146,12-14=0/1062,5-6=-60/21,8-9=45/21 NOTES 1) Unbalanced roof live loads have been considered for this design: 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(l) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ® WARNING . Verify design pansrreters and READ NOTES ON TWS AND INCLUDED af7TEE REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek connectors. Thisdesign is bored only upon parameters shown, and is for an individual building component. Apolcab'Gty of design paromenters and proper incorporation of Component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members onty. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Tor general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality criteria, DSB-89 and 8CSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Modson, w153719. 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply o 0 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.03 16 >999 240 827344234 LOT111_PENTA NO3H ROOF TRUSS 2 1 BCLL 0.0 Rep Stress Ina NO WB 0.40 Horz(rL) -0.03 19 n/a n/a BCDL 10.0 Job Reference (optional) Select Build, Indio, CA - 92203 6.300s Jul 7 7 2006 MRek Intlustries, Inc. Tue Dec 04 09:08:05 2007 Page 1 -2-0-0 1 4-1-12 1 840-0 1 12-0-12 1 16-sA 1 20.7.12 1 24.2-0 24-0 4-1-12 3-10-4 4.4-12 4412 3-1 D-0 3-0-4 Scale a 1:53.6 2x4 112x4 II 4x4 = 4x4 = 6 8 4.00 112 19 18 17 16 IS. 14 13' 2.4 11 3.6 = 3x8 = 5.6 = 3x8 = 3x6 = 2x4 11 4-1-12 I B-0-0 1 12412 1 16-M I 20-7-12 4-1-12 3-10-4 4412 4412 3.1 D-4 Plate Offsets (X,Y): 116:D-3-0,0-3-01 1 24-2.0 1 3-64 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.03 16 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.08 16-17 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.40 Horz(rL) -0.03 19 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 137 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 SPF 1650F 1.5E (6-0-0 max.): 4-10, 6-8. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7 REACTIONS (Ib/size) 19=1292/0-5-8, 13=1115/Mechanical Max Horz 13=53(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 8.10=747/0, 10-11=-1263/0, 11-12=-980/0, 4-5=-569/9, 5-7=-576/7, 7-9=-535/5, 9-10=-528!7, 1-2=0/51, 2-3=-1100/0, 3-4=-1306/0, 4-6=-747/0, 12-13=-1072/0, 2-19=-1249/0, 6-8=-647/0 BOT CHORD 18-19=0/34, 17-18=0/993, 16-17=0/1186, 1576=0/1186, 14-15=0/895, 13-14=-1!76 WEBS 11-14=-599/0,11-15=01394. 10-15=-204/16, 7-15=-121/101, 7-16=0/189, 7-17=-73/152, 4-17=-196/19, 3-17=01314, 3-18=-516/0, 12-14=0/1081, 2-18=0/1152, 56=0/113, 8-9=0/113 .DOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. ESS/��� LOAD CASE(S) Standard O0,p,0f S Az�'�`G�\v�R LUM X W -09- 4,2007 WARNING - Ver{ fy design parameters and READ NOTES ON TFUS AND INCLUDED MMER REFERENCE PAGE MU -7473 BEFORE USE. Design vdid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of bu8dng designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Far general guidance regarding ra.s..e.so.:,... fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quulily Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss R 7777 Greenback Lane, Suite 109 Plate Institute. 583 D'Oncfno Drive. Madison, WI 53719. k Lane. S. belea aU110, Ind10. CA- SZZU3 Davi s — s i euw mirex rnausures, snc. i ue uec W w:un euur rage i I _91161 I 6.7_14 I 12-4-12 I 16-1-10 I 24-2-0 2.0-0 6.7-14 5-8-14 5-6-14 6-0-6 stele a 1:44.5 4x6 = 4 3x4 11 3x6 = 568 = 3.6 = 364 II 6-7-14 5.8.14 LOADING (psf) Truss Truss Type Qty Ply o 0Rz73a4z3s TCDL 17.0 Lumber Increase 1.25 BC 0.32 BCLL 0.0 Rep Stress Incr YES WB 0.42 PLOT111_PENTA N04 ROOFTRUSS 3 1 n/a n/a b Reference (optional belea aU110, Ind10. CA- SZZU3 Davi s — s i euw mirex rnausures, snc. i ue uec W w:un euur rage i I _91161 I 6.7_14 I 12-4-12 I 16-1-10 I 24-2-0 2.0-0 6.7-14 5-8-14 5-6-14 6-0-6 stele a 1:44.5 4x6 = 4 3x4 11 3x6 = 568 = 3.6 = 364 II 6-7-14 5.8.14 LOADING (psf) SPACING 2'-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.64 TCDL 17.0 Lumber Increase 1.25 BC 0.32 BCLL 0.0 Rep Stress Incr YES WB 0.42 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud 5-8-14 DEFL in (loc) I/deb L/d PLATES GRIP Vert(LL) -0.0410-11 >999 240 MT20 185/144 Vert(TL) -0.0910-11 >999 180 Horc(rL) 0.02 7 n/a n/a Weight: 112 Ib BRACING TOP CHORD Sheathed or 5-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 11=1292/0-5-8,7=1115/Mechanical Max Horz 11=54(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-1345/0, 3-4=-1189/0, 4-5=-1188/0, 5-6=-1270/0, 2-11=-1222/0, 6-7=-1049/0 BOT CHORD 10-11=-22/77, 9-10=0/1202,8-9=0/1142,7-8=-8/95 WEBS 3-10=-294/14, 3-9=-260/33, 4-9=0/364, 5-9=-195/40, 5-8=-352/13, 2-10=0/1200, 6-8=0/1143 02NOTESI) Unbalanced roof live loads have been considered for this design. ) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard �OQROFESS/p�'q S Q-P��ER COT��,G��c Qf C 0, 433 T 1 *\ ER.MI-09 - 1* 4,2007 ® IVARNING - Ver(jg design p --ter. and READ NOTES ON THIS AND INCLUDED ADTEE REFERENCE PAGE Afar -7473 BEFORE USS. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component Is responsibility of buRding designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing. consult ANSI/TPII QuoW Criteria, DSB-89 and BCSII Building Component Suite 108 Su Lane, Greenback Safety Information available from Truss Note Institute, 583 D'Onotno Drive. Madison, WI 53719. 7777 ,.__.._ k Lane, Su area aura, I-. s:w • nccu4 o.4vv a 4w r cuvo mi i- muuausea, nm. r un sec yr va.vo.vr 4vvr raga r I -2-0 o I 4-1-12 ia D o I 12412 16-M I 20-7-12 I 24.2-0 I 2-0-0 4.1-12 3.10-4 4-4-12 4-4-12 3-10-4 3s4 Scale a 1:45.5 2x4 II 4x4 = 4x4 ._. 6 a 4.4 18 18 17 16 15 14 13 2x4 II 3x6 = 3x8 = 5.6 = 3.8 = 3x6 = 2x4 II i 4-1-12 I 8-0-0 I 12-4-12 I 16-M I 20.7.12 I 24-2.0 I 4-1-12 3.10-0 4-4-12 4412 3-10-0 3-64 Plate Offsets (X,1): 116:0-3-0,0-3-01 Truss Truss Type Qty Ply o 0R273as23s TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.03 16 >999 240 MT20 185/144 TCDL 17.0 PLOts T111_PENTA NOSH ROOF TRUSS t 1 Rep Stress Incr NO WB 0.40 Horz(TL) -0.03 .19 n/a n/a BCDL 10.0 Code UBC97/ANSI95 Job Reference (optional area aura, I-. s:w • nccu4 o.4vv a 4w r cuvo mi i- muuausea, nm. r un sec yr va.vo.vr 4vvr raga r I -2-0 o I 4-1-12 ia D o I 12412 16-M I 20-7-12 I 24.2-0 I 2-0-0 4.1-12 3.10-4 4-4-12 4-4-12 3-10-4 3s4 Scale a 1:45.5 2x4 II 4x4 = 4x4 ._. 6 a 4.4 18 18 17 16 15 14 13 2x4 II 3x6 = 3x8 = 5.6 = 3.8 = 3x6 = 2x4 II i 4-1-12 I 8-0-0 I 12-4-12 I 16-M I 20.7.12 I 24-2.0 I 4-1-12 3.10-0 4-4-12 4412 3-10-0 3-64 Plate Offsets (X,1): 116:0-3-0,0-3-01 LOADING (psf) SPACING 2-" CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.03 16 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.08 16.17 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) -0.03 .19 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 135 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 SPF 1650F 1.5E (6-0-0 max.): 4-10, 6-8. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 18-19. JOINTS 1 Brace at Jt(s): 7 REACTIONS (Ib/size) 19=1292/0.5-8, 13=1115/Mechanical Max Horz 13=50(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 8-10=-726/0, 10-11=-1261/0, 11-12=-981/0,4-5=-544/0, 5-7=-547/0, 7-9=-510/0, 9-10=-506/0,1-2=0151, 2-3=-1101/0, 3-4=-1304/0, 4-6=726/0, 12-13=-1072/0, 2-19=-1249/0, 6-8=-680/1 BOT CHORD 18-19=-0/34, 17-18=0/995, 16-17=0/1242, 15-16=0/1242, 14-15=0/897, 13-14=0171 WEBS 11-14=-602/0.11-15=0/385,10-15=-140/44, 7-15=-199/0, 7-16=0/187, 7-17=-147/48, 4-17=-130/53, 3-17=0/305, 3-18=-51710.12-14=0/1 084, 2-18=0/1155, 5-6=-58/22, 8-9=59/22 0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. �()FESS/� Q N,91 LOAD CASE(S) Standard ' S T�NG1��ti CO�P�-A�R CDcm LU M C 0 09 4,2007 ® WARNING - Ver jify deafgn p --ter. aM READ NOTES ON THIS AND INCLUDED MITER REFERENCE PADS MU -7473 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown Iff is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsbifity of the balding designer. For general guidance regarding fabrication. quality control, ack Lane, Suite 108 storage, delivery erection and bracing. consult ANSI/TPI1 Quality Criferia, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 593 D'Onofrfo Drive. Modhon, WI 53719. 7777 Greenb _ reenb_ _ - -_ Job Truss Truss Type Qty Ply o 0 TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins • WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied R27344237 LOT111_PENTA N06HG ROOFTRUSS 1 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6-7=-3640/0, 7-8=-2575/0,4-5=-3599/0. 5-6=-3447/0,1-2=0/51, 2-3=-2928/0, 34=-3799/0, 8-9=-2720/0, 2-15=-2840/0 BOT CHORD 14-15=0178, 13-14=0/2719, 12-13=0/4111, 11-12=0/4111, 10-11=0/2399,9-10=0f77 WEBS 7-10=-1535/0, 7-11=0/1503, 6-11=-19/355, 5-11=-1049/0, 5-12=0/574, 5-13=-831/0, 4-13=21/370, 3-13=0/1274, ob Reference(optionall Select Build, Indio, CA - 92203 6.300 s Jul 11 2008 MRek Industries, Inc. Tue Dec 04 09:08:08 2007 Page 1 -2.0.0 4-1-12 I 8-0-0 I 12-0-12 I 16-M i 20-7_12 I 24.2.0 I 2-0-0 4.1-12 3.10.4 4.4-12 4412 3-10-4 3-64 Scale - 1:44.8 4x4 = 3x8 = 4x4 = 6 4.0D is 14 13 12 11 10 9 2x4 II 3.8 — 3x8 — 5x6 = 3x8 = 3x8 = 2x4 II 4.1-12 I 8.0-0 i 12412 I 18.9-8 i 20.7-12 I 24-2-( ' 4.1.12 3.10-4 4412 4-412 3-10-0 3.6.4 Plate Offsets (X.Y): 12:0 -3-3.0-1-81.110:0-3-8.0-1-81.112:0-3-0.0-3-01.114:0-3-8,0-1-81 LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code UBC97/ANS195 CSI TC 0.34 BC 0.41 WB 0.54 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) -0.05 12 >999 240 Vert(TL) -0.13 12-13 >999 180 Horz(TL) -0.04 15 n/a n/a PLATES GRIP MT20 185/144 Weight: 247 lb LUMBER t BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 SPF 1650F 1.5E (6-0-0 max.): 4-6. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 15=3002/0-5-8,9=2862/Mechanical Max Horz9=53(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6-7=-3640/0, 7-8=-2575/0,4-5=-3599/0. 5-6=-3447/0,1-2=0/51, 2-3=-2928/0, 34=-3799/0, 8-9=-2720/0, 2-15=-2840/0 BOT CHORD 14-15=0178, 13-14=0/2719, 12-13=0/4111, 11-12=0/4111, 10-11=0/2399,9-10=0f77 WEBS 7-10=-1535/0, 7-11=0/1503, 6-11=-19/355, 5-11=-1049/0, 5-12=0/574, 5-13=-831/0, 4-13=21/370, 3-13=0/1274, 3-14=-1306/0, 8-10=0/2921, 2-14=0/3095 TIES VOTES ,) 2. truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided'to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 5) Provide adequate drainage to water �OFESS/� OQ h/9 S. prevent ponding. 6) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. psi 7) Refer to girder(s) for truss to truss connections. CO 8) Girder carries hip end with 7-4-8 right side setback, 8-0-0 left side setback, and 8-0-0 end setback. 0 ttt 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LUCr_ 46433 M 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 591 Ib down and 39 Ib up at 16-9-8, and 641 Ib down and 43 Ib up at 8-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. -09 * Xtf LOADCASE(S) Standard f Continued on page 2 ber 4,2007 ® WARNING - Ver(ry design parameters and READ NOTES ON TR2S AND JNCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with Mgek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper Incorporafion of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to imure stability during construction is the responsibility, of the WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ro.ss fabrication. quality control storage, delivery. erection and bracing, consuti ANSVII ll Quality Criteria. DSB-89 and BCSII Buliding Component Safety Information available from Truss Plate Imtftute, 583 D 7777 Greenback Lane, Suite 109'Onotno Drive. Madison, WI 53719. 7777_ Job Truss Truss TypeOty Pty o o. R27344237 L0T711_PENTA NOBHG ROOF TRUSS 1 2 ob Reference foptionaft r• Select Build, Indio, CA -92203 - 6.300 s Jul 11 2006 MTek Industries, Inc. Tue Dec 04 09:08:08 2007 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 6-8=-74, 4-6=177(F=-103), 1-2=-74, 2-4=-74, 9-15=-75(F=-55) Concentrated Loads (lb) Vert: 6=-591(F) 4=-641(F) L • ® WARNING - Verify design Parameter. aM READ NOTES ON THIS AND iNQADED mrrER REFERENCE PAGE AW -7473 BEFORE USE.' Design yard for use only with MTek connectors. This design is based only upon parameters shown, and'. for on individual building component. -C• S{Y6g7 ApplkabiBty of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bmcing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dquring construction is the responsbillity of the " iTek' erector. Additional permanent bracing of the overall shucture is the responsibility of the building designer. For general guidance regarding rowe..e.a..n... fabrication. quality control. storage. delivery, erection and brocing. consult ANSI/TPII Quarry Criteria, DSB-89 and BCSII Bunding Component 7777 Greenback Lane, Suite 109 Satey Informallon avolable from Truss Plate Institute. 563 D'Onofno Ddve. Madison. WI 53719. _ _ _ _ . _ _ _ ___ _ _ Job Truss Truss Type Qty Ply 0 TCDL 17.0 Lumber Increase 1.25 BC 0.53 BCLL 0.0 Rep Stress Incr NO 827344238 lJ L0T111_PENTA 001 HG ROOF TRUSS 1 180 Horz(rL) 0.21 12 n/a n/a ob Reference o io I Select Build, Indio, CA- 92203 6.300s Jul 11 2006 MTek Industries, Inc. Tue Dec 04 09:08:09 2007 Page 1 .2-0.0 I 8-0-0 14-M I 21-00 � 29-0-0 31,0-0 i 2-D-0 8-0-0 6.6.0 6-6-0 8-0-0 2.0-0 r Scale - 1:56.8 5x12 = A no 3x4 = 3x8 = 5x12 = 3.6 % 12 2x4 II l 2-6-8 I B-3-0 - I 14E-0 20.9.0 l 29-0-0 l 2-6-8 5-8.8 6-3-0 6-3-0 8-3-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.78 TCDL 17.0 Lumber Increase 1.25 BC 0.53 BCLL 0.0 Rep Stress Incr NO WB 0.95 BCDL 10.0 Code UBC97/ANSI95 (Matrix) DEFL in (loc) Well Lid PLATES GRIP Vert(LL) -0.20 15 >999 240 MT20 185/144 Vert(Q -0.46 15 >685 180 Horz(rL) 0.21 12 n/a n/a Weight: 282 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2 X 6 SPF 1650F 1.5E 'Except' 2-20 2 X 4 SPF 165OF 1.5E BOT CHORD WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 12=2708/0-5-8.2=-1903/0-5-8,21=5624/0-5-8 Max Horz2=-70(load case 6) Max Uplif12=2045(load case 8) Sheathed or 5-4-8 oc purlins, except end verticals, and 2-0-0 oc purlins (5-2-12 max.): 5-8. Rigid ceiling directly applied or 6-0-0 oc bracing. - FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=0/5957, 3-4=0/4504, 4-5=-4881/0, 5-6=-4674/0, 6-7=-7740/0, 7-8=-7595/0, 8-9=-7840/0, 9-10=-4154/0, 10-11=0/51,10-12=-2614/0 BOT CHORD 18-19=-1065/0, 17-18=-944/19, 16-17=0!7740, 15-16=0/8820, 14-15=0/8820, 1314=0/4098, 12-13=-4/113, 19-21=-5624/0, 19-20=-5561/0, 320=-1153/0, 2-20=-5539/0 WEBS 5-17=0/580,8-14=0/1325,4-18=0/279.9-13=2001/0, 9-14=0/3623,10-13=0/3966, 4-17=0/5513,18-20=0/416.4-20=-5369/0 ,6-16=0/783,6-17=-3478/0,7-15=0/434,7-14=-1484/0,7-16=1236/0 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3••) nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-5-0 oc, Except member 18-4 2 X 4 - 1 row at 0-9-0 oc, member 139 2 X 4 - 1 row at 0-9-0 oc, member 14-9 2 X 4 - 1 row at 0-9-0 oc, member 1310 2 X 4 - 1 row at 0-9-0 oc, member 4-17 2 X 4 - 1 row at 0-9-0 oc, member 18-20 2 X 4 - 1 row at 0-9-0 oc, member 20-4 2 X 4 - 1 row at 0-9-0 oc, member 6-16 2 X 4 - 1 row at 0-9-0 oc, member 17-6 2 X 4 - 1 row at 0-9-0 oc, member 15-7 2 X 4 - 1 row a10-9-0 oc, member 7-14 2 X 4 - 1 row at 0-9-0 oc, member 16-7 2 X 4 - 1 row at 0.9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 fl above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(l) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Bearing at joint(s) 12, 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Ca of bearing surface. Continued on page 2 Q?,pFESS/O\ � S r��F Q W C 046a 4,2007 ® WARNfNO - Verify design parameters and READ NOTES ON THIS AND D7CLUDED M/TEK REFERENCE PAGE MU -74" BEMRS USE. Design void for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual bvidirsg component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not fnns designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the M iTek' erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding .e.r... e�..r,,. fabrication, quality control storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DS8-89 and BCSII Building Component 7777 Greenback lane, Suite 109 Safety Information available from Tens Plate Institute, 5153 D'Onofno Drive, Madison, WI 53719. Chrus Heights, CA 95610 Select Build, Indio, CA- 92203 6.300 a Jul 112006 MiTek Industries, Inc. Tue Dec 04 09:08:09 2007 Page 2 NOTES 8) Girder carries hip end with 8-0-0 end setback. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Uplift for first LC exceeds limits r r 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 641 Ib down and 43 Ib up at 21-0-0, and 641 Ib down and 43 Ib up at 8-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-74, 5-8=-177(F=-103), 8-10=-74, 10-11=-74, 17-19=-48(F=-28), 14-17=-48(F=-28), 12-14=-48(F=-28), 2-20=-48(F=-28) Concentrated Loads (lb) Vert: 5=-641 (F) 8=-641(F) � 0 ® WARNING - Ver{ fy design panamat-4 and READ NOTES ON THIS AND JNCLUDED MITER REFERENCE PAGE MU -7673 BEFORE USE. Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbinity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Imfitute. 593 UOnofno Drive. Madison, WI 53719. MiTek' 7777 Greenback Lane. Suite 109 Truss - Truss Type Qty Ply - 0 0827346238 L.ob. PENIA Q01HG ROOF TRUSS. 1 2.100 Reference (optional Select Build, Indio, CA- 92203 6.300 a Jul 112006 MiTek Industries, Inc. Tue Dec 04 09:08:09 2007 Page 2 NOTES 8) Girder carries hip end with 8-0-0 end setback. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Uplift for first LC exceeds limits r r 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 641 Ib down and 43 Ib up at 21-0-0, and 641 Ib down and 43 Ib up at 8-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-74, 5-8=-177(F=-103), 8-10=-74, 10-11=-74, 17-19=-48(F=-28), 14-17=-48(F=-28), 12-14=-48(F=-28), 2-20=-48(F=-28) Concentrated Loads (lb) Vert: 5=-641 (F) 8=-641(F) � 0 ® WARNING - Ver{ fy design panamat-4 and READ NOTES ON THIS AND JNCLUDED MITER REFERENCE PAGE MU -7673 BEFORE USE. Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbinity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Imfitute. 593 UOnofno Drive. Madison, WI 53719. MiTek' 7777 Greenback Lane. Suite 109 Job Truss Truss TypeQty CSI Ply Plates Increase 1.25 TC 0.78 TCDL 17.0 Lumber Increase 1.25 827344239 lJo0b L0T111_PENTA OOIHGA ROOF TRUSS 1 2 efereO i a Select Build, Indio, CA - 92203 6.300s Jut 11 2008 MTek Indusides, Inc. Tue Dec 04 09:08:10 2007 Page 1 r=7-04) 84)0 + 14.6-0 I 21-0.0 f 29.0.0 2-0-0 8-0-0 6.640 6.6-0 a." Scale o 1:54.8 3.4 = 3.8 = 5x12 = 3.6 11 3x4 II i 2-6-8 8-3-0 I 14.6-0 20.9-0 I 29.0-0 I 2.6.8 5-8-8 6-3-0 6-3-0 8.3-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.78 TCDL 17.0 Lumber Increase 1.25 BC 0.53 BCLL 0.0 Rep Stress Incr NO WB 0.96 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER 11 n/a TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 6 SPF 165OF 1.5E "Except" 2-19 2 X 4 SPF 1650F 1.5E Weight: 277 Ib WEBS 2 X 4 HF Stud DEFL in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.20 14 >999 240 MT20 185/144 Vert(TL) -0.46 14 >682 180 Horz(TL) 0.21 11 n/a n/a Weight: 277 Ib BRACING TOP CHORD Sheathed or 5-4-8 oc purlins, except end verticals, and 2-0-0 oc purlins (5-2-7 max.): 5-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 11=2538/0-5-8,2=-1911/0-5-8,20=5640/0-5-8 Max Horz2=46(load case 6) Max Uplifl2=2053(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=0/5978, 3-4=0/4520, 4-5=-4891/0, 5-6=-468410, 6-7=7765/0, 7-8=-7648/0, 8-9=-7895/0, 9-1 0=-421910, 10-11=-2452/0 OOTCHORD 17-18=-1069/0,16-17=-949/13,15-16=0/7i65,14-15=0/8861, 13-14=018861. 12-13=0/4171,11-12=-15/143,18-20=-5640/0, 18-19=-5577/0, 3-19=-1156/0,2-19=-5559/0 VEBS 5-16=01582,8-13=0/1336.4-17=0/280,9-12=-2019/0. 9-13=0/3604,10-12=0/3969, 4-16=0/5528,17-19=0/415.4-19=-5384/0 ,6.15=0!787,6-16=-3495/0,7-14=0/433,7-13=-1478/0,7-15=-1253/0 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chards connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-5-0 oc, Except member 174 2 X 4 - 1 row at 0-9-0 oc, member 12-9 2 X 4 - 1 row at 0-9-0 oc, member 13-9 2 X 4 - 1 row at D-9-0 oc, member 12-10 2 X 4 - 1 row at 0-9-0 oc, member 4-16 2 X 4 - 1 row at 0.9-0 oc, member 17-19 2 X 4 - 1 row at 0-9-0 oc, member 19-4 2 X 4 - 1 row at 0-9-0 oc, member 6.15 2 X 4 - 1 row at 0-9-0 oc, member 16-6 2 X 4 - 1 row at 0-9-0 oc, member 14-7 2 X 4 - 1 row at 0-9-0 oc, member 7-13 2 X 4 - 1 row at 0-9-0 oc, member 15-7 2 X 4 - 1 row at D-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Bearing at joint(s) 11, 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. Continued on page 2 ik WARNWO - Vert fy design pasemeters and RMD NOTES ON VUS AND INCLUDED EflTER REFERENCE PAOE MU -7473 BEFORE USE Design valid fa use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of ind'ntdual web members only. Additional temporary bracing to insure stabiflty, during construction Is the resporuibillity of the erector. Additional permanent bracing of the overa8 structure Is the responsibility of the "ding designer. For general guidance regarding fabrication, quality control storage. delivery. erection and bracing. consu8 ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. oQROFESS/pN� S. Tjyc�Ftic cr- C 04803 T. i 1t\ E1-09 /1k , 7777 Greenback Lane. Suite 109 4, 2007 aein� ouim, mow, ad+- nceua o..wu a aw r r c u e., mausmes, mc. run uec uv un:ua:m aur rage c NOTES 8) Girder carries hip end with 8-0-0 end setback. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Uplift for first LC exceeds limits 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 641 Ib down and 43 Ib up at 21-0-0, and 641 Ib down and 43 Ib up at 8-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-74, 5-8=-177(F=-103), 8-10=-74, 16-18=-48(F=-28), 13-16=-48(F=-28), 11-13=-48(F=-28), 2-19=-48(F=-28) Concentrated Loads (Ib) Vert: 5=-641 (F) 8=-641(F) • L a ® WARNING - Vert fy design parameters and READ NOTES ON THIS AND DrCLUDED MITER REFERENCE PAGE M67473 BEFORE USE. Design valid for use only with MRek connectors, This design is based only upon parameters shown. and is for an individual building component. -�r•�'7mY�©q Applicability of design paromenters and proper incorporation of component is respomibility of building designer- not tuns designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the M iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 100 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. Citrus Heights, k L ne, Su Truss Type Qty Ply o o827344238 PLOT .Truss 111_PENTA 001HGA ROOF TRUSS 1 ob efe ce optional) aein� ouim, mow, ad+- nceua o..wu a aw r r c u e., mausmes, mc. run uec uv un:ua:m aur rage c NOTES 8) Girder carries hip end with 8-0-0 end setback. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Uplift for first LC exceeds limits 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 641 Ib down and 43 Ib up at 21-0-0, and 641 Ib down and 43 Ib up at 8-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-74, 5-8=-177(F=-103), 8-10=-74, 16-18=-48(F=-28), 13-16=-48(F=-28), 11-13=-48(F=-28), 2-19=-48(F=-28) Concentrated Loads (Ib) Vert: 5=-641 (F) 8=-641(F) • L a ® WARNING - Vert fy design parameters and READ NOTES ON THIS AND DrCLUDED MITER REFERENCE PAGE M67473 BEFORE USE. Design valid for use only with MRek connectors, This design is based only upon parameters shown. and is for an individual building component. -�r•�'7mY�©q Applicability of design paromenters and proper incorporation of component is respomibility of building designer- not tuns designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the M iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 100 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. Citrus Heights, k L ne, Su Job Truss Truss Type Qty Ply00 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 - R27344240 L0T111_PEMA 002H ROOF TRUSS 1 1 BC 0.54 Vert(TL) -0.41 13-14 >763 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Job Reference (optional Select Build, Indio, CA- 92203 6.300 s Jul 112006 MTek Industries, Inc. Tue Dec 04 09:08:10 2007 Page 1 -2-0-0 I 5-1-17 I 104)-0 I 1464) 194).0 I 23-10-4 I 29-0-0 I 31-0-0� 2-0-0 5-1-12 4-10-0 4-0-0 4.6-0 410-0 5.1-12 2-0-0 Scale • 1:56.8 5x12 = 3x8 = 5x12 = 6 7 3x6 11 402 = 3.4 II , 10-1-8 18-10-8 29-0-0- i_2-6-8 I I 2.6.8 7-7.0 - B-9-0 10-1.8 Plate Offsets (X,Y): f2:0-3-14 0 -1 -81,f5:0 -6-0,0-1-111,f7:0-6-0,0-1-111,[9:0-3-3,0-1-81,[18:0-7-12,0-2-41 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.17 13-14 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.41 13-14 >763 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 HOrz(TL) 0.23 11 n/a n/a ' BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 1241b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-9-15 oc purfins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 SPF 1650F 1.5E (3-11-11 max.): 5-7. WEBS 2 X 4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-19 2 X 8 SPF 165OF 1.5E 6-0-0 oc bracing: 16-17 5-0-9 oc bracing: 2-18. REACTIONS (Ib/size) 11=1325/0-5-8.2=-356/0-5-8,19=2052/0-5-8 ` Max Horz2=-77(load case 6) Max Uplift2=-477(load case 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=0/2070, 3-4=0/1487, 4-5=2475/0, 5-6=-_2328/0, 6-7=-3049/0, 7-8=-3223/0, 8-9=-2132/0, 9-10=0/51, 9-11=-1279/0 BOT CHORD 16-17=-336/0,15-16=0/518,14-15=0/31 58, 13-14=0/3158,12-13=0/2080,11-12=01-75, 2-18=-1905/0 rVEBS 5-15=0/437, 7-13=0/655, 6-14=0/167, 6-15=-1024/0, 6-13=-311/27, 4-16=-387/0, 8-12=-810/0, 8-13=0/1065, 9-12=0/1952, • 4-15=0/1858.17-19=-2052/0,17-18=-1937/0, 3-18=-460/0,16-18=01815,4-18=-2276/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 R above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing 11, formula. Building designer R0FESS)� N9 at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain should verify capacity of bearing surface. OQ 6) Design assumes 4x2 (flat orientation) at oc spacing indicated, fastened to truss TC w/ 2-10d nails. �� purlins Q LOAD CASE(S) Standard (7 m * XP� 09 4,2007 ® WARNING - VenVy design pa-tera and MEAD NOTES ON THIS AND 1NMUDED WTEK REFERENCE PAGE MN -7473 DEPORE USE. a Design valid for use only with MTek connectors. This design b based only upon parameters shown, and is for an individual building component. Apprncability of design paramenters and proper incorporation of component is responsibility of budding desigrner- not truss designer. Bracing shown is for lateral support of individual web members onty. Additional temporary bracing to insure stability during construction is the responsibility R of the iTek' erector. Additional pesmoneni bracing of the overall structure is the responsibility of the building designer. For general guidance regarding r7--------.. fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Inforsatlon available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. 77 77 _ k Lane. Su Ll Job Truss Truss Type Ory Ply o 0 TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-9-11 oc purlins, except end verticals, and 2-0-0 oc puffins BOT CHORD 2 X 4 SPF 165OF 1.5E (311-0 max.): 5-7. WEBS 2 X 4 HF Stud 'Except BOT CHORD Rigid ceiling directly applied 8273442</ LQT111 PENTA Q02HA ROOFTRUSS 1 1 Max Horz2=-53(load case 6) Max Uplift2=-484(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension ob Reference (optional) Berea aura, maw, uA- uuua Daus s �w s s cuuo mn ex moussnes, mc. , ue sec - uu:uos s - raga s -2-04) I 5-1-12 10-0-0 I 14.60 + 1940-0 l 23 -to -4 I 294)-0 2-0-0 5-1-12 4-10-4 4-" 4S0 4-1 D-4 5.1-12 Scale - 1:54.8 5x12 = 3x8 = 5.12 = 5 a 7 3.6 10 412 = - 3.4 II i 2-6.8 10.1-0 l 18.10-8 I 29-0.0 2-6-8 7-7-0 69-0 ' 10-1-0 Plate Offsets (X.Y): 12:0-314.0-1-81. 15:0-6-0.0-1-111. 17:0.6-0.0.1-111.117:0.8.0.0.2-41 LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL . 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ins YES Code UBC97/ANSI95 CSI TC 0.52 BC 0.55 WB 0.68 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) -0.17 12-13 >999 240 Vert(TL) '-0.41 12-13 >755 180 Horz(rL) 0.23 10 n/a n/a PLATES GRIP MT20 185/144 Weight: 1211b LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-9-11 oc purlins, except end verticals, and 2-0-0 oc puffins BOT CHORD 2 X 4 SPF 165OF 1.5E (311-0 max.): 5-7. WEBS 2 X 4 HF Stud 'Except BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-18 2 X 6 SPF 1650F 1.5E 6-0-0 oc bracing: 15-16 5-0-4 oc bracing: 2-17. REACTIONS (Ib/size) 10=1155/0-5-8,2=-362/0-5-8,18=2066/0-5-8 Max Horz2=-53(load case 6) Max Uplift2=-484(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=0/2090, 34=0/1502, 4-5=-2492/0, 5-6=-2344/0, 6-7=-3093/0, 7-8=-3270/0, 8-9=-2195/0, 9-10=-1123/0 BOT CHORD 1516=-339/0, 14-15=0/518, 1314=0/3191, 12-13=0/3191, 11-12=0/2152, 10-11=-13/103,2-17=-1924/0 6-13=0/167, &14=-104210,6-12=-305/27,4-15=-388/0,8-11=-82110, B-12=0/1044,9-11=0/1959, IW5-14=0/440,7-12=0/676, 4-14=0/1874,16-18=-2066/0,16-17=-1951/0. 3-17=-46310,15-17=0/818,4-17=-2293/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 251t above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 10, 18 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verity bearing ROFESS/p Q capacity of surface. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard LU December 4,2007 ® WARszfvo - 7en(& design Paxametene and RBAD NOTES ON Tws AND wcr vDBD wr&K RBPBREvc6 PAGE AID 7473 BBPORS USE, e Design valid far use only with Mitek connectors. This design is based only upon parameters shown. and is for an individual balding component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibll6ty of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery. erection and brocing, consult ANSI/TPII Quality CMeria, DSB-89 and BCSII Bunding Component 7777 Greenback Lane, Suite 108 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. 7777 _ Greenback „- neSu Job Truss Truss Type Qty Ply 1.25 TC 0.44 TCDL 17.0 Lumber Increase 1.25 �00 827344242 LOT111_PENTA 003H ROOFTRUSS 1 1 'efe (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E Job (optional select auua, maw. UA- ezzus o.auu s uw s s zuw mn ez mausmes, mc. r ue uec sw ua:ua:izzuur rage i -241-0 I 6.1-12 I 12-0-0 i 17-0-0 I 22-10.4 i 29-D-0 I 3140-0 I 2.0-0 11-12 5-104 5-0-0 510-0 6-1-12 2-0-0 Scale = 1:56.8 506 = 5212 = 5 a Ulf 5 10 3z6 = ti 3.4 II 2-6-8 3-74 5-11-12 4-9-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.44 TCDL 17.0 Lumber Increase 1.25 BC 0.48 BCLL -0.0 Rep Stress Incr YES WB 0.78 BCDL ' ' 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F.1.5E WEBS 2 X 4 HF Stud *Except* 3-17 2 X 6 SPF 165OF 1.5E 5-11-12 r 6-1-12 DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.19 12 >999 240 MT20 185/144 Vert(TL) -0.4412-13 >710 1 180 Horz(TL) 0.25 10 ' n/a n/a Weight: 119 lb BRACING TOP CHORD Sheathed or 3-6.14 oc puffins, except end verticals, and 2-0-0 oc purlins (3-10-4 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 5-8-4 oc bracing. i REACTIONS (Ib/size) 10=1335/0-5-8,2=-247/0-5-8.17=1933/0-5-8 Max Horz2=-82(load case 6) Max Uplif12=340(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=0/1647, 3-4=-1133/0, 4-5=-3054/0, 5-6=-3236/0, 6-7=-3439/0, 7-8=-2500/0, 8-9=0/51, 8-10=-1289/0 BOT CHORD 14-15=-649/0,13-14=0/1114,12-13=0/2858,11-12=0/2445, 10-11=0/109,2-16=-150810 &NOTES EBS 4-14=-1032/0,5-13=0/399,6-12=0/645,7-11=-761/0: 8-11=0/2246,5-12=0/588,4-13=0/1805,7-12=0/906,15-17=-1933/0, 15-16=-1712/0, 3-16=-1726/0, 3-14=0/1759 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 10, 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Design assumes 4x2 (flat orientation) purling at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 'LOADCASE(S) Standard r f ® WARNING - Verify design parameters and READ NOTES ON THIS AND B9CLUDED MTER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design paromenien and proper incorporation of component is responsibility of building designer- not has designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporubillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding . fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. a �OQ�kpFESS/0�q Q) m Uj C 096433 In ©W -W MM® OFA December 4,2007 MiTek" 7777 Greenback Lane, Suite 109 Citrus Heiahts. CA. 95610 Job Truss Truss Type Qty Ply LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP loo R27344243 LOT111 PENTA 003HA ROOF TRUSS 1 1 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.45 10-11 >703 180 BCLL 0.0 Rep Stress Incr YES Job Reference o i Select Build, Indio, CA- 92203 6.300 s Jul 11 21306 MiTek Industries, Inc. Tue Dec 04 09:08:13 2007 Page 1 I -2-0-0 I 6.1.12 I 12-0-0 I 17-0-0 I 22-10-4 I 29-041 I 2.0.0 6-1-12 5-10-4 5-0.0 5.10-0 6.1-12 Scale • 1:54.8 5.16 = 5x12 - 3,,6 9 3x6 = 3.1 II 2-6-8 6.1-12 12-1-8 16.10.8 l 22-10-4 I 29-0-0 I l ' 2-6-8 3.7.4 5-11-12 4-9-0 5-11-12 . 6-1-12 Plate Offsets (X,Y): 16:0-6-0,0-1-111 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.19 11 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.45 10-11 >703 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.26 9 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 117 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-6-12 oc purlins, except end verticals, and 2-0-0 oc puffins BOT CHORD 2 X 4 SPF 165OF 1.5E (3-9-15 max.): 5-6. WEBS 2 X 4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 5-7-15 oc bracing. 3-16 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 9=1166/0-5-8.2=-252/0-5-8.16=1945/0-5-8 Max Horz2=58(load case 6) Max Uplift2=-345(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=0/1661, 3-4=-1139/0, 4-5=-3079/0, 5-6=-3275/0, 6-7=-3480/0, 7-8=-2560/0, 6-9=-1135/0 BOT CHORD 13-14=-654/0,12-13=0/1 1 19. 11-12=0/2882, 10-11=0/2510, 9-10=-13/142, 2-15=-1521/0 4-13=-1039/0, 5-12=0/399, 6-11=0/662, 7-10=-767/0, 8-10=0/2247, 5-11=-3/604, 4-12=0/1824, 7-11=0/895, 14-16=-1945/0, 0WEBS 14-15=-1723/0, 3.15=-1737/0, 3-13=0/1769 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 9, 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. tzOFESS/O OQ N9� �i 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. S. LOAD CASE(S) Standard 04 E - 01-4 Of 4,2007 ® WARNENO - Verify desfgn parameters aM READ NOTES ON TRIS AND ➢9CLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability, of design paramenters and proper incorporation of component is responsibility of building designer - not tons designer. Bracing shown is for lateral support of individual web members only. Additional lemporary bracing to insure siabilty during construction is the resporuibillty of the Mire k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ;;B-. a rss.aw.. fabrication. quality control storage, delivery. erection and bracing, consult ANSUIPII Quality Criteria. DSB-89 and BCS11 SuIlding Component Safely Information available from Tnns Plate Institute, 583 D'Onofno Drive, Madison, W 7777 Greenback Lane, Suite 109I 53719. _ „_yn•_ „• Lane. S. beiea mum, rmm, uA-uzzw o.suu s uur s i zuuo mi ieK mausmes, mc. i ue uec un ua:ussn zuur rage I I -2.0.0 1 14-0-0 },s"! 29.0-0 i 2-0-0 14-0-0 1-0-0 14.0-0 Scats • 1:54.8 6x10 = 6x6 = 6 7 3x6 % 11 3.4 II i 2-6-8 i 14-1 i ," 29-0-0 I 2-6-8 -- - - -- „-7-0 0.9.0 14-1-0 Truss Truss Type Qty Ply o 0827344244 PLOT LOADING (psf) SPACING 2-0-0 111_PEMA 004H ROOF TRUSS 2 1 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) Job Reference factional) beiea mum, rmm, uA-uzzw o.suu s uur s i zuuo mi ieK mausmes, mc. i ue uec un ua:ussn zuur rage I I -2.0.0 1 14-0-0 },s"! 29.0-0 i 2-0-0 14-0-0 1-0-0 14.0-0 Scats • 1:54.8 6x10 = 6x6 = 6 7 3x6 % 11 3.4 II i 2-6-8 i 14-1 i ," 29-0-0 I 2-6-8 -- - - -- „-7-0 0.9.0 14-1-0 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E *Except* 6-7 2 X 6 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* 3-20 2 X 6 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 11=1140/0-5-8.2=-516/0-5-8,20=2235/0-5-8 Max Horz2=-63(load case 6) Max Uplift2=539(load case 8) BRACING TOP CHORD Sheathed or 3-9-12 oc purlins, except end verticals, and 2-0-0 oc purlins (5-1-11 max.): 6-7. BOT CHORD Rigid ceiling directly applied or 4-8-7 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46.2-3=012307, 3-4=0/1768, 4-5=-2075/0, 5-6=-319310, 6-7=-3031/0, 7-8=-3255/0, 8-9=-3046/0, 9-10=-2001/0, IG -11=-1106/0 &OT CHORD 17-18=-390/0, 16 17= 47/181, 15-16=0/2038, 1 4-1 5=0131 0 0, 13-14=0/2999, 12-13=0/1926, 11-12=-13/84, 18-20=2235/0, 18-19=-2124/0.3-19=-426/0,2-19=-2136/0 WEBS 6-15=0!723, 7-1 5=-34 215 2, 7-14=0/927, 5-16=-827/0, 4-17=-238/8, 8-13=-398/0.9-12=-835/0,8-14=0/348,9-13=0/1037, 10-12=0/1814,5-15=0/1092.4-16=0/1860,17-19=0/495,4-19=-2284/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 tt above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 11, 20 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ® WARNING - Verlb design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ray -7473 BEFORE USE. Design valid for use only with M9ek connectors. This design 6 based only upon parameters shown, and is for on individual building component. Applicability of design porameniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the buldng designer. For general guidance regarding fabrication, quality, control storage. delivery. erection and bracing, consult ANSI/TPII QuaBly Crfledo, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'OnoMo Drive. Madison. WI 53719. MiTek" 7777 Greenback Lane. Suite 109 4,2007 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.17 13-14 >999 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.41 13-14 >755 180 BCLL 0.0 Rep Stress Incr YES WB . 0.64 Horz(TL) 0.26 11 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 125 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E *Except* 6-7 2 X 6 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* 3-20 2 X 6 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 11=1140/0-5-8.2=-516/0-5-8,20=2235/0-5-8 Max Horz2=-63(load case 6) Max Uplift2=539(load case 8) BRACING TOP CHORD Sheathed or 3-9-12 oc purlins, except end verticals, and 2-0-0 oc purlins (5-1-11 max.): 6-7. BOT CHORD Rigid ceiling directly applied or 4-8-7 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46.2-3=012307, 3-4=0/1768, 4-5=-2075/0, 5-6=-319310, 6-7=-3031/0, 7-8=-3255/0, 8-9=-3046/0, 9-10=-2001/0, IG -11=-1106/0 &OT CHORD 17-18=-390/0, 16 17= 47/181, 15-16=0/2038, 1 4-1 5=0131 0 0, 13-14=0/2999, 12-13=0/1926, 11-12=-13/84, 18-20=2235/0, 18-19=-2124/0.3-19=-426/0,2-19=-2136/0 WEBS 6-15=0!723, 7-1 5=-34 215 2, 7-14=0/927, 5-16=-827/0, 4-17=-238/8, 8-13=-398/0.9-12=-835/0,8-14=0/348,9-13=0/1037, 10-12=0/1814,5-15=0/1092.4-16=0/1860,17-19=0/495,4-19=-2284/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 tt above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 11, 20 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ® WARNING - Verlb design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ray -7473 BEFORE USE. Design valid for use only with M9ek connectors. This design 6 based only upon parameters shown, and is for on individual building component. Applicability of design porameniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the buldng designer. For general guidance regarding fabrication, quality, control storage. delivery. erection and bracing, consult ANSI/TPII QuaBly Crfledo, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'OnoMo Drive. Madison. WI 53719. MiTek" 7777 Greenback Lane. Suite 109 4,2007 Job Truss Truss Type Qty Plyo 0 1.25 TC 0.53 TCDL 17.0 Lumber Increase 1.25 827344245 L0T111-pFNTA QOS ROOF TRUSS 8 1 Code UBC97/ANS195 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E Job fe e ce footionall B , -- omm, mmo, — - u"ua uaw a uw � � aur mr lea rnuuaur a, mc. i ue uec w ue.w.ra cuur rays , -2.0.0 1 5-0-5 1 9-9.3 1 14-6-0 I 19.2-13 I 23-11-11 I 29-0-0 i 2-0-0 5-0-5 4-8-13 4-8-13 4.8.13 4.8.13 5-0.5 Scale - 1:54.0 r - 06 = 4.00 r 7 3X6 11 4X12 = 3X4 II 2-" 1 54P5 I 9-9-3 1 14-6-0 I 19-2-13 1 23-11-11 F 29-0-0 l ----! 2-" - - - 2.513 4-8-13 4-8-13 4.8.13 4-8.13 5.0.5 LOADING (psf) SPACING 2-0-0' CSI TCLL 20.0 Plates Increase 1.25 TC 0.53 TCDL 17.0 Lumber Increase 1.25 BC 0.54 BCLL 0.0 Rep Stress Incr YES WB 0.67 BCDL 10.0 Code UBC97/ANS195 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud *Except* 3-19 2 X 6 SPF 1650F 1.5E DEFL in (loc) I/debUd PLATES GRIP Vert(LL) -0.1813.14 >999 240 MT20 185/144 Vert(TL) -0.4213-14 >745 180 Horz(TL) 0.27 11 n/a n/a Weight: 122 Ib BRACING TOP CHORD Sheathed or 3-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 16-17 4-11-3 oc bracing: 2-18. REACTIONS (Ib/size) 11=1153/0-5-8,2=-381/0-5-8,19=2087/0-5-8 Max Horz2=-65(load case 6) Max Uplift2=416(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=0/2163, 3-4=0/1519, 4-5=0/1567, 5-6=-2317/0, 6-7=-3200/0, 7-8=-3198/0, 8-9=-3145/0, 9-10=-2147/0, 10-11=-1120/0 OT CHORD 16-17=-337/0, 15-16=0/442, 14-15=0/2275, 13-14=0/3099, 12-13=0/2106, 11-12=-13/99, 2-18=-1992/0 VEBS 5-16=-373/0, 5-15=0/1781, 6-15=-773/0, 6-14=0/859, 7-14=0/1636, 8-14=-151/234, 8-13=-369/0, 9-13=0/959, 9-12=-831/0, •B 10-12=0/1921, 17-19=-2087/0, 17-18=-1971/0, 3-18=-468/0, 16-18=0/742, 518=-2295/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category It. condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 11, 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard WARmxo - Veri b a.mgn parvmatera and READ NoTBS oN TNIS AND nircr UDED 0f7TER REFERENCE PADS MU -7473 BEFORE USE. Design valid for use only with M7ek connectors. This design's based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibi[fity of the erector. Additional permanent bracing of the overall structure is the respomibPty of the buldng designer. For general guidance regarding fabrication. quality control, storage, derrvery. erection and bracing, consult ANSIRPII Quality Criteria, DSB-89 and BCSII Building Component Safety information available from Truss Plate Institute, 583 D'Orlofno Drive, Madison, Wl53719. �OQ?,OFESS/pN� � `��Ft S Q C 0433 Son ImutUrAMMAN December 4,2007 7777 Greenback Lane, Suite 109 Se led Build, Indio, CA- 92203 7-10-8 2006 MTek Industries, Inc. Mon Dec 17 13:53:512007 Page 1 3x6 II 3x8 II 3x8 = • 7-168 I 7-10.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.19 3-4 >492 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.37 3-4 >246 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(rL) -0.05 2 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) - Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 240OF 2.0E TOP CHORD Sheathed or 4-3-12 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 5.5-3 oc bracing. WEBS 2 X 4 HF Stud WEBS 1 Row at midpt 1-3 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 2=281 /Mechanical, 2=281 /Mechanical, 4=356/Mechanical, 3=76/Mechanical Max Horz4=77(load case 14) Max Upl'dt2=-19(load case 3), 4=-857(load case 9), 3=-336(load case 14) Max Grav2=281(load case 1), 2=281(load case 1), 4=1252(load case 8), 3=428(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=16118/115114,1-4=-1 177/888 BOT CHORD 3-4=1532/1467 WEBS 2-3=0/0, 1-3=-1668/1734 •NOTES Unbalanced roof live loads have been considered for this design. Z) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf lop chard dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC971ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed for a total drag load of 215 pit. Connect truss to resist drag loads along bottom chord from 0-0-0 to 7-10-8 for 215.0 pit. LOAD CASE(S) Standard �OQR�FESS/ S. co (DLU _ E 0. - 9 Scale • 1:26.9 18,2007 ® WARNING - Ver{ fy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MU -7473 BEFORE USS. e Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not inns designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing to insure stability dosing construction B the respomibillity of the WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding rabrkation. quafly control storage, delivery, erection and bracing, consu0 ANSI/TPII Quality Cdleda, DSO -89 and OCSII Building Componersf 7777 Greenback Lane, Suite 108 Safety Inlormallon available from Truss Plate Institute. 583 D'Onofdo Drive. Madison, WI 53719. - _ - _-„-_ Truss Truss Type Qty Ply o0827447208 POTTII_PENTA EJG08D ROOF TRUSS 1 1 ob Reference (optional) Se led Build, Indio, CA- 92203 7-10-8 2006 MTek Industries, Inc. Mon Dec 17 13:53:512007 Page 1 3x6 II 3x8 II 3x8 = • 7-168 I 7-10.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.19 3-4 >492 240 MT20 185/144 TCDL 17.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.37 3-4 >246 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(rL) -0.05 2 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) - Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 240OF 2.0E TOP CHORD Sheathed or 4-3-12 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 5.5-3 oc bracing. WEBS 2 X 4 HF Stud WEBS 1 Row at midpt 1-3 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 2=281 /Mechanical, 2=281 /Mechanical, 4=356/Mechanical, 3=76/Mechanical Max Horz4=77(load case 14) Max Upl'dt2=-19(load case 3), 4=-857(load case 9), 3=-336(load case 14) Max Grav2=281(load case 1), 2=281(load case 1), 4=1252(load case 8), 3=428(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=16118/115114,1-4=-1 177/888 BOT CHORD 3-4=1532/1467 WEBS 2-3=0/0, 1-3=-1668/1734 •NOTES Unbalanced roof live loads have been considered for this design. Z) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf lop chard dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC971ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed for a total drag load of 215 pit. Connect truss to resist drag loads along bottom chord from 0-0-0 to 7-10-8 for 215.0 pit. LOAD CASE(S) Standard �OQR�FESS/ S. co (DLU _ E 0. - 9 Scale • 1:26.9 18,2007 ® WARNING - Ver{ fy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MU -7473 BEFORE USS. e Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not inns designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing to insure stability dosing construction B the respomibillity of the WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding rabrkation. quafly control storage, delivery, erection and bracing, consu0 ANSI/TPII Quality Cdleda, DSO -89 and OCSII Building Componersf 7777 Greenback Lane, Suite 108 Safety Inlormallon available from Truss Plate Institute. 583 D'Onofdo Drive. Madison, WI 53719. - _ - _-„-_ Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSII. T „ 2. Truss bracing must be designed by an engineer. For 1 2 3 TOP CHORDS cr-2 c2a wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 4 WEBS Baa 3. Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. O �•� �y� 3 W 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U ab 0 designer, erection supervisor, property owner and plates 0-'Al' from Outside o- �' u U all other interested parties. edge of truss. 0 c7.8 cea cs a O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. `Plate location details available in MITek20/20 software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. - AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is thelate P CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is anon-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. - the length parallel to slots... 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. '. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and p in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint p number where be occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: - ANSI/TPIl : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. � and pictures) before use. Reviewing pictures alone is not sufficient.' DSB-89: Design Standard for Bracing. MflTek BCSIl: Building Component Safety Information, 20. Design assumes manufacture In accordance with Guide to Good Practice for Handling, POWER 70 PERFORM." ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. Adak MITek Engineering Reference Sheet: MII-7473 W w SHEET OF D.B.A. Boulders West Components Sellg'dBud (760) 7-3 Center Parkway, Indio, CA 02 (760)347-3332 Fax: (760)347-0202 INTEGRATEO.CONSTRUCTION'SERVICES CUSTOMER: SELECT BUILD S.C.C. JOB NAME: PENTA RES. LOT 111 OPTIONS: NONE PI -4N#: ELEV.- FLAT ROOF JOB#: SCALE: DRAWN BY: TOM SIBLEY DATE: 12/19/07 SYMBO/S . mwmi " O erowooaa oa�.�. LEGEND: a au• �o aa<o � a.r®�owAara� �a wwoa all^N•�q�rwroai rmu xmMxor or`mtxo rnussEi NOTES: ia°o"v`mr`w�rawm`Eraiom�io aneawun warwmavr on 1 7 0 r 0 0 SHEET 1 OF --mom''.I. ,,,�� . #r. ©a .. Saildefflu-1. ' 10EGRA7ED.CONS7RUCYION'SERVICES D.B.A. Boulders West Components 45-491 Golf Center Parkway, Indio, CA (760) 347-3332 Fax: (760) 347-0202 CUSTOMER: SELECT BUILD S.C.C. DRAWNBY. TOM SIBLEY JOB NAME: PENTA RES. LOT 111 DATE: 12/19/07 OPTIONS: NONE SYMBOLS ^E^•*^tea LEGEND: a tw• morom«x„,n•rm�aoom armc,wwauvnxaa. a "•" www �'u„o o;m• "x"w ,, NOw o "a' NOTES: PLAN#: ELEK FLOOR ✓OB#:scacr_: MiTek' POWER rO PERFORM.' Re: FLAT ROOF 00 MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Boulders West Components LLC. ,. Pages or sheets covered by this seal: R27447212 thru R27447219 My license renewal date for the state of California is March 31, 2009. �l Q�pFESS/0,,, S. LU C 04433_� Ik *\ EZ", -YT-09 /* , OF December 18,2007 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. Job Truss Truss Type Qty Ply o 0 (loc) I/defl Ud TCLL 20.0 Plates Increase R27344256 FTROOF IA_ FT11 ROOF TRUSS 5 1 240 TCDL 10.0 Lumber Increase 1.25 BC 0.69 Vert(TL) ob Reference o tional Seim Gana, mala, GA - VZZW a.juu s Jul 11 Luuo ml1 ex IOuusules, Inc. I ue uec W ue:uo:V l Nur rage 1 7-11-0 2.4 II 0.25 112 Seale - 1:20.2 1 3x4 = 3x4 = 2x4 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) -0.19 3-4 >484 240 TCDL 10.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.47 3-4 >193 180 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 3 We n/a BCDL 15.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=381 /Mechanical, 3=381/0-5-8 Max Horz4=-63(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-267f7,1-2=-15/22,2-3=-267/17 BOT CHORD 3-4=-12/20 WEBS 2-4=-29/34 PLATES GRIP MT20 1851144 Weight: 33 Ib BRACING TOP CHORD Sheathed or 5-7-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load •and 4.0 psf bottom chord dead load, in the interior(1) zone -roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-70(F=-10), 3-4=-30 �OQaOFESS/pN� A4��``��R S (D m O 46433 T * Xi -09 ber 4,2007 ® WARNING - VeHD design parameters and READ NOTES ON TWS AND INCLUDED WTEE REFERENCE PAGE rM.7473 BEFORE USE. s Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 'e for lateral support of irldiAdual web members only. Additional temporary bracing to insure stability during construction B the resporlsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the balding designer. For general guidance regarding—......,.n.,.. fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Solety Information available from Truss Plate Institute. 583 O'Onotno Drive. Madison. WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 00 I/deft Ud PLATES GRIP TC LL 20.0 Plates Increase 1.25 827344257 1 FLAT_ROOF FT12 ROOFTRUSS 3 1 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.03 Job Reference !optional) JeleGl aUlq, IOOIa, VN - tl4GW o.suu s JUI 11 Zum mi eR IOOUAnes, inc. 1 ue Vec u4 uu:ua:4z "ui Pagel 5-2-0 i 1 D-4-0 I 5.2-0 5-2-0 0.25 12 3x8 _ Scale - 1:212 3x4 II 2.4 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC LL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.01 5-6 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.03 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) -0.01 6 n/a n/a BCDL 15.0 Code UBC97/ANSI95 (Matrix) Weight: 45 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 16501' 1.5E WEBS 2 X 4 HF Stud REACTIONS (lb/size) 4=552/0-5-8, 6=552/Mechanical Max Horz4=-72(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 3-4=-472/0, 3-7=0/0, 1-2=-67/12, 2-3=-592/0,1-6=-185/0 BOT CHORD 5-6=0/588, 4-5=-39/70 WEBS 3-5=0/585, 2-5=-131/55, 2-6=-599/0 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 6) In the LOAD'CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-80(F=-20), 4.6=-30 �OQ?,OFESS/ONS` S CID T�Hc�F� 0 Q rn LLJ Of C 0 433 X OF December 4,2007 All WARNING - Verjfij design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAOE MU -7473 BEFORE USE. a Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design pommenters and proper incorporation of component is responsibility of balding designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .o.vcs,o.rsros.. fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, D$13-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate institute. 583 D'Onofno Drive. Madison. WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply0 0 827344258 FLATROOF _ FT13 ROOFTRUSS 4 1 Job Reference (optional) seiect mum, 11`1010, UA - ez[us o.auu s Jul 11 zuua mi ea maussnes, mc. i ue uec ua uv:u0:4u zuur rage i 5-2-4 5-2-4 0.25 112 3x6 = Scale - 1:21.2 3.4 II 2.4 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.01 5-6 >999 240 MT20 1851144 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.03 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) -0.00 6 n/a n/a BCDL 15.0 Code UBC97/ANSI95 (Matrix) Weight: 45 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=454/0-5-8, 6=454/Mechanical Max Horz4=-72(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 3-4=-376/0, 3-7=0/0, 1-2=-55/18,2-3=-488/0.1-6=-140/6' BOT CHORD 5-6=0/485, 4-5=-47/58 WEBS 3-5=0/482, 2-5=-76/94, 2-6=-493/0 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 2511 above ground level, using 9.0 psf top chord dead load •and 4.0 psf bottom Chord dead load, in the intedor(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Q?�OFESS/pN ��R S C O 433 TO *\ EV Al -09' /* ber 4,2007 ® WARNING - Verib design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an indviduol building component. Applicability of design poramenters and proper incorporation of component is responsibility of buildng designer- not truss designer. Bracing shown `a is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Addtionot permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabri Safetycation, quality control storage, delivery. erection and bracing, consult ANSI/Till Quality Criteria, DSB-89 and BCS1I Building Component 7777 Greenback Lane, Suite 109 Information avaiiable from Trvss Plate Institute, 583 D'Onofno Drive. Madhon. WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply0 0 Plates Increase 1.25 TC 0.47 TCDL10.0 240 Rz7aa7zt4 FLAT_ROOF FTI 4 ROOF TRUSS 9 i NO WB 0.58 BCDL 15.0 Code UBC97/ANSI95 (Matrix) ob Referen (OcitiOnall Select Build, Indio, CA - 92203 4-10-9 3x4 = 4-7-1 6.300 s Jul 112066 MiTek Intlustries, Inc. Mon Dec 17 13:54:42 2007 Page 1 4-7-1 0.3-12 Scale: 12'=1' 3.6 = 3x6 = 2.4 11 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.47 TCDL10.0 240 Lumber Increase 1.25 BC 0.25 BCLL 0.0 Rep Stress Incr NO WB 0.58 BCDL 15.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 8=704/0-5-8,5=704/0-3-8 Max Horz5=-89(load case 3) DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.03 6-7 >999 240 MT20 185/144 Vert(TL) -0.06 6-7 >999 180 Horz(fL) -0.01 8 n/a n/a Weight: 63 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-159/3,1-9=0/0, 1-2=-64/36,2-3=-916/0, 3-4=-950/0, 4-5=-626/0, 4-10=0/0 BOT CHORD 7-8=0/912, 6-7=0/946, 5-6=-66f75 WEBS 2-8=-972/0, 2-7=0/250, 3-7=-39/21, 3-6=-309/22, 4-6=0/979 NOTES 1) Unbalanced roof live loads have been considered for this design. �) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level. using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70(F=-10), 5-8=-30 18,2007 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MU -7473 BEFORE USE. a Design valid for use only with MiTek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not tons designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respontiullity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component 777j Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply0 0 1.25 TC 0.49 TCDL 10.0 Lumber Increase 1.25 827447215 FLAT_ROOF FT14A ROOF TRUSS 3 1 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E Job Reference (optional) Select Build, Indio, CA - 92203 6.300 s Jul 11 2006 MTek Intlustrias, Inc. Mon Dec 17 13:54:43 2007 Page 1 2-9-10 I 64-0 2-9-10 3-6-6 3x6 = 2x4 II 2-9-10 3-6.6 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.49 TCDL 10.0 Lumber Increase 1.25 BC 0.44 BCLL 0.0 Rep Stress Incr NO WB 0.15 BCDL 15.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud 'Except' 3-5 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 4=302/Mechanical, 3=302/0-5-8 Max Horz3=-54(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-169/5, 1-2=-9/11, 2-3=-211/15, 2-5=0/0 BOT CHORD 3-4=-38/187 WEBS 2-4=-191/45 3x8 = DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.07 3-4 >972 240 MT20 185/144 Vert(TL) -0.19 3-4 >389 180 Horz(rL) -0.00 4 n/a n/a Weight: 26 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I& OTES This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70(F=-10), 3.4=-30 Scale - 1:18.0 Q,?,OFESS/p� 46433 TO * x-Plkl -09 *, 18,2007 © WARNING - Verjfg design parameters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibilty, of building designer - not truss designer. Bracing shown DUE is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsblity of the building designer. For general guidance regarding ;G.x.,,r, fabrication, quality control. storage. delivery, erection and bracing. consult Ali Quality Criterlo, 08.89 and BCS11 Building Component 7777 Greenback lane, Suite 109 Solety intormatton available from Truss Plate Institute. 583 D'Onotno Drive- Madison, WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Plates Increase 1.25 TC 0.36 TCDL 10.0 �00 827447218 FLAT_ROOF FT15 ROOF TRUSS 2 1 NO WB 0.23 BCOL 15.0 Code UBC97/ANS195 (Matrix) ob Reference (oritionall Select Built, Indio, CA - 92203 6.300 s Jul 112006 MiTek Industries, Inc. Mon Dec 17 13:54:44 2007 Page 1 40.3 I B-74 R:11-0 —1 4-0-3 4.7-1 0-3-12 0.25 112 2x4 II 3.4 = 2 SPACING 2-0-0 Li 3x4 = 5 20.0 3x4 = LOADING (pst) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.36 TCDL 10.0 Lumber Increase 1.25 BC 0.26 BCLL 0.0 Rep Stress In cr NO WB 0.23 BCOL 15.0 Code UBC97/ANS195 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 6=431 /Mechanical, 4=431/0-3-8 Max Horz4=-76(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-101/2,1-2=-13/19,2-3=-447/4,3-4=-373/1, 3-7=0/0 BOT CHORD 5-6=0/444, 4-5=-62/56 WEBS 2-6=-529/0, 2-5=-50/99, 3-5=0/459 3x6 = 2x4 II Scale - 1:21.9 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.02 4-5 >999 240 MT20 185/144 Vert(TL) -0.04 4-5 >999 180 Horz(TL) -0.00 6 n/a n/a Weight: 401b BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70(F=-10), 4-6=-30 ® WARNINO - 11-ify design pates and READ NOTES ON THIS AND A'CLUDED AUTER REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and 4 for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of buldng designer- not truss designer. Bracing shown �-�•YY is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ro.xo.s.x,rvn.. fabrication, quality control, storage, delivery. erection and bracing, consultANSIX1 Quality Criteria, DSO -89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. Citrus Heights, CA 95610 Select Build, Indio, CA - 92203 6.300s Jul 11 2006 MTek Industries, Inc. Mon Dec 17 13:54:45 2007 Page 1 i 2.9.10 I 5.10-14 I 7-0-0 i 2-9.10 31.4 1.1-2 0.25 112 Scale - 1:13.5 1 2x4 II 3x4 = 3x6 = 2x4 II i 2-9.10 I 5.10-14 I 7-0.0 I 2-9.10 3-1-4 1-1-2 LOADING (psf) Truss Truss Type Qty Ply o 0 Lob Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 827447217 ROOF FT15A ROOF TRUSS 5 1 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.14 Job Reference loot a Select Build, Indio, CA - 92203 6.300s Jul 11 2006 MTek Industries, Inc. Mon Dec 17 13:54:45 2007 Page 1 i 2.9.10 I 5.10-14 I 7-0-0 i 2-9.10 31.4 1.1-2 0.25 112 Scale - 1:13.5 1 2x4 II 3x4 = 3x6 = 2x4 II i 2-9.10 I 5.10-14 I 7-0.0 I 2-9.10 3-1-4 1-1-2 LOADING (psf) SPACING 2A-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) 0.06 4-5 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.14 4-5 >484 180 8CLL 0.0 Rep Stress Incr NO WB 0.01 HOrz(TL) -0.00 3 n/a n/a BCDL 15.0 Code UBC97/ANS195 (Matrix) Weight: 24 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 5=240/Mechanical, 3=-157/Mechanical, 4=554/Mechanical Max Horz4=-33(load case 3) Max Uplift3=-157(load case 1) Max Grav5=240(load case 1), 3=4(load case 6), 4=554(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-156/4.1-2=-9/11, 2-6=0/5, 3-6=-0/4, 2-4=-470/17 BOT CHORD 4-5=-24/23 WEBS 2-5=-13/18 BRACING TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. &OTS )ThEis truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-70(F=-10), 2-6=-70(F=-10), 3-6=-60, 4-5=-30 OQgOFESSIpN9 S �T�Nc�Fti C Of C 04 33 18, 2007 ® WARNTNO - Ve b design p-ters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. e Design valid for use only with MTek connectors. The design's based only upon parameters shown, and B for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown Mal B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the MiTek• erector. Additional permanent bracing of the overall stnicture is the responsibility of the building designer. Far general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate frutitute. 583 D'Onofno Drive. Madison, WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply0 0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.05 14 >999 240 MT20 185/144 TCDL 10.0 Rz734426z FLAT_ROOF FT17 ROOFTRUSS 8 1 WB 0.50 HOrz(TL) -0.00 16 n/a n/a BCDL 15.0 Code UBC97/ANSI95 (Matrix) Job Reference (optional) Select Build, Indio, CA - 92203 4.0.2 3-8-10 0.25112 3-8-10 6.300 s Jul 11 2006 MiTek Intlustries, Inc. Tue Dec 04 09:08:45 2007 Page 1 6.46 2-114 Scale - 1:34.3 3x6 = 3.6 = 20 II 2X4 II I 4-0-2 1 7-8-12 I 11-5-5 i 15-1-15 I 17-9-12 20.9-0 I 4-0-2 3-&10 3-8-10 3-8.10 2-7-12 2.114 LOADING (psf) SPACING2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.05 14 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.34 Vert(TL) 0.12 1415 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.50 HOrz(TL) -0.00 16 n/a n/a BCDL 15.0 Code UBC97/ANSI95 (Matrix) Weight: 82 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 16=722/Mechanical, 9=250/0-3-8, 6=107/0-5-2, 5=945/0-5-2 Max Horz9=-58(load case 3) BRACING TOP CHORD Sheathed or 5-3-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-16=-141/3,1-2=-96f7. 2-3=-1324/0, 3-4=-1759/0, 4-5=-1266/0, 5-6=-19/22, 6-7=-20/21, 7-8=-266/16, 8-9=-200/6, 8-17=0/0 BOT CHORD 15-16=0/1321, 14-15=0/1756, 13-14=0/1264,12-13=0/0, 10-11=0/263, 9-10=49/56 WEBS 2-16=-1329/0, 2-15=0/324, 3-15=-470/0, 3-14=-81/35, 4-14=0/528, 4-13=405/0, 7-10=-23/61, 8-10=-7/227, 6-11=0/184, 5-12=0/69, 5-13=0/1365, 7-11=-304/0 �OTES This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6, 5. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-70(F=-10), 12-16=-30, 9-11=-30 �OQ?,OFESS/S. p��l CID 4, 2007 ® WARNING - Verifg design parameters and READ NOTES ON THIS AND JNCLUDED MITER REFERENCE PAGE MM7473 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown. and B for an individual building component. Applicabirify of design paramenters and proper incorporation of component is responsibility of buldng designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the buldng designer. For general guidance regarding .o..Xo.o.r.r.o>.. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite tOB Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. Citrus Greenback ts, k L ne, Su Job Truss Truss Type Qty Ply00 20.0 Plates Increase 1.25 TC 0.39 TCDL 10.0 827344263 FLAT_ROOF FT18 ROOF TRUSS 4 1 NO WB 0.50 BCDL 15.0 Code UBC97/ANSI95 (Matrix) Job Reference (optional) o.suu s um r s cuuo mi i ex mausmes, mc. r ue uec ua un:uo:no zuur rage i 4-0.2 3-8.10 3-8-10 _ 3.111 0.25 112 3x4 II 1 3.4 = 3x4 2 = 3x4 = Scale - 1:24.4 10 9 3,,4 = B 3x4 = 7 3x6 = 6 3x6 = 2x4 II LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.39 TCDL 10.0 Lumber Increase 1.25 BC 0.34 BCLL 0.0 Rep Stress Incr NO WB 0.50 BCDL 15.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud DEFL in (loc) I/deb L/d PLATES GRIP Vert(LL) -0.05 8 >999 240 MT20 185/144 Vert(TL) -0.12 8-9 >999 180 Horz(TL) -0.03 10 n/a n/a Weight: 57 Ib BRACING TOP CHORD Sheathed or 5-3-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 10=723/Mechanical, 6=723/Mechanical Max Horz6=-37(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-141/3.1-2=-96f7,2-3=-1327/0, 3-4=-1764/0,4-5=-1274/0.5-6=-659/0 BOT CHORD 9-10=0/1324, 8-9=0/1761, 7-8=011 271, 6-7=-14/91 WEBS 2-10=-1332/0, 2-9=0/322, 3-9=-473/0, 3-8=-74/40, 4-8=0/526, 4-7=-431/0, 5-7=0/1287 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 it above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-70(F=-10), 6-10=-30 �O9?,o ESS/0, S c� W- C 04643 a ©W d2 =' OF 4,2007 ® WARNING - Ve h design parameters and READ NOTES ON TRIS AND INCLUDED MTTEK REFERENCE PAGE M177473 BEFORE USE. Design valid for use only with MTek connectors. This design's based only upon parameters shown, and is for an individual building component. Appl'icobirity of design paromenters and proper incorporation of component is responsibility of bulidng designer- not tans designer. Bracing shown Mal is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the buldng designer. For general guidance regarding ro..x,------ fabrication. quality control. storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. Citrus He hLs k LCA, ne. Su Job Truss Truss Type Qty Ply Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 100 827344284 FLAT_ROOF FT19 GABLE 1 1 Lumber Increase 1.25 BC 0.14 Vert(TL) n/a n/a 999 Job Reference (optional! Select Build, Indio, CA - 92203 6.300 s Jul 112006 MTek Industries, Inc. Tue Dec 04 09:08:47 2007 Page 1 4-7-0 3x4 = 2x4 II 3x6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) n/a n/a 999 MT20 1851144 TCDL 10.0 Lumber Increase 1.25 BC 0.14 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code UBC97/ANSI95 (Matrix) Weight: 19 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=1172/4-7-0,3=1172/4-7-0 Max Horz4=49(load case 3) Max Grav4=219(load case 2), 3=172(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-123/0,1-2=-8/10,2-3=-150/14, 2-5=0/0 BOT CHORD 3-4=-3/92 WEBS 2-4=-96/38 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1-2002. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8) Design assumes 4x2 (gat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down at 18-2-8 on top chord, and 48 Ib down at 18-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70(F=-10), 3-4=-10 Continued on page 2 Scale - 1:16.6 December 4,2007 ® WARNING . Very fy design parameter; and READ NOTES ON TILTS AND fNCIAWRD MITES REFERENCE PAGE MU -7473 BEFORE USS. e Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ro.so.e rxn.an.. fabrication, quoliy control. storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSO -89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Soley Intorm lion available from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply0 0 ' R27344264 FLAT_ROOF FT19 GABLE 1 1 Job Reference o do al Select Build, Indio, CA- 92203 LOAD CASE(S) Standard 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-27(F=-7), 3-4=-30 Concentrated Loads (lb) Vert: 4=48(F) 1=-48(F) 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 PIL metal=1.33 Uniform Loads (plf) Vert: 1-2=-7(F=-2), 3-4=-8 Harz: 14=9,l-2=13,2,3=13,2-5=13 Concentrated Loads (lb) Vert: 4=-48(F) 1=-48(F) 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-2=2(F=-1), 3-4=-8 Horz: 1-4=-13, 1-2=21, 2-3=-9, 2-5=-9 Concentrated Loads (lb) Vert: 4=48(F) 1=-48(F) 1 5) MWFRS 1st Wind Parallel: Lumber Increase= 1.33, Plate Increase= 1.33 Pit. metal= 1.33 Uniform Loads (plf) Vert: 1-2=-7(F=-2), 3-4--8 Horz: 1-4=-15,1-2=1 3, 2-3=15, 2-5=15 Concentrated Loads (lb) Vert: 4=-48(F) 1=-48(F) 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-2=2(F=-1), 3-4=-8 Horz: 14=-15, 1-2=21, 2-3=15, 2-5=15 Concentrated Loads (lb) Vert: 4=-48(F) 1=-48(F) • 6.300 s Jul 11 2006 MiTek Industries, Inc. Tue Dec 04 09:08:47 2007 Page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU 7473 BEFORE USE., Mai valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding now�o.o.rnran.. fabrication, quarity control, storage. delivery. erection and bracing. consult ANSI/1PI1 Quality Criteria, D58-89 and BCSII Building Component 7777 Greenback Lane, Suite 108 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. Citrus Heights, CA 95610 Job . Truss Truss Type Qty Ply o 0 ' R27344285 FLAT_ROOF FT20 ROOF TRUSS 6 1 Job Reference (optional) ..,..a ....mmo, un -.- 13 4 3.6 = o.— a Jw r i — Mi i ex maasmes, 111x. r ua uec ur an.ue.o-r Auur rage r 4-9-3 I 9-2-14 I 13-8.9 I 18-2- ( 23-1-0 4-93 4.5.11 4-511 4-571 4-10.12 • Scale - 1:38.3 0.25 112 410 = 3x6 = 3x4 = 5x8 = 3x4 = 3x4 II i 4.9.3 l 9-2-14 I 13-8-9 I 18-24 l 23-1-0 t 4-9-3 4-511 4-511 4.511 4-10-12 LOADING (psf) SPACING 2-0-0 CSI DEFL • in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.29 9-10 >931 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.54 9-10 >503 180 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.08 T n/a n/a BCDL 5.0 Code UBC97/ANSI95 (Matrix) 1 Weight: 90 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud *Except* 5-8 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 12=922/0-5-8,7=950/0-5-8 Max Horz 12=-67(load case 3) Max Gravl2=932(load case 8), 7=988(load case 8) BRACING TOP CHORD Sheathed or 3-6-1 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 1 Row at midpt 2-12 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-168/1, 1-13=0/0, 1-2=-121/22, 2-3=-2161/0, 3-4=-3397/0, 4-5=-3691/0, 5-6=-2806/0, 6-7=-928/0, 6-14=010 BOT CHORD 11-12=0/2157, 10-11=0/3393, 9-10=0/3688, 8-9=0/2801, 7-8=0/233 WEBS 2-12=-2162/0, 2-11=0/449, 3-11=-1307/0, 3-10=0/208, 4-10=-310/0, 4-9=-226/39, 5-9=-3/960, 5-8=-641/0, 6-8=0/2656 � OTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down at 18-2-8 on top chord, and 48 Ib down at 18-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: 1) Regular: Lumberincrease=1.25, Platelncrease=1.25 Uniform Loads (plf) Vert: 1.6=-70(F=-10), 7-12=-10 Continued on page 2 14 4, 2007 ® WARNING - Verify design parameters and REND NOTES ON THIS AND INCLUDED MrTEE REFERENCE PA OE MU -7473 BEPoRE USE. e Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabiriy, during construction is the mspomilzlliy of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing. consult - ANSI/TPII Quality Criteria, 0111-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 UOnofno Drive, Madison, WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Plya o R27344265 FLAT_ROOF F'T20 ROOF TRUSS 8 1 Job Reference (optional) Select Build, Indio. CA - 92203 LOAD CASE(S) Standard Except: Concentrated Loads (lb) Vert: 5=-48(F) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-27(F=-7), 7-12=-30 Concentrated Loads (lb) Vert: 5=-48(F) 8=-48(F) 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pif) Vert: 1-6=-7(F=-2), 7-12=-8 Harz: 1-12=9, 1-13=9, 1-6=13, 6-7=13, 6.14=13 Concentrated Loads (lb) Vert: 5=-48(F) 8=-48(F) 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-6=2(F=-1), 7-12=-8 Harz: 1-12=-13, 1-13=-13, 1-6=21, 6-7=-9, 6-14=-9 Concentrated Loads (lb) Vert: 5=-48(F) 8=48(F) 5) MWFRS 1st Wind Parallel: Lumber Increase= 1.33, Plate Increase=1.33 Plt. metal=1.33 Uniform Loads (plf) Vert: 1-6=-7(F=-2), 7-12=-8 Harz: 1-12=-15,1-13=-15, 1-6=13, 6-7=15, 6-14=15 Concentrated Loads (lb) Vert: 5=48(F) 8=-48(F) �) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-6=2(F=-1), 7-12=-8 Harz: 1-12=-15, 1-13=-15, 1-6=21, 6-7=15, 6.14=15 Concentrated Loads (Ib) Vert: 5=-48(F) 8=-48(F) 7) 1 st unbalanced Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-24(F=-4), 7-12=-10 Concentrated Loads (lb) Vert: 5=-48(F) 8=48(F) 8) 2nd unbalanced Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-70(F=-10), 7-12=-10 Concentrated Loads (lb) Vert: 5=-48(F) 8=-48(F) • 6.300s Jul 11 2006 MITek IrWustries, Inc. Tue Dec 04 09:08:47 2007 Page 2 ® WARNING - Vmfy design p --ter. and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not hws designer. Bracing shown Nil is for lateral support of individual web members my. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding --------- fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Ouarsty, Criteria, DSB-89 and SCS11 Building Component 7777 Greenback Lane, Suite 108 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. , Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply o0 1.25 TC 0.63 TCDL 10.0 Lumber Increase 1.25 R27344268 FLAT_ROOF FT21 ROOF TRUSS 11 1 Code UBC97/ANSI95 (Matrix) ob Reference o do al Select Build, Indio, CA - 92203 6.300 s Jul 11 2006 MiTek Industries, Inc. Tue Dec 04 09:08:48 2007 Page 1 i 4-0-3 I 9-2-14 I 13-8.9 { 18.24 I 20-11-0 i 4-9-3 4-5-11 4-5-11 4-571 2-8.12 'Scale - 1:34.6 13 4 3x6 = 0.25 b2_ 3x6 = 3x4 = 5x6 = 3x6 = 2x4 II 4-9-3 4-5-11 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.63 TCDL 10.0 Lumber Increase 1.25 BC 0.52 BCLL 0.0 Rep Stress Incr NO WB 0.97 BCDL 5.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud 'Except' 5-8 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 12=873/0-5-8,7=873/Mechanical Max Horz 12=-47(load case 3) Max Gravl2=879(load case 8), 7=915(load case 8) 4.5-11 4-5-11 2.8.12 DEFL in (loc) I/deft L/d I PLATES GRIP Vert(LL) -0.19 9-10 >999 240 MT20 185/144 Vert(TL) -0.36 9-10 >697 180 Horz(fL) 0.06 7 n/a n/a Weight: 81 Ib BRACING TOP CHORD Sheathed or 4-0-8 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-187/0,1-13=0/0, 1-14=-128!7, 2-14=-132/5, 2-3=-1967/0, 3-4=-2892/0, 4-5=-2841/0, 5-6=-1605/0, 6-7=-882/0 BOT CHORD 11-12=0/1963, 10-11=0/2888, 9-10=0/2838, 8-9=0/1603, 7-8=0/73 WEBS 2.12=-1946/0.2-1 1=0/353, 3-11=-978/0, 3-10=0/126, 4-10=-30/75, 4-9=-341/16, 5-9=0/1309, 5-8=-710/0, 6-8=0/1712 �OTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down at 18-2-8, and 48 Ib down at 2-9-12 on top chord, and 48 Ib down at 18-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 �OQ�OFESSlpN�l ��P��tiR S. Q cm of C 04833 ® WARNING - Veri fg design parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEPORE USE. e Design valid for use only with Mi7ek connectors. This design B based only upon parameters shown, and it loran individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. defivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. Citrus Heights, CA 95610 1� 4, 2007 Job Truss Truss Type Qty Plyo 0 827344288 FLAT_ROOF FT21 ROOFTRUSS 11 1 Job Reference (optional) Serest 6UIla, inaio, CA - 922113 LOAD CASE(S) Standard Except: Uniform Loads (pt) Vert: 1-6=-70(F=-10), 7-12=-10 Concentrated Loads (Ib) Vert: 5=-48(F) 14=-48(F) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-27(F=-7), 7-12=-30 Concentrated Loads (lb) Vert: 5=-48(F) 8=-48(F) 14=-48(F) 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-6=-7(F=-2), 7-12=-8 Harz: 1-12=9, 1-13=9, 1-6=13, 6-7=13 Concentrated Loads (lb) Vert: 5=-48(F) 8=-48(F) 14=-48(F) 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-6=2(F=-1), 7-12=-8 Horz: 1-12=-13,1-13=-13,1-6=21, 6-7=-9 Concentrated Loads (lb) Vert: 5=-48(F) 8=-48(F) 14=-48(F) 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-6=-7(F=-2), 7-12=-8 Horz: 1-12=-15, 1-13=-15, 1-6=13, 6-7=15 Concentrated Loads (Ib) Vert: 5=-48(F) 8=-48(F) 14=-48(F) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-6=2(F=-1), 7-12=-8 Horz: 1-12=-15.1-13=-15,1-6=21, 6-7=15 Concentrated Loads (Ib) Vert: 5=-48(F) 8=-48(F) 14=-48(F) 7) 1st unbalanced Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-24(F=-4), 7-12=-10 Concentrated Loads (lb) Vert: 5=-48(F) 8=-48(F) 14=-48(F) 8) 2nd unbalanced Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-70(F=-10), 7-12=-10 Concentrated Loads (lb) Vert: 5=-48(F) 8=-48(F) 14=-48(F) • 6.3uu s Jul 11 211116 MITek InaUsines, Inc. I us Use U4 09:(19:46 2007 Page 2 ® WARNING - Verlfg design parameters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE MB -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameter shown, and is for an individual building component. ' Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabirity during construction is the responsibillity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .owa•„.e.�.,.a,,.. fabrication, quality control, storage, derwery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. - Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 1.25 TC 0.54 TCDL 10.0 Lumber Increase - R27344287 FLAT_ROOF FT21D ROOF TRUSS 1 1 �Oo (Matrix) Job Reference o tional Select Build, Indio, CA - 92203 13 4 4-9.3 4-511 3x6 = 0.25 4-511 6.300 s Jul 112006 MiTek Industries, Inc. Tue Dec 04 09:08:49 2007 Page 1 4-5-11 2.8.12 Scale - 1:34.6 3x6 = 3x4 = 5x6 = 2x4 II i 4-9-3 I 9-2-14 I 13.8-9 I 18-24 20-11.0 4-9-3 4-511 4-511 4.511 2-8.12 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.54 TCDL 10.0 Lumber Increase 1.25 BC 0.51 BCLL 0.0 Rep Stress Incr NO WB 0.81 BCDL 5.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud 'Except' 5-8 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 12=83110-5-8,7=867/Mechanical Max Hoa 12=-47(load case 9) Max Upliftl2=-222(load case 15), 7=-318(load case 12) Max Grav12=1001(load case 8), 7=1093(load case 7) DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.20 9-10 >999 240 MT20 185/144 Vert(TL) -0.35 9-10 >707 180 Horz(TL) 0.06 7 n/a n/a Weight: 81 Ib BRACING TOP CHORD Sheathed or 3-7-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-12 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-166f7, 1-13=0/0, 1-2=-1074/996, 2-3=-2799/1070, 3-4=-3692/1097, 4-5=-3611/1087, 5-6=-1982/637, 6-7=-1063/322 BOT CHORD 11-12=-591/2416, 10-11=-497/2993, 9-10=-508/2934, 8-9=-710/1959, 7-8=-532/544 BS 2-12=-2437/688, 2-11=-233/594, 3-11=-1762/849, 3-10=-289/351, 4-10=-1022/1095, 4-9=-624/344, 5-9=-1052/2280, 5-8=-927/336, 6-8=-680/2124 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Load case(s) 1, 2, 3, 4, 5, 6, 17, 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 7) This truss has been designed for a total drag load of 215 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-11-0 for 215.0 plf. 8) Design assumes 4x2 (Bat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down at 18-2-8 on top chord, and 48 Ib down at 18-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: Continued on page 2 Q?�OFESS/pH S. Tj�,c�6,yc Q LU W C 0464 T" ber 4,2007 ® WARNTNO - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAOZ MR -7473 BEFORE USE. igusbuilding Den valid for e only with MTB ek connectors. This design based only upon parameters shown, and is for an individual buildingp ding component. Applicability of design paromenters and proper incorporation of component is responsibility of binding designer - not trussdesigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respom billity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .o..xo.o.r4.o... fabrication, quality control, storage, delivery, erection and bracing, consult AN51/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 0 0 R27344267 FLAT_ROOF FT21D ROOFTRUSS 1 1 Job Reference (optional! Select Build, Indio, CA - 92203 LOAD CASE(S) Standard Except: 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-70(F=-10), 7-12=-10 Concentrated Loads (lb) Vert: 5=-48(F) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-27(F=-7), 7-12=-30 Concentrated Loads (lb) Vert: 5=-48(F) 8=-48(F) 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-6=-7(F=-2), 7-12=-8 Horz: 1-12=9, 1-13=9, 1-6=13, 6-7=1 3 Concentrated Loads (lb) Vert: 5=-48(F) 8=-48(F) 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-6=2(F=-1), 7-12=-8 Horz: 1-12=-13, 1-13=-13, 1-6=21, 6-7=-9 Concentrated Loads (lb) Vert: 5=-48(F) 8=-48(F) 5) MWFRS 1st Wind Parallel: Lumber Increase= 1.33, Plate Increase= 1.33 Pit. metal= 1.33 Uniform Loads (plo Vert: 1-6=-7(F=-2), 7-12=-8 Harz: 1-12=-15, 1-13=-15, 1-6=13, 6-7=15 Concentrated Loads (lb) Vert: 5=-48(F) 8=-48(F) 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-6=2(F=-1), 7-12=-8 Harz: 1-12=-15, 1-13=-15, 1-6=21, 6-7=15 Concentrated Loads (lb) Vert: 5=-48(F) 8=-48(F) 17) 1st unbalanced Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-24(F=-4), 7-12=-10 Concentrated Loads (lb) Vert: 5=-48(F) 8=-48(F) 18) 2nd unbalanced Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-70(F=-10), 7-12=-10 Concentrated Loads (lb) Vert: 5=-48(F) 8=-48(F) 6.300 s Jul 112006 MiTek Industries, Inc. Tue Dec 04 09:08:49 2007 Page 2 ® WARNDlO -Verify design parameters and READ NOTES ON THIS AND INCLUDED ffiTER REFERENCE PAGE AM -7473 BEFORE USE. e Design valid for use only with Mitek connectors. This design's based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of bulding designer- not miss designer. Brocing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .o-------.. fabrication, quality control, storage, delivery. erection and bracing, consutt ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Rate Institute. 583 D'Onofno Drive, Madison. WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Plyo 0 (loc) I/deg Ud TCLL 20.0 Plates Increase 827344288 FLAT_ROOF FT22 ROOF TRUSS 1 1 240 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert(TL) Job Refere ce optional) .-cs a ... mmo, cw - ez[vs i 3.44 I 29-15 3-44 4571 2x4 II 3x4 = 1 2 13 7x4 = 3 4-5-11 0.25 o.wu a uw i i cuuo mi i ea mausmes, mc. rue uec w un:uo:au cum rage r 1451 i 4-5.11 2-8-12 Scale = 1:32.5 3x4 = 3.6 12 11 10 93.6 = 8 3x8 = 7 3x4 = 3x4 = 3.4 = 2.4 II PF LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.15 9-10 >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.28 9-10 >838 180 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(rL) 0.05 7 n/a n/a BCDL 5.0 Code UBC97/ANS195 (Matrix) PLATES GRIP MT20 185/144 Weight: 75 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-4-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud 'Except' 5-8 2 X 6 SPF 165OF 1.5E REACTIONS (Ib/size) 12=811/Mechanical, 7=822/Mechanical Max Hoa 12=-37(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-93/9.1-2=-52/10, 2-13=-1405/0, 3-13=-1411/0, 3-4=-2486/0, 4-5=-2536/0, 5-6=-1431/0, 6-7=-792/0 BOT CHORD 11-12=0/1407, 10-11=0/2482, 9-10=0/2532, 8-9=0/1429, 7-8=0/66' WEBS 2-12=-1522/0, 2-11=0/397, 3-11=-1137/0, 3-10=0/152, 4-10=-56/0, 4-9=-293/16, 5-9=0/1152, 5-8=-663/0, 6-8=0/1526 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) Hanger's) or other connection device(s) shall be provided sufficient to support concentrated load's) 48 Ib down at 18-2-8, and 48 Ib down at 6-3-4 on top chord, and 48 Ib down at 18.2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-6=-70(F=-10), 7-12=-10 Concentrated Loads (lb) Vert: 5=-48(F) 13=-48(F) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 ber 4,2007 ® WARNINO - Verify design parameters and READ NOTES ON THIS AND INCLUDED R11TEE REFERENCE PAGE MU -7473 BEFORE USE. � e Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the respomibillity, of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .n.rs.o..rrw.,.. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D-Onofno Drive. Madison. WI 53719. Citrus Heirilits, CA 95610 Job Truss Truss Type Qty Ply JOG R27344288 FLAT_ROOF FT22 ROOF TRUSS 1 1 Job Reference o tional Select Build, Indio, CA - 92203 LOAD CASE(S) Uniform Loads (plf) Vert: 1-6=-27(F=-7), 7-12=-30 Concentrated Loads (lb) Vert: 5=-48(F) 8=-48(F) 13=-48(F) 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pit) Vert: 1-6=-7(F=-2), 7-12=-8 Horz: 1-1259,1-6=13,6-7=13 Concentrated Loads (lb) Vert: 5=-48(F) 8=-48(F) 13=-48(F) 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pit) Vert: 1-6=2(F=-1), 7-12=-8 Horz: 1-125-13, 1-6=21, 6-7=-9 Concentrated Loads (lb) Vert: 5=-48(F) 8=-48(F) 13=-48(F) 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pit) Vert: 1-6=-7(F=-2), 7-12=-8 Horz: 1-12z-15,1-6=13, 6-7=15 Concentrated Loads (lb) Vert: 5=-48(F) 8=-48(F) 13=-48(F) 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pit) Vert: 1-6=2(F=-1), 7-12=-8 Horz: 1-125-15, 1-6=21, 6-7=15 Concentrated Loads (lb) Vert: 5=-48(F) 8=-48(F) 13=-48(F) � ]l 8.300 s Jul 112006 MiTek Intlusides, Inc. Tue Dec 04 09:08:50 2007 Page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity, k of the MiTe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding eo.a•o.r, ers.ns.. fabrication. qualify control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteda, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety lntor %ton available from Truss Plote IrulNuie. 583 D'Onofno Drive. Madison. WI 53719. Citrus Heights, CA 95610 Job Truss Truss Typeqty DEFL Ply I/deg L/d TCLL 20.0 Plates Increase 1.25 TC 0.42 827344269 lJ000bRefe-rence(ootionalt FLAT -ROOF FT23 ROOF TRUSS 1 1 Lumber Increase 1.25 BC 0.35 Vert(TL) 0.15 8-9 >999 180 6elea buua, mats, UA - 9ZZU3 b.MU s Jul 11 zuub MI eK IOaUsines, Inc. I ue Uec, u4 uu:u4:b1 zuuf rage 1 44-7 4-5-11 4-571 2-8-12 0.25 LU - 3x4 II 3.4 1 2 11 3x4 = 3x6 = Scale - 1:26.6 10 3.4 = 9 3x4 = 8 3.4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg L/d TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.08 8-9 >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.35 Vert(TL) 0.15 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.03 6 n/a n/a BCDL 5.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud 'Except' 4-7 2 X 6 SPF 165OF 1.5E REACTIONS (Ib/size) 10=672/Mechanical, 6=685/Mechanical Max Harz 10=-36(load case 3) 7 3x6 = 6 2.4 II PLATES GRIP MT20 185/144 Weight: 62 Ib BRACING TOP CHORD Sheathed or 5-0-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-146/4,1-2=-96/3,2-1 1=-1433/0. 3-11=-1440/0, 3-4=-1883/0, 4-5=-1166/0, 5-6=-656/0 BOT CHORD 9-10=0/1436, 8-9=0/1879, 7-8=0/1164, 6-7=0/58 WEBS 2-10=-1429/0, 2-9=0/233, 3.9=-466/0, 3-8=-171/25, 4-8=0/747, 4-7=-534/0, 5-7=0/1238 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip D0L=1.33 Plate metal DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verity that they are correct for the intended use of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down at 18-2-8, and 48 Ib down at 9-8-12 on top chord, and 48 Ib down at 18-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-70(F=-10), 6-10=-10 Concentrated Loads (lb) Vert: 4=-48(F) 11=-48(F) 2) UBC: Lumber Increase= 1.25, Plate Increase=1.25 Continued on page 2 �OQ?,OFESS/p�� S. rjNG'�F�c m LLI Cr C 04 X *\ EXV31X-19 /* , 4,2007 ® WARNING - Verify design Fanbmeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAOE AW -7473 BEFORE USE. 4 Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and'a for an individual binding component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Far general guidance regarding fabrication. quality Control, storage, delivery, erection and bracing, consult ANSI/71`111Quality Criteria. DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onof cs Drive, Madison, W153719. Citrus He' hts CA 95610 Job Truss Truss Type Qty Ply00 827344289 FLAT_ROOF F723 ROOF TRUSS i 1 Job Reference (optional) Berea tsuia, mora, un - ezzu3 LOAD CASE(S) Uniform Loads (pit) Vert: 1-5=-27(F=-7), 6-10=-30 Concentrated Loads (lb) Vert: 4=-48(F) 7=-48(F) 11=-48(F) 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-5=-7(F=-2), 6-10=-8 Horz: 1-10=9,1-5=13, 5-6=13 Concentrated Loads (lb) Vert: 4=-48(F) 7=-48(F) 11=-48(F) 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-5=2(F=-1), 6-10=-8 Hoa: 1-10=-13, 1-5=21, 5-6=-9 Concentrated Loads (ib) Vert: 4=-48(F) 7=-48(F) 11=-48(F) 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-5=-7(F=-2), 6-10=-8 Hoa: 1-10=-15, 1-5=13, 5-6=15 Concentrated Loads (lb) Vert: 4=-48(F) 7=-48(F) 11=-48(F) 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-5=2(F=-1), 6-10=-8 Horz: 1-f0=-15, 1-5=21, 5-6=15 Concentrated Loads (ib) Vert: 4=-48(F) 7=-48(F) 11=-48(F) • b.3UU s JUI 11 zuua M17ets mau smes, Inc. sue DCC u4 us:u8:a1 zuut Page z ® WARNINO - V -VY design parameters and READ NOTES ON TAUS AND INCLUDED ADTEK REFERENCE PAGE AM -7473 BEFORE USE. e Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown 'a for lateral support of individual web members only. Additional temporary bracing to insure stability during constructionis the resporisibi➢ity, of the Mi 1T 8k6 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSIMI Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 5B3 D'Onofno Drive, Madison, WI 53719. CitrusHeights,CA 95610 Job Truss Truss Type Qty Ply o 0 1.25 TCDL 10.0 Lumber Increase 1.25 R27344270 FLAT_ROOF FT24 ROOF TRUSS 1 1 Code UBC97/ANSI95 >999 180 WB 0.43 Horz(TL) Job Reference (optional Select Build, Indio, CA - 92203 6.300 s Jul 112006 MTek Industries, Inc. Tue Dec 04 09:08:51 2007 Page 1 0.10.15 I 5-4-10 i 9-10.5 I 12-7.1 0.10.15 4-5-11 4-111 2-8-12 Scale = 1:20.8 2x4 II 3x4 = 2 3x4 3 0.25 112 3x6 = 3x4 = 10 9 3x4 = 8 3x4 = 7 3x6 = 6 3.4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code UBC97/ANSI95 CSI DEFL in (loc) I/defl L/d PLATES GRIP TC 0.22 Vert(LL) -0.04 7-8 >999 240 MT20 185/144 BC 0.22 Vert(TL) -0.07 7-8 >999 180 WB 0.43 Horz(TL) 0.02 6 n/a n/a (Matrix) Weight: 50 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD WEBS 2 X 4 HF Stud 'Except' 4-7 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 10=531/Mechanical, 6=549/Mechanical Max Hoa 10=-34(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=0/104, 1-2=-28/7, 2-11=-340/0, 3-11=-342/0, 3-4=-1223/0, 4-5=-907/0, 5-6=-524/0 BOT CHORD 9-10=0/338,8-9=0/1219,7-8=0/905,6-7=0/48 WEBS 2-10=-702/0, 2-9=0/342, 3-9=-926/0, 3-8=-59!73, 4-8=0/328, 4-7=-405/0, 5-7=0/959 Sheathed or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 fl above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down at 18-2-8, and 48 Ib down at 13-3-9 on top chord, and 48 Ib down at 18-2-8 on bottom chord. The design/selectton of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-70(F=-10), 6-10=-10 Concentrated Loads (lb) Vert: 4=-48(F) 11=-48(F) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 2x4 II �O Q?,OF ESS/ON9 S. COTjyc��,Lc W -CO 4;33 X OF ber4,2007 A WARMNO - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU -7473 BEPORE USE. Design valid for use only with Mifek connectors. This design's based only upon parameters shown, and B for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown HBO is for lateral support of individual web members only. Additional temporary bracing to insure stobilty during construction is the responsibillity, of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ro..r --re fabrication, quality control, storage. delivery. erection and bracing. consult AN51/TPII Quality Criteria. DSB-89 and 8CSI1 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Ory Ply o 0 R27344270 FLAT_ROOF FT24 ROOF TRUSS 1 1 Job Reference (ootionalt Select Build, Indio, CA - 92203 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-27(F=-7), 6-10=-30 Concentrated Loads (lb) Vert: 4=-48(F) 7=-48(F) 11=-48(F) 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-5=-7(F=-2), 6-10=-8 Horz: 1-10=9,1-5113. 5-6=13 Concentrated Loads (lb) Vert: 4=-48(F) 7=-48(F) 11=-48(F) 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-5=2(F=-1), 6-10=-8 Horz: 1-10=-13, 1.5=21, 5-6=-9 Concentrated Loads (Ib) Vert: 4=-48(F) 7=-48(F) 11=-48(F) 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-5=-7(F=-2), 6-10=-8 Horz: 1-10=-15,1-5=13, 5-6=15 Concentrated Loads (Ib) Vert: 4=-48(F) 7=-48(F) 11=-48(F) 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pit) Vert: 1-5=2(F=-1), 6-10=-8 Horz: 1-10=-15, 1-5=21, 5-6=15 Concentrated Loads (lb) Vert: 4=-48(F) 7=-48(F) 11=-48(F) • 6.300 s Jul 112006 MiTek Industries, Inc. Tue Dec 04 09:08:51 2007 Page 2 ® WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE MU 7473 BEFORE USE. e Deign valid for use only with Mi ek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek• erector. Additional permonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding raw�o.e.�orao.. fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component 7777 Greenback Lane, Suite 10B Safety Information available from Truss Plate Institute. 583 O'Onofno Drive, Madison, Wl 53719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 00 I/deg L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 R27344271 FIAT_ROOF FT25 ROOF TRUSS 1 1 MT20 185/144 TCDL 10.0 Lumberincrease 1.25 BC 0.16 Vert(TL) -0.03 Job Reference o liana oeiea oma, roma, s ...... 1-11-2 F 1-11.2 1 2X4 11 3x4 = 2 3.4 = 7 3.4 = o.auv a um � � muo mirex mausnea, mc. i ue uec uv ua.vo.oc mar rage � 4-5-11 2.8.12 0.25 t1� ��I"' Scale - 1:15.0 r 3x6 = 3 3x6 = 6 LOADING (psf) SPACING 2' 0 CSI DEFL in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.01 6-7 >999 240 MT20 185/144 TCDL 10.0 Lumberincrease 1.25 BC 0.16 Vert(TL) -0.03 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 HOrz(TL) 0.01 5 n/a n/a BCDL 5.0 Code UBC97/ANSI95 (Matrix) Weight: 37 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud 'Except' 3-6 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 8=390/Mechanical, 5=413/Mechanical Max Horz8=-33(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-8=0/12,1-2=-7/12, 2-9=-479/0, 3-9=-482/0, 3-4=-661/0, 4-5=-388/0 BOT CHORD 7-8=0/478, 6-7=0/659, 5-6=0/35 WEBS 2-8=-611/0, 2-7=0/176, 3-7=-198/0, 3-6=-295/0, 4-6=0/699 BRACING TOP CHORD Sheathed or 6-0.0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES .) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down at 18-2-8, and 48 Ib down at 16-7-12 on top chord, and 48 Ib down at 18-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70(F=-10), 5-8=-10 Concentrated Loads (lb) Vert: 3=-48(F) 9=-48(F) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 2x4 II �OQROFESS/S. p�y�l C of C 0043 % NW��© 4, 2007 ® WARNING - Verify design parameters and REr1D NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MV 7473 BEFORE USE. a Design valid for use only with Mitek connectors. This design is based onty upon parameters shown, and B for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during constriction is the responsibility of the MiTek` erector. Addifional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding rn..�o,e rr4rap.. fabrication. qufofi y control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component 7777 Greenback Lane, Suite 109 Safety Info rmal10 available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type City Ply R27344271 lJob FLAT_ROOF FT25 ROOFTRUSS 1 1 Refers ce (optional belect euna, inaio, UA - 922U3 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-27(F=-7), 5-8=-30 Concentrated Loads (lb) Vert: 3=-48(F) 6=-48(F) 9=48(F) 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-4=-7(F=-2), 5-8=-8 Hoa: 1-8=9, 1-4=13, 4-5=13 Concentrated Loads (lb) Vert: 3=-48(F) 6=-48(F) 9=-48(F) 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-4=2(F=-1), 5-8=-8 Horz: 1-8=-13, 1-4=21, 4-5=-9 Concentrated Loads (lb) Vert: 3=-48(F) 6=-48(F) 9=-48(F) 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pif) Vert: 1-4=-7(F=-2), 5-8=-8 Horz: 1-8=-15,1-4=13,4-5=15 Concentrated Loads (lb) Vert: 3=-48(F) 6=-48(F) 9=-48(F) 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-4=2(F=-1), 5-8=-8 0 Harz: 1-8=-15, 1-4=21, 4-5=15 Concentrated Loads (lb) Vert: 3=-48(F) 6=-48(F) 9=-48(F) • 6.300 5 Jul 11 2005 MiTek Ineushies, Inc. Tue Dec 04 09:08:52 2007 Page 2 ® WARNING - Verify design Parameters and READ NOTES ON TRIS AND D9CE EFDED MITER REFERENCE PAOE MU -7473 BEPORE USE. Design volid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Dal is for lateral support of individuat web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overa8 structure is the responsibility of the building designer. For general guidance regarding Po..�o.e..4.no.. fabrication, quality control, storage, defwery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. Citrus Heights, CA 95810 Job Truss Truss Type Qty Ply TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr loo R273aa27z FLAT ROOF FT28 ROOF TRUSS 1 1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud 'Except' 2-5 2 X 6 SPF 1650F 1.5E Job Reference (optional) Select ouaa, male, aA - VL U.— 5 JW 1 LUUO MI ex IpuU5-5, Inc. r ue uec W ue:uo;a4 Nu/ regu 1 2-11-5 3062 2-8-12 1 aro II 1 2 Scale = 1:12.3 t 2 3x4 = 7 3 TFT 3.6 = 6 5 4 30 = 2,,4 II 7_11_5 • 7_{L�7 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code UBC97/ANSI95 LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud 'Except' 2-5 2 X 6 SPF 1650F 1.5E CSI • DEFL in (loc) I/deb Ud PLATES GRIP TC 0.11 Vert(LL) -0.00 5 >999 240 MT20 185/144 BC 0.09 Vert(TL) -0.01 5 >999 180 WB 0.12 Horz(rL) 0.00 4 n/a n/a (Matrix) Weight: 23 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=244/Mechanical, 4=282/Mechanical , Max Horz 6=-31 (load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-77/2,1-2=-7/11, 2-7=-313/0, 3-7=-315/0, 34=-267/0 BOT CHORD 5-6=0/313, 4-5=-6/10 ' WEBS 2-6=-348/0, 2-5=-134/11, 3.5=0/350 -NOTES .) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verity that they are correct for the intended use of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 lb down at 18-2-8, and 48 Ib down at 20-1-4 on top chord, and 48 Ib down at 18-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70(F=-10), 4-6=-10 Concentrated Loads (lb) , Vert: 2=48(F) 7=48(F) , 2) UBC: Lumber Increase= 1.25, Plate Increase=1.25 Continued on page 2 �OQ�OFESS/ONgI S toT�,�,c�Fyc C 04 OF ber 4,2007 ® WARNING - verify design parrametera and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with Mirek connectors. This design u based only upon parameters shown, and is for an individual building component. -E�•�'Y®q Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding — AKama.. fabrication, quality control. storage, delivery, erection and bracing. conwlt ANSI/TPII Quality Criteria, DSS -89 and 8CSI1 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. Citrus Heights, CA 95810 Job Truss Truss Type Qty Ply o 0 R27344272 FLAT_ROOF FT28 ROOF TRUSS 1 1 Job Reference (optional) Select uum, India, GA - aZZ03 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-27(F=-7), 4-6=-30 Concentrated Loads (lb) Vert: 2=-48(F) 5=-48(F) 7=-48(F) 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-3=-7(F=-2), 4-6=-8 Harz: 1-6=9, 1-3=13, 3-4=13 Concentrated Loads (ib) Vert: 2=-48(F) 5=-48(F) 7=-48(F) 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pit) Vert: 1-3=2(F=-1), 4-6=-8 Horz: 1-6=-13, 1-3=21, 3-4=-9 Concentrated Loads (lb) Vert: 2=-48(F) 5=-48(F) 7=-48(F) 5) MWFRS tsl Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-3=-7(F=-2), 4-6=-8 Harz: 1-6=-15,1-3=13, 3-4=15 Concentrated Loads (lb) Vert: 2=-48(F) 5=-48(F) 7=-48(F) 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase --1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-3=2(F=-1), 4-6=-8 Horz: 1-6=-15, 1-3=21, 3-4=15 • Concentrated Loads (lb) Vert: 2=-48(F) 5=-48(F) 7=-48(F) 8.300 s Jul 11 zoos MiTek Industries, Inc. Tue Dec 04 09:08:53 2007 Page 2 ®WARNING - Verify design pa -tern and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE MU 7473 EEPORE USE. e Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and b for an individual building component. - Appticabirity of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the buldng designer. For general guidance regarding .a,+�o.o •euro... fabrication, quality control. storage, delivery, erection and bracing, consult ANS17TPIi Quarity Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. Citrus Heights, k L ne. Su Job Truss Truss Type Qty Ply 20.0 Plates Increase 1.25 TC 0.06 TCDL 10.0 100 827344273 FLAT_ROOF FT27 ROOF TRUSS 1 1 NO WB 0.01 BCDL 5.0 Code UBC97/ANSI95 (Matrix) Job Reference (optional) Select Build. Indio, CA - 92203 6.300 s Jul 11 2006 MTek Industries, Inc. Tue Dec 04 09:08:53 2007 Page 1 2.2-9 0.25 12 3x4 = Scale: 1-=1' 1 2.4 II z 3x4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.06 TCDL 10.0 Lumber Increase 1.25 BC 0.03 BCLL 0.0 Rep Stress Incr NO WB 0.01 BCDL 5.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=125/Mechanical, 3=77/Mechanical Max Horz4=-29(load case 3) Max Uplift3=-4(load case 4) Max Grav4=151(load case 2), 3=77(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -4= -l15/0,1 -2= -7/l0,2 -3=-671l1 BOT CHORD 3-4=-6/10 WEBS 2-4=-17/18 2x4 II DEFL in (loc) I/deo Ud PLATES GRIP Vert(LL) -0.00 4 >999 240 MT20 185/144 Vert(TL) -0.00 3-4 >999 180 Horz(TL) 0.00 3 We n/a Weight: 10 Ib BRACING TOP CHORD Sheathed or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTES This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the intedor(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down at 18-2-8 on top chord, and 48 Ib down at 18-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70(F=-10), 3-4=-10 Concentrated Loads (lb) Vert: 1=-48(F) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 O Q?,OF ESS/pN9 S. Tj,�,c�Fyc C 04,933 ber 4,2007 ® WARNWO - Ver1/y design parameter. and READ NOTES ON THIS AND JNCLUDED MITER REFERENCE PAGE MU -7473 BEPORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and'. for an individual build -ung component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the bu0ddng designer. For general guidance regarding .o.r..r, rx..a... fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safely Mtormat,on ovoilable from Truss Plate Institute. SB3 D'Onwtno Drive, Madison, Wt 53719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 00 827344273 1 FLAT_ROOF FT27 ROOF TRUSS 1 1 Job Reference (optional) Select Build, Indio. CA - 92203 LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-2=-27(F=-7), 3-4=-30 Concentrated Loads (Ib) Vert: 4=-48(F) 1=-48(F) 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-2=-7(Fc-2), 3-4=-8 Harz: 1-4=9, 1.2=13, 2-3=13 Concentrated Loads (Ib) Vert: 4=-48(F) 1=-48(F) 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Pit, metal=1.33 Uniform Loads (pit) Vert: 1-2=2(F=-1), 3-4=-8 Horz: 1-4=-13, 1-2=21, 2-3=-9 Concentrated Loads (lb) Vert: 4=-48(F) 1=-48(F) 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pit) Vert: 1-2=-7(F=-2), 3-4=-8 Harz: 1-4=-15.1-2=13.2-3=15 Concentrated Loads (Ib) Vert: 4=-48(F) 1=-48(F) 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit, metal=1.33 Uniform Loads (pit) Vert: 1-2=2(F=-1), 3-4=-8 Harz: 1-4=-15, 1-2=21, 2-3=15 Concentrated Loads (Ib) Vert: 4=-48(F) 1=-48(F) 8.300 s Jul 112006 MTek Industries, Inc. Tue Dec 04 09:08:53 2007 Page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED XMEE REFERENCE PAGE AW -7473 BEFORE USE. e Design valid for use only with MTek connectors. This design is based only upon parameters shown, and 4 for an individual balding component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown DEE is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibilliy, of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quarity Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Info 10 available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. Citrus He' hts CA 95610 Job Truss Truss Type Qty Ply 00 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP R27344274 FLAT_ROOF FT28 ROOFTRUSS 4 1 ' BC 0.60 Vert(TL) -0.50 9-10 >539 180 BCLL 0.0 Rep Stress Incr NO Job Reference (optional 4.9.3 4-9-3 4-5-11 4-5-11 o.ouu s um r r zvw mi i ex mausmes, mc. ue uec sra ue:vo:>v mw —g- 4-5-1111 4-5-11 • 0.25 12 5x6 = 3x6 4-9.3 Scale - 1:38.3 3x4 II 36 = 3.4 II 3x10 = 5x8 = 3.4 •_ -TZIB 4-9-3 1 9.2-14 13-8-10 18.2.5 22-11-8 I l 4.9-3 4-5-11 4-5-11 4.5.11 i 4-9-3 late Offsets (X,Y): (1:0 -6-8,0-1.81.14:0.3-0,0-3-01,[10:0-4-0,0-3-01,(11:0-3-8,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.29 9-10 >948 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.50 9-10 >539 180 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.08 7 n/a n/a BCDL 5.0 Code UBC97/ANSI95 (Matrix) Weight: 87 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-7-12 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.- racing.WEBS WEBS2 X 4 HF Stud WEBS 1 Row at midpt 5-7 REACTIONS (Ib/size) 12=907/0-5-8, 7=907/Mechanical Max Harz 12=50(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-852/0, 1-13=0/0, 1-2=-2490/0, 2-3=-3467/0, 3-4=-3246/0, 4-5=-2089/0, 5-6=-122/4, 6-7=-169/3 BOT CHORD 11-12=-8/209, 10-11=0/2486, 9-10=0/3463, 8-9=0/3231, 7-8=0/2086 WEBS 1-11=012358, 2-11=-608/0, 2-10=0/1021, 3-10=-246/14, 3-9=-232/0, 4-9=0/185, 4.8=-1215/0, 5-8=0/429, 5-7=-2086/0 NOTES This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level. using 9.0 psf top chord dead load �) and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or Cantilevers exist; they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metall DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 OFESS/ QR Uniform Loads (plf)R2� Vert: 1-6=-70(F=-10), 7-12=-10Llul �R S YC� tiC P�� R '� m • c9 C 04 "' t * EXP DecAber 4,2007 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only with MiTek connectors. This des'ign's based any upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the respomibillity, of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Inlormallon available from Truss Plate Institute, 583 D'Orsofno Drive. Madison, WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply0 0 I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase Rz73aaz7s FLAT_ROOF FT28A ROOF TRUSS 1 1 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) Job Reference (optional) Select Build, Indio, CA - 92203 6.300 s Jul 112006 MTek Industries, Inc. Tue Dec 04 09:08:54 2007 Page 1 I 4-7-14 I 9-0-4 ) 13-410 1 14-8-12 l 16-8-6 l 22.11-8 l 4-7-14 4-4-6 44-6 1-4-2 3-11-10 4-3.2 Sale - 1:38.3 3.10 = 5x6 = — = 0.25 12 3x6 = 3x4 It 3x4 II 300 = 5x8 = 3x4 = 3x4 = 3x4 = 3x6 = 4-7-14 I 9-D4 I 13-4.10 114-8-12 I 18-8-6 I 22-11-8 4-7-14 4.45 44-6 1-4-2 3-11-10 43-2 LOADING (psf) SPACING 2-0-0 CSIDEFL in (roc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.28 11-12 >978 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.51 11-12 >528 180 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(rL) 0.08 8 n/a n/a BCDL 5.0 Code UBC97/ANSI95 (Matrix) Weight: 89 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (lblsize) 114=93210-5-8, 8=946/Mechanical Max Harz 14=50(load case 4) BRACING TOP CHORD Sheathed or 3-6-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-877/0.1-15=010, 1-2=-2528/0, 2-3=-3597/0, 3-4=-3507/0, 4-5=-3226/0, 5-6=-2001/0, 6-7=-100/3, 7-8=-148/1 BOT CHORD 13-14=-5/206,12-13=0/2524,11-12=0/3593, 10-11=0/3503, 9-10=0/3223, 8-9=0/1998 WEBS 1-13=0/2406, 2-13=-637/0,2-12=0/1 119. 3-12=-282/0, 3-11=-95/58, 4-11=0/113, 4-10=-423/0, 5-10=0/330, 5-9=-1316/0, 6-9=0/504, 6-8=-2047/0 �OTES This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70(F=-10), 4-5=-118(F=-58), 5-7=-70(F=-10), 8-14=-10 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-27(F=-7), 4-5=-75(F=-55), 5-7=-27(F=-7), 8-14=-30 Continued on page 2 �OQ?,OFESS/p�,� S COr/�cF���' 0 Q 'L m IX C 04 3 X ber 4,2007 ® WARNING. V—(& design p --t— and READ NOTES ON THIS AND INCLUDED 6DTER REFERENCE PAOE AW -7473 BEFORE USE. Design valid for use only with Wek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not tans designer. Bracing shown -•� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regardng fabrication. quality control. storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute. 583 D'Onotno Drive, Madison. WI 53719. Citrus Heights, CA 956110 r Select Build, Indio, CA - 92203 LOAD CASE(S) Standard 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pif) Vert: 1-4=2(F=-1), 4-5=46(F=-49), 5-7=2(F=-1), 8-14=-8 Horz: 1-14=9,1-15=9,1-7=-21, 7-8=13 4) MWFR5 Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pif) Vert: 1-4=-6(F=-1), 4-5=-54(F=-49), 5-7=-6(F=-1), 8-14=-8 Horz: 1-14=-13, 1-15=-13, 1-7=-13, 7-8=-9 5) MWFR5 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pif) Vert: 1-4=2(F=-1), 4-5=-46(F=-49), 5-7=2(F=-1), 8-14=-8 Horz: 1-14=-15, 1-15=-15, 1-7=-21, 7-8=15 6) MWFR5 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pit). Vert: 1-4=-7(F=-2), 4-5=-55(F=-50), 5-7=-7(F=-2), 8-14=-8 Horz: 1-14=-15,1-15=-15,1-7=-13, 7-8=15 r - � r R � Job Truss Truss Type - - Qty Ply �00 827344275 FLAT_ROOF FT28A ROOF TRUSS 1 1 Job Reference (optional) 6.300 s Jul 11 2006 MTek Industries, Inc. Tue Dec 04 09:08:54 2007 Page 2 y ® WARNINO - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAOE MU -7473 EEPORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiiiity, of the Mi TT ek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ro..as,e r�s.osr fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Lne, Suite tOB Safety Information available from Tniss Plate Institute, 583 D'Onci Drive. Madison, WI 53719. Citrus He' his 7777 Greenback CAa&Su 4 Job Truss Truss Type Ory Ply0 0 I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 827447212 FLAT_ROOF FT29 ROOF TRUSS 1 1 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.02 Job Reference o do al Select Build, Indio, CA - 92203 6.300 s Jul 112006 MTek Industries. Inc. Mon Dec 17 13:54:45 2007 Page 1 i 4-2-5 i 8-3-0 42-5 4-0.11 0.25 12 Scale = 1:13.5 3x4 = 2 2x4 II 3 3x4 = 3x8 = 5 2x4 II LOADING (psf) SPACING 2'-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.01 5 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.02 5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.20. Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code UBC97/ANSI95 (Matrix) Weight: 32111 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 6=318/Mechanical, 4=366/Mechanical Max Horz6=33(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-298/0,1-2=-529/0. 2-3=-531/0, 3-4=-347/0 BOT CHORD 5-6=-24/22, 4-5=-7/11 WEBS 1-5=0/555, 2-5=-338/0, 3-5=0/565 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the intedor(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down at 8-1-4, and 48 Ib down at 13-9-9 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70(F=-10), 4-6=-10 Concentrated Loads (lb) Vert: 3=-48(F) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30(F=-10), 4-6=-30 Continued on page 2 2x4 II ® WARNING - Ve qy design pammeters and READ NOTES ON THIS AND DrCLUDED MTER REPERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Mal 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the respomibillity of the MireW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Imtitute. 583 D'Onofno Drive, Madison- WI 53719. 7777 He' hbs k L ne, Su Job Truss Truss Type pry PlyD o 827447212 FLAT. -ROOF FT29 ROOF TRUSS i 1 Job Reference (optional) a.3uu s Jul 11 zuw MI IeK Inausmes, Inc. Mon ueo 17 13:54:45 2087 Page 2 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-48(F) 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-3=-7(F=-10), 4-6=-8 Horz: 1-6=9, 1-3=-21, 3-4=13 Concentrated Loads (lb) Vert: 3=-48(F) 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-3=-15(F=-10), 4-6=-8 Horz: 1-6=-13, 1-3=-13, 34=-9 Concentrated Loads (Ib) Vert: 3=-48(F) 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-3=-7(F=-10), 4-6=-8 Horz: 1-6=-15, 1-3=-21, 34=15 Concentrated Loads (Ib) Vert: 3=-48(F) 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-3=-15(F=-10), 4-6=-8 Horz: 1-6=-15,1-3=-13,3-4=15 Concentrated Loads (Ib) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED JWTEE REFERENCE PAOE DIII.7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown -•Y■■■ is for lateral support of individual web members only. Additional temporary bracing to insure staUriity during construction is the responsibillity of the MiTek' erector. Additional permanent brocing of the overa8 structure 4 the responsibility of the building designer. For general guidance regarding eo..«.n er,rns.. fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/71`11 Quality CrIterla, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Rate Institute. 583 D'Onofno Drive. Madison. WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Oty Plyo 0 (psi) SPACING • 827447213 FLAT ROOF FT29A ROOF TRUSS 1 1 TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.01 ob Reference (optional) oauu a um i i auo mi i ex mausmes, inc. mon vac r r s san:ao wun rage s 4-5-11 5-0-3 0.25 12 Scale - 1:15.6 2 3x6 = 33.4 II ' 6 5 4 3x6 = 2.4 II ,qWLOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/den Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.01 4-5 >999 240 MT20 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.19 Vert(TL) ' -0.03 5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.31 Hor'z(rL) 0.01 4 n/a n/a BCDL 5.0 Code UBC97/ANSI95 (Matrix) Weight: 37 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud 'Except 2-5 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 6=441 /Mechanical, 4=391 /Mechanical Max Horz6=38(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-406/0,1-2=-651/0, 2-3=-100/0, 3-4=-169/0 BOT CHORD 5-6=-1/85, 4-5=0/648 WEBS 1-5=0/597, 2-5=-181/0, 2-4=-581/0 NOTES �) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down at 8-1-1, and 48 Ib down at 13-9-9 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-70(F=-10), 4-6=-10 Concentrated Loads (lb) Vert: 1=-48(F) 2=-48(F) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30(F=-10), 4-6=-30 Continued on page 2 �oQROFESS/pNgl S. TjNc Fyc t �. r41433 T.* os *A ber 18,2007 ® WARNING - VerVy design pammetera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hilt -7473 BEFORE USE. Design valid for use only with Mgek connectors. This design is based only upon parameters shown. and is for an individual building component. Mal Applicability of design paromenters and proper incorporation of component is resporuibifity of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the M iTek° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ro.x..o vxn.on.. fabrication, quality control storage. derrvery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Geenback Lane, Suite 108 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. Citrus re' his CA ne. Su Job Truss Truss Type pry Ply o 0 R27447213 FLAT ROOF FT29A ROOF TRUSS 1 1 ob Refe a ce(optional) Seiect Gula, Inwo. UA - 92203 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 1=-48(F) 2=-48(F) 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-3=-7(F=-10), 4-6=-8 Hoa: 1-6=9, 1-3=-21, 3-4=13 Concentrated Loads (lb) Vert: 1=-48(F) 2=-48(F) 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pit) Vert: 1-3=-15(F=-10), 4-6=-8 Harz: 1-6=-13, 1-3=-13, 3-4=-9 Concentrated Loads (Ib) Vert: 1=-48(F) 2=-48(F) 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-3=-7(F=-10), 4-6=-8 Hoa: 1-6=-15, 1-3=-21, 3-4=15 Concentrated Loads (lb) Vert: 1=-48(F) 2=-48(F) 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-3=-15(F=-10), 4-6=-8 Harz: 1-6=-15,1-3=-1 3. 3-4=15 Concentrated Loads (lb) • Vert: 1=-48(F) 2=-48(F) • 6.300 5 Jul 11 2006 M7¢k Intlu5tries, Inc. Mon Dec 17 13:54:46 2007 Page 2 ® WARNLya - Verify design pammeters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE PM -7473 BEFORE USE. u Design valid for we only with Mitek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability, of design poramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plote Institute. 583 D'Onofno Drive. Madison. WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 00 (loc) I/defl L/d TCLL 20.0 Plates Increase R27344z77 1 FLAT_ROOF FT30 ROOF TRUSS 1 1 240 TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) Job Reference (ootionah Select euta, Inas, GA - Bzzos a.suu s Jul 11 ZVua MI tel( Inausines, Inc. I ue uec W uv:uis:bu zuU/ rage 1 0-8-13 I 3-3-0 I I 0-8-13 2-64 0.25 12 2x4 II 2 2x4 II 3.4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.00 3-4 >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 3-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=118/Mechanical, 3=166/Mechanical Max Horz4=33(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-104/0,1-2=,8/11, 2-3=-152/0 BOT CHORD 3-4=-23/24 WEBS 1-3=-16/18 PLATES GRIP MT20 185/144 Weight: 13 Ib BRACING TOP CHORD Sheathed or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down at 8-1-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70(F=-10), 3-4=-10 Concentrated Loads (lb) Vert: 2=-48(F) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-30(F=-10), 3-4=-30 Continued on page 2 Scats - 1:12.5 o9?,o ESS/ON9 S. Uj C� w C 04643 X NuE OF 4,2007 ® WARNING - Verify design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. e Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of buldng designer- not tens designer. Bracing shown Nil is for lateral support of individual web members only. Additional temporary bracing to insure stabiriy during construction is the responsibilliy of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality CrHerfa, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 108 Safety Information available from Truss Plate Institute, 583 D'Onafno Drive. Madison. W153719. Citrus Heights, CA 95610 Job Truss Truss Type Ory Ply00 Rz73aaz77 FIAT_ROOF FT30 ROOF TRUSS 1 1 Job Reference o liana Select Build, Indio, CA - 92203 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=-48(F) 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-2=-7(F=-10), 3-4=-8 Harz: 1-4=9, 1-2=-21, 2-3=13 Concentrated Loads (Ib) Vert: 2=-48(F) 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-2=-15(F=-10), 3-4=-8 Harz: 1-4=-13, 1-2=-13, 2-3=-9 Concentrated Loads (lb) Vert: 2=-48(F) 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-2=-7(F=-10), 3-4=-8 Harz: 1-4=-15.1-2=-21, 2-3=15 Concentrated Loads (lb) Vert: 2=-48(F) 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-2=-15(F=-10), 3-4=-8 Harz: 1-4=-15,1-2=-13, 2-3=15 Concentrated Loads (lb) • 6.300s Jul 11 2008 MiTek Intlustries, Inc. Tue Dee 04 09:08:56 2007 Page 2 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. ��� e Design valid for use only with MiTek connectors. This design a based only upon parameters shown, and is for an individual building component. -��•"�{Y�©'t Applicabifity of design paramenters and proper incorporation of component is responsibility of building designer- not tons designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction's the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Po,r�o .e renran.. fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSII -89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Infofmatlon ovoloble from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Plyloo in (loc) I/deb L/d TCLL 20.0 Plates Increase R27344278 FLAT_ROOF FT31 ROOFTRUSS 1 1 240 TCDL 10.0 Lumber Increase 1.25 BC 0.14 Vert(TL) Job Reference o tional ao,ru ov— -r e«vo o.suu s Jul s s zuuo mi i ea maussnes, inc. i ue uec u4 uv:ue:a6 zuur I -age 1 6 3x4 = 4.10-5 1-2-1 0.25 12 Scale - 1:14.1 73x10 = 32x4 II 2x4 II 5 4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.02 5-6 >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.03 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud 'Except* 2-5 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 6=238/Mechanical, 4=269/Mechanical Max Horz6=38(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-133/0, 1-2=-7/14, 2-3=-9/13, 3-4=0/110 BOT CHORD 5-6=0/232, 4-5=0/232 WEBS 2-6=-247/0, 2-5=0/157, 2-4=-449/0 3x4 = PLATES GRIP MT20 185/144 Weight: 27 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES .) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down at 8-1-1, and 48 Ib down at 17-7-11 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70(F=-10), 4-6=-10 Concentrated Loads (lb) Vert: 2=-48(F) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30(F=-10), 4-6=-30 Continued on page 2 OQ�OFS. ESS/pN� c9 m W 0'6433 ber 4,2007 ® WARNINO - Ver{fy design p --ter. and READ NOTES ON THIS AND INCLUDED IIDTEE REFERENCE PAOE MD -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and B for on individual building component. Appliicabirity, of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabilty, during construction is the respomibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, calvary, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 108 Safety Information available from Truss Plate Institute. 593 90nafno Drive. Madison. WI 53719. Citrus Heights, k L ne, Su Job Truss Truss Type Qty Ply 0R27344278 FLAT_ROOF FT31 ROOF TRUSS 1 11J` ob Reference (optional! Select Build, Indio, GA- 92203 LOAD CASE(S) Standard Concentrated Loads (lb) Vert; 2=-48(F) 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pit) Vert: 1-3=-7(F=-10), 4-6=-8 Horz: 1-6=9, 1-3=-21, 3-4=13 Concentrated Loads (lb) Vert: 2=-48(F) 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pit) Vert: 1-3=-15(F=-10), 4-6=-8 Horz: 1-6=-13, 1-3=-13, 3-4=-9 Concentrated Loads (lb) Vert: 2=-48(F) 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (plf) Vert: 1-3=-7(F=-10), 4-6=-8 Horz: 1-6=-15.1-3=-21, 3-4=15 Concentrated Loads (lb) Vert: 2=-48(F) 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Pit. metal=1.33 Uniform Loads (pit) Vert: 1-3=-15(F=-10), 4-6=-8 Horz: 1-6=-15, 1-3=-13, 3-4=15 Concentrated Loads (Ib) Vert: 2=-48(F) • 6.300 s Jul 11 2006 MiTek Intlustries, Inc. Tue Dec 04 09:08:56 2007 Page 2 ® WARNINO - ceHfy design pa-met—a and READ NOTES ON THIS AND INCLUDED WTEN REFERENCE PAGE Mu 7973 BEFORE USE. e Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the binding designer. For general guidance regarding 7---. a rrwraw.. fabrication, quality control, storage. delivery, erection and tracing, consult ANSI/TPII Duality Criteria, DSB-89 and BCS11 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D`Cnofno Drive, Madison, WI 53719. Citrus Heights, CA 95610 Job Truss Truss Type Qty Plyo 0 1.25 TCDL 10.0 Lumber Increase 1.25 827344279 FLAT_ROOF FT32 ROOF TRUSS 1 1 Code UBC97/ANSI95 ob Reference o tional beieci aatia, mato, -- nova LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO 8CDL 5.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=103/Mechanical, 3=103/Mechanical Max Horz4=38(load case 4) Max Uplift4=-4(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-90/14,1-2=-9/13,2-3=-90/2 BOT CHORD 3-4=-27/29 WEBS 1-3=-21/23 2-10-5 0.25 12 3x4 -- 2.4 2x4 II o.suu s Jul 11 zuua mi i ex mausines, mc. i ue uec u4 ullva:Dr zuur rage i 22x4 II 3x4 = Scale - 1:13.8 CSI DEFL in (loc) I/defl Ud PLATES GRIP TC 0.11 Vert(LL) -0.00 3-4 >999 240 MT20 185/144 BC 0.05 Vert(TL) -0.00 3-4 >999 180 WB 0.01 Horz(TL) 0.00 3 n/a n/a (Matrix) Weight: 13 lb BRACING TOP CHORD Sheathed or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES .) This truss has been designed for the wind loads generated by 70 mph winds at 25 fl above ground level, using 9.0 psf top chord dead load and 4.0 psf bottom chord dead load, in the interior(1) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70(F=-10), 3-4=-10 ® WARNINU - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEE REFERENCE PAGE 1119 7473 BEFORE USE. e Design valid for use only with Mitek connectors. This design's based only upon parameters shown, and isfor an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of buldng designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and 8CSI1 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. Citrus He' tits CA 95610 )7 Job Truss Truss TypeTity f4:0-1-8 Edgel [5:0-1-8,0-0-01, [9:0-1-8 Edge], Ply o 0 SPACING 1-4-0 CSI DEFL in (loc) I/def! L/d PLATES GRIP 827447218 FLAT_ROOF FL01 FLOOR 1 TCDL 21.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.22 11-12 >747 480 Job Reference(optional) 0-1A H ! zso 2x4 II 2x4 = 3x4 = 1 2 o.ouu s um euw mi i ex mausines, mc. mon spec i r i o.ar....... rage s 1-0-0 2-0-0 Oster i i i Sc l = 1:23.0 2x4 II 2x4 11 30 = 3x4 II 3.4 = 3 4 5 6 7 4 12 11 10 9 3.4 = 3x6 = 3x4 = 3.4 = _ 13.10-8 'qRWPlate Offsets (X Y): [3:0-1-8,Edgel, f4:0-1-8 Edgel [5:0-1-8,0-0-01, [9:0-1-8 Edge], [10:0-1-8,Ed0e1 111:0-1-8 Edgel,113:0-1-8.0-1-01 LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/def! L/d PLATES GRIP TCLL 60.0 Plates Increase 1.00 TC 0.34 Veri(LL) -0.06 10 >999 480 MT20 185/144 TCDL 21.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.22 11-12 >747 480 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.03 8 n/a n/a BCDL 20.0 Code UBC97/ANSI95 (Matrix) Weight: 62 lb LUMBER BRACING TOP CHORD 4 X 2 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 HF Std REACTIONS (Ib/size) 12=911/Mechanical, 8=917/Mechanical FORCES (lb) - Maximum Compression/Maximum Tension TOP.CHORD 12.13=-108/0, 1-13=-108/0, 7-8=-114/0, 1-2=-4/O, 2-3=-1629/0, 3-4=-1641/0, 4-5=-1641/0, 5-6=-1641/0, 6-7=0/0 BOT CHORD 11.12=0/1050, 10-11=0/1629, 9-10=0/1641, 8-9=0/1048 WEBS 2-12=-1286/0,2-11=0f717, 3-11=-224/0, 6-8=-1288/0, 5-9=-268/0, 6-9=0/734, 4-10=-131/0, 3-10=0/23 NOTES 1) Refer to girder(s) for truss to truss connections. �) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 18,2007 ® WARNINO - Ve,% design parameters and READ NOTES ON TMS AND INCLUDED WTEE REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with Moek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of bullring designer- not truss designer. Bracing shown �-�•YY is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M1Tek* erector. Addiiiorwl permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding ;--------.. fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. Citrus HeiclhtS, CA 95610 Job Truss Truss Type Qty Plyo 0 PLATES GRIP TCLL 60.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.27 14-15 >993 480 827344247 FLAT_ROOF FI-02FLOOR BC 0.60 7 1 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(fL)' 0.09 12 n/a n/a BCDL 20.0 Job eferencefoptionall aeiea amw, mwu, s.n • actor 0-1-8 H12— �0 - o.ouu a um i i wuo mi i ex mouamea, nm. i ue ueu w un.uo.00 cuuf ruue r 1 -s -e a 1 = 1:38.1 3.4 II 400 = 2x4 II 3.4 = 2x4 II 2,14 II 3x6 FP = 3x4 = 2x4 II 400 = 3x4 II 1 2 3 4 5 6 7 8 9 10 11 4 4 18 17 16 15 14 13 12 4x8 = 402 = 3x6 FP = 30 = 3.4 = 012 = 4x8 = 3x6 we = 22-9-8 22.9-8 Plate Offsets MY): ll:Edge.0-1-81 15:0-1-8,Edgel, f6:0-1-8,0-0-01,112:Edge,0-1-81, 114:0-1-S,Edgel, (15:0-1-8 Edge), j18:Edge,0-1-81 LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 60.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.27 14-15 >993 480 MT20 185/144 TCDL 21.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.48 15-17 >563 480 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(fL)' 0.09 12 n/a n/a BCDL 20.0 Code UBC97/ANSI95 (Matrix) Weight: 96 (b LUMBER BRACING TOP CHORD 4 X 2 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 HF Std 'Except' 2-18 4 X 2 SPF 1650F 1.5E, 2-17 4 X 2 SPF 1650F 1.5E 4-17 4 X 2 SPF 1650F 1.5E, 4-15 4 X 2 SPF 1650F 1.5E 10-12 4 X 2 SPF 165OF 1.5E, 10-13 4 X 2 SPF 165OF 1.5E 8-13 4 X 2 SPF 165OF 1.5E, 8-14 4 X 2 SPF 165OF 1.5E REACTIONS (Ib/size) 18=1518/Mechanical, 12=1518/Mechanical FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-18=-113/0, 11-12=-113/0, 1-2=0/0, 2-3=-3297/0, 3-4=-3297/0, 4-5=-4562/0, 5-6=-4562/0, 6-7=-4562/0,7-8=-4562/0, 8-9=-3297/0, 9-10=-3297/0, 10-11=0/0 WTCHORD 17-18=0/1890, 16-17=0/4129, 15-16=0/4129, 14-15=0/4562, 13-14=0/4129, 12-13=0/1890 BS 2-18=-2322/0, 2-17=0/1743, 3-17=-259/0, 4-17=-1031/0, 4-15=0/536, 5-15=-232/0, 10-12=-2322/0, 9-13=-259/0, 10-13=0/1743, 8-13=-1031/0, 6-14=-232/0, 8-14=0/536 NOTES 1) Refer to girder(s) for truss to truss connections. 2) Recommend 2x6 strongbacks, on edge, spaced at 1D-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �OQ?,OFESS/pNgl S. C 04803 rn. ©IWQ5 '12 4,2007 ® WARMNG - Ver jfg design parvmeters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII-7473 BEFORE USE. e Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibillity, of the MiTek• erector. Additional permanent bracing of the overall structure is the responsiblity, of the buldng designer. For general guidance regarding .o..co.o.x4raA.. fabrication, quality control, storage. delivery. O erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'nofno Drive. Madison, WI 53719. Citrus Heights, CA 95610 4 Job Truss Truss TypeT.Qty CSI Ply PLATES GRIP TCLL 60.0 Plates Increase 1.00 TC 0.44 100 827447210 FLAT_ROOF FI-03FLOOR TCDL 21.0 1 BC 0.16 Vert(TL) -0.02 4-5 >999 480 BCLL 0.0 Rep Stress Incr Job Refere nce o do a 0-1-8 H2 -64)I 2 1 3x4 2 3x6 = 6 3x6 = 3 2 1 I Scale = 1:13.7 3x4 II 5 4 5-9-0 3.6 = LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/def! L/d PLATES GRIP TCLL 60.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.00 5 >999 480 MT20 185/144 TCDL 21.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.02 4-5 >999 480 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 4 n/a n/a BCDL 20.0 Code UBC97/ANSI95 (Matrix) Weight: 32 lb LUMBER BRACING TOP CHORD 4 X 2 SPF 165OF 1.5E TOP CHORD Sheathed or 5-9-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 HF Std REACTIONS (Ib/size) 6=370/Mechanical, 4=370/Mechanical FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-112/0, 3-4=-112/0, 1-2=0/0, 2-3=0/0 BOT CHORD 5-6=0/337, 4-5=0/337 WEBS 2-5=0/90, 2-6=-408/0, 2-4=-408/0 NOTES 1) Refer to girder(s) for truss to truss connections. �) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ® WARNING - V—ffg design pa--tero and READ NOTES ON THIS AND INCLUDED IWEE REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of binding designer- not tans designer. Bracing shown Nil is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the buldng designer. For general guidance regarding -- fabrication, quality control. storage, delivery, erection and bracing, consult ANSIRI'll Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information ovallable from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. Citrus He' hts CA 95610 7