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Plans e . I10 it.Co sW Crreek.7 .c,c j Jgot 02o/ - oc' 41 �� 11 25' -9 1/P L L J r + -� '\ SI1 B / SJ1 N 1 .3 3 BFW AFW BFW AFW N 1 � $ 8 a S7� ® Copyright CompuTrus Inc. 2008 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS HORIZON RESTORATION 11/10/10 PLACEMENT u ATIOSAND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION -I: DRAWINGS FOR ALL FURTHER 12141- REVISED HORIZON REST INFORMATIONEROFRE PaciMLumber DESIGNSIBLE FOR AL OF NON-TRUSS RESPONSIBLE FOR ALL NON -TRUSS PLAN: D BY: REVISION - TO TRUSS CONNECTIONS. BUILDING ASH CREEK COND EdKEDBY: DESIGNER/ENGINEERO RECORD TO & TRUSS _ REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE REVISION -3: DESIGNS PRIOR TO CONSTRUCTION. 0.08" -1' All designs are property of - Pacific Lumber and Truss. All designs are null and void if not fabricated by - Pacific Lumber and Truss. CompuTr us. Inc. Custom Software Engineering Manufacturing WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIIWTCA in BCSI, copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' and 10' o.c respectively unless braced throughout their length by continuous sheathing such as plywood sheathing (TC) and /or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown + +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non - corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate see ESR -2529 (CompuTrus) and/or ESR - 1311, ESR- 1988(MiTek). C "S- s iO4 w�y,� S ��_to PRO to. • zr.'" $116\z..'. 0 s q t7778 OREGON ^ ? '0 * IS11t i tit 6. --I 0 , \ JONAL � " R. C <2- [ EXPIRES 6/1W11 J I EXPIRES 12/31111 1 CompuTr us. Inc. , y v -� 0) 1 1 r i 4 Custom Software Engineering Manufacturing bra 3, ... sr,: _:a7rw a... 4 ::r.�a =.a ::sue • , =:r 3 . •.. Gable end trusses that have been designed to support vertical and/or seismic loads sometimes require that their top chords•be notched for outlookers. These types of trusses have come under increased scrutiny by the building departments and their field inspectors. The top chord is a critical component in the truss and considerations must be made during the design process to prevent repairs later. Several options are listed . below. Option I: For 2x4 Outlookers • For 2x4 Outlookers. • • Requires 2x4 blocking between outlookers. Da not cut into heel plate • • • Option II: For 4x2 Outlookers • For 4x2 outlookers. • Notches must be cut with care. M- .5x3 @ 36" No blocking required. • � Do not cut into • Same cutting as for common. heel plate • Shim let -ins at each end for full bearing. Aill!■.■. • Option III: For 4x2 Outlookers - Span < 24' -0" • For 4x2 outlookers. . • 4x2 blocking between outlookers required. all 1 -1/2" Option IV: For 4x2 Outlookers with full • 4x2 notches must be cut with care. continuous bearing, studs at 16" o.c., and • No extra measures sheathing material attached to one face • , \ �� strO FROFF O O C R 5 , .0 n. V v G NFF S, � � , p F Olk % • OREGON ^� #0,,i.,:. iI I IisI` y -- O y 17778 )>. 9E R , Q p R fiCISI� v R. C NS .* iO ,t t IBC 2006 / CBC 2007 1 EXPIRES 12131111' EXPIRES 6/10/11 L . -.. ii. • FOR GABLE ENDS UNDER 6'43' IN HEIGHT GABLE END TRUSS MAY RESIST UP TO 180 LF DRAG LOAD. / In MINIMUM GABLE STUD GRADE - 2,4 STANDARD GRADE HEM-FIR PROVIDED . 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST • 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN , CUSt0IT1 Software Engineering Manufacturing ACCORDANCE WITH IBC TABLE 2306.4.5. 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL GABLE END M.2.5x4 (2) 2x4 BRACE AT 16' -0' o.c. OR AT 11;11E3 Typical w CENTERLINE. ATTACH WITH 16d NAILS SHOWN IN (). II / . (2) 2x4 STUDS " . STRUCTURAL T RUSSES M -2.5x4 16' MAX PLATE • i - - - - - - - - - - - (2) 1 A dil I M 2.Sa4 (Sp V• , . .. • • C ENTER VERTICALS VARY.AS REQUIRED 5 C PRpp . BY VENT SIZE OR OUTLOOKER • • � c Qi�G)NCe.. / 0 .,/, BRACING FOR GABLE END • -- x /an-- CUTOUT FOR 4.2 °, m OUTLOOKER • CUTOUT FOR 47Q OUTLOOKER N � OREGON ,c ' -1 . • y / , I X f O aeR b O. I / i J •... IT TR. CP� / /�- ..... -- EXPIRES 12/311111 f 1,4 ADD -ON. ATTACH OVER STUD • � �O4 WASyo OFF STUD WITH 8d NAILS AT 9' o.c. . h FILE NO: GABLE END DRAG ' H ,. Z r 4,2 0UTLOOKERDETAILS • • DATE: 07/23/08 • / * ' • , .. • REF: 25 -15 DES: SC ,� 17778 � IBC 2006 / CBC 2007 . ioNAL sae [ EXPIRES 6110111 , • • FOR GABLE ENDS OVER 6' -0 IN HEIGHT ' " MINIMUM GABLE STUD GRADE 2x4 • COmpuTrus. Inc. CONSTRUCTION GRADE HEM-FlR oc ci. C � / Custom Software Engineering Manufacturing � `� OF WA3k' 4Po � v) t '- Z r 6'-0 o.c MAX M -2.5x4 . 0011111*. I 111.12\11111 �:'1:1 2 � \ " — 2x4 OUTLOOKER �� JQ I! I I IF II 1 I1 II f 4� �OrI III I M 1x1 rrpr�l ! I I EXPIRES 6110111 I 1 1 _ I I _ _ - 4 2x4 BRA BRACED e - AT 8' -0 M AXIM UM ' 2x4 ST S /IN'''. I - • qi ; F. M z. sxa ® MAX ; 1 I . : . - M -2.5x4 2x4 CONTINUOUS , PROP BACKING GABLE END TRUSS MAY RESIST UP TO 180 LF DRAG LOAD, PROVIDED < S ATTACHED WITH 16d 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 (4/ V aGINE O PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN . 0 \ ACCORDANCE WITH IBC TABLE 2306.4.5. �' 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO i '. • SUPPORTING BEARING WALL - • OREGON A^ °D J _ TO AO9E R 6 SHEATHING TO 2x4 BLOCKS WITH 316E NAILS 8d NAILS AT GABLE STUD Q GABLE END EACH END 6' o.c. T T R- CPR EXPIRES 1 2/31/11 77 Inr ' �' - 18E at 2a• o.c 1 -18d FILE NO: GABLE END DRAG L2x4 BLOCK z -t8E WITH 2 -16E DATE: 0723/08 TOE NAIL R 1 t REF: 25 15 DES: SC 8d NAILS AT 6 o.c. EACH END. \ 2 4 . NOTCHED PER 2x4 BRACE WITH 4 -16d NAILS 2 -16d IBC 2006 / CBC 2007 OUTLOOKER 2-16d 16d o.c. I . " • • , I • , I FOR GABLE ENDS UNDER 6' -8 IN HEIGHT CompuTl- us. Inc. ••MINIMUM GABLE STUD GRADE - 2.4 STANDARD GRADE HEM -FIR Custom Software Engineering Manufacturing + 2x4 Brace at 2' -(r o.c. 8'-0' MAX GABLE END M -44 1,144,5 (2) + 1 2x1 BRACE AT 76' -0' o.c. OR AT M-t 4) Twice, y CENTERLINE. ATTACH WITH 16d aw NAILS SHOWN IN (). > (2) 2x1 STUDS " STRUCTURAL TRUSSES M.2.5 4 PLATE / z -11121.■110.1..' (2) 1 Al 1 MI -2.S34( (Spl) CENTER VERTICALS VARY AS REQUIRED `�FLE4 PRO, BY VENT SI OR OUTLOOKER BRACING FOR GABLE END ' '• • C CUTOUT FOR 41Q T 0, • OREGON ^ � OUTLOOKER CUTOUT FOR 4)2 OUTLOOKER O r • v ORcR u• �� I / T R. CPR $ EXPIRES 12/31/11 / i C e OFF ST I ADD-ON. ATTACH OVER STUD 0 ,OF wA 460 WTH 8d NAILS AT 9' c.c. FILE NO: TUDOR GABLE END ; f Z : , 0 ri 402 OUTLOOKER DFTAIL N DATE: 07/01/09 • : i . *or . REF: 25 -15 DES: SC . At IBC 2006 /CBC 2007 A't ANAL [ EXPIRES 6/10/11 . ' , , ' • / CompuTcus. Inc. CUTOUT FOR 2x4 pE PROFES Custom Software Engineering Manufacturing 1 'OFF STUD' � � � �� S ADD-ON SAME SIZE AND �C9 1N p DA GRADE AS TOP CHORD t �yY WTH16dNALSAT O.0 LUMBER SPECIFICATIONS: ,,,,., • OREGON A .°D J 2X4 #2 OF-L. CHORDS ADD ON SPLICE TO OCCUR ; pa. cR G . '` �v 2X4 STD. DF -L STUDS AT PANEL POINTS WITH 0 CLUSTERS 2 -16d NAILS T R. GP� T EXPIRES 12/31/11 M-4x4 �IA (114 ' RS PER DETAIL MAX MA DETAIL (1-4 MAX OVERSIZE CUT) Pf !_ r M-141 ONE SIDE AND (2) 14 GA 2' 2x4 CONST. DOUG. STAPLES ON OTHER SIDE FR AT 32' O.C. 2x4 BLOCK v/3-16d EACH END • i• • I �— MINIMUM GRADE CHORDS ®� — � - AND STUDS 2• -p• I 6 4 -16d I ��_ r M3x6 MIN OR USE ♦�� -- - _ _ SAME SIZE AS ON o - - TRUSS A a o BALLOON FRAME BEARING WALL TO 0� 6' SCISSOR BOTTOM CHORD ~��— ��! SCISSOR G - : LE I A Y - — - END FRAME I , I Y / v 16d AT 24' O.C. 2x4 CONTINUOUS BACKING WITH lad NAILS AT 24 O.C. TO WALL PLATE BEARING CONNECTIONS ARE TIE SOLE RESPONSIBILITY OF TIE ENGINEER OF RECORD. DETAILS ON THIS PAGE ,` i p ce• �� ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO BE '� WAS UTILIZED WITHOUT THE BUILDING ENGINEER'S APPROVAL. 0 ��OF M .4 "414 0 t fitiz 1-.. _ , r + SECTION A H FILE NO: SC GABLE END »' DATE: 27 -01!09 17w 4s , REF: 25 -1 DES: SC 4 SC 2006 /CBC 2007 J1 ' fONAL EXPIRES 6/10/11 , • - CompuTrus. Inc. B 7 FRAMING DETAILS WHERE HIP TERMINATION _ - Custom Software Engineering _Manufacturing POINT DOES NOT MEET LMTH COMMON TRUSS. COMMON TRUSS - . RIDGE I I — 1 • "/ OMMON TRUSS'( .._ ....._---' I L RAPED BLOCK _ COMMON TRUSS I TOP CHORD SECTION/ _ EXTENDED TO _ pAPEDBL�K ' _ 04 ' CROSS • V ROSS BLOCK I BLOCK - I HIP RAFTER ■ - ,,--HIP t " i, RAFTER + - I 03 1 - _ • I V A•A 02 I 1 I 01 HIP GIRDER TRUSS Y /II 1 - EXTENDED END I END JACK BOTTOM CHORDS • ■ SETBACK FROM _ END WALL AS ' • SPECIFIED • • . ON ENGINEERI • j TO3 r I E XTENDED END , i, . .. JACK 01 02 OMMON ' END JACK - SS I _ _ _ - 1 SETBACK FROM END WALL AS SPECIFIED 11.1 ON ENGINEERING p . C _ • ckSD PR OFF 1_ /�� i • • F 2,,7 I rtial at ` �S� 0 Doti WAS}l1 . i'O ��: f — 4.O b.a.I)vIc • FILE NO: CALF HP DETAL �� GIN >p V '� z DATE: 07/23/08 1� y . See Eng'n for Details REF: 25,15 -1 DES: SC i • `u'L^ 1' • / IBC 2006 /CBC 2007 ' � OREGON n J � r -, 7 � g � - SEQ: S151508 i_ ca R C Q ; , i` • 2.0 LATERAL BRACING AS SECTION AA T J' R G I�Q: IONA • SPECIFIED ON ENGINEERING EXPIRES 12/31/11 [ EXPIRES 6110111 I - ,r. Inc. DETAIL FOR CONVENTIONALLY FR ABED VALLEY FILL ' / �COLTIpUT{'US, I VALLEY JACKS SPACED 24'o.c. CLEAR SPAN NOT TOE>a EED FOR 512E AND GRADE SEE END JACK CHART OR RAFTER SPAN TABLE UNDER APPROPRIATE C.S.I. LOADING. Custom Software Engineering Manufacturing VALLEY PADS - 166 OR 2 - 2z1's. JACK POSTS - 2N0's TO BE PLACED UNDER VALLEY JACKS AT NO MORE THAN 8' -0 o.c. AND NAILED • TO JACK PURLINS. - 1 JACK PURLINS - 2z6a6' -0' SPANNING OVER THREE TRUSSES UNDERNEATH AND PAR ALLEL TO VALLEY JACKS TO WHICH THE JACK POST SUPPORTS ARE NAILED. RIDGE BOARD - MINIMUM2,6 NO. 2HEM -FIR. • RIDGE POST - 2>a6's TO BE PLACED UNDER RIDGE BOARD AT NO MORE THAN 5' -0' o.c. AND . NAILED TO RIDGE PURLIN. RIDGE PURLIN - 2346 WHOSE LENGTH IS 1/2 THE VALLEY WIDTH AT THE POINT A INDICATED BY A RIDGE POST. I Valley Jacks RIDGE BOARD i • at 24' o.c, NAILING PER IBCARC 2006 / I TRUSS AT 20' o.c. Rape END WALL, GABLE END / r Fortin OR GIRDER TRUSS Ridge Post Jack 4—J Post • . Ridge / Purin Jack Pullin Ridge 1 I ,/{ . Board SECTION A.A ' • ' Valley Pad II Jack Pullin 11 al I I I Rid _ _ I Ridge � I _ ` R. C .4. Jadi Pullin \ J L . • WAS . O ,o� y'�� O ��E� PROFF �� oati J � ,t c • j ,...r =` Z r �c\�. e 1G►Nf�c -- �` Jack I udin . I DTI FILE NO: CALF FILL DETAIL ' 1, R 17_ 174 6 , T 0REGON; A . a ' J 1 ' ' • DATE: 0120108 • O .4ER 6• `� • REF: 25,15 -1 DES: SC r �` N C r1 R. Cr• - I BC 2006 1 csc 200 [ EXPIRES 6110111 [ EXPIRES 12/31/11 1 A J SEO: S151509 . r. • ■ • /7 CompuTrus.Inc. TYPICAL HIP OVERFRAMING DETAIL Custom Software Engineering Manufacturing •Instal 2X4 bracing at tat top chord areas at 7 -0' o.c. unless o7,emtao noted L4-1 jO AT VERTICALS. UON. 16' -0- (L PRO . T� �� S si .. 1 � �\ 4OINEF -P O r / -•��' Hip a5 • L OREGON 47 a ': IF O p . RE R G• O54 _ o f i2 a3 a 5 . '' R. CPO a , I EXPIRES 12131/11/ ta• -0" MA O AT VERTICALS. UON. 1 t1M ,f-- -) I nn-a,P4-4,13 . Hip #3 Ott e as • \2, -111) 44 O DOE w�s440 O ■ r . ' 11 R 17778 f-4 •� - Hip #1 Hip 02 \ EXPIRES 6/10/11 / \/ FILE NO: HP OVERFRAMING For Truss Oetab not snow, see appropriate CanpuTr a design. DETAL Note: Rat own framing material to be equal or better in size and grade of pat portion of structural member. DATE: 07/01/09 REF: 25,15 -1 DES: SC ®C 2006 /CBC 2007 1 " . . / Ns' CompuTrus. Inc. A) 2x4 Post attached to each truss panel point and over head purlin with 2.16d nails. • B) 2x4 No.1 Hem -Fir or No.2 Doug. Fir purlin at 4'0" o.c. .. C Custom Software Engineering Manufacturing C) 2x4 No.1 Hem-Fir or No.2 Doug. Fir stiffener attach to post with 3- 16d nails. 0 ' ` � WAS" * , 0 D) lip Truss No.1 setback from end well as noted on truss design. . L. 4 � I. o , : ° E) Edended end jack top chord (typical). ' III II II II F) Common truss. R . r G) lip Comer Rafter. 1 7 X I i III H A44 II A M 2x4 Continuous lateral bracing. • � r I I W III I I ll: 11 ( EXPIRES 6/10/11 J _I 111 II it0A / - � �_ ®1� im III / ,411111111111111111111111 : _I , / G I -- I / / \� V J A Section Y J r E i cO PRO,c ' ,t s " F • ` 0 �V\� ��C,1NF 2 D FILE NO: HP FRAMING DETAIL V v r , DATE: 0723/08 f `i't' REF: 25, 15 -1 DES: SC t,, OREGON Z BC 2006 / CBC 2007 # 0 � Ov Section X T R. CPR' J , Setback I lip Truss at 24' o.c.(Typical) • EXPIRES 12/31/11 • CompuTr us. Inc. SIDE VIEW TYPIC END JACK Custom Software f Engineering Manufacturing SEE END JACK SPAN CHART FOR REQUIRED SIZE AND GRADE DUTCH GABLE TRUSS END JACK TO P CHORD SETBACK FROM END WALL DUTCH GABLE TRUSS PER ENGINEERING r l I ' END JACK i 1 ./.1. B Chord, Use e at Comer Members are or Where No Ceding b - - - Specified. ...,„,a _ ___. t - i i - - - I I PRpp PCKS kr ,4GINeks i 0* II T C r 4 OREGON ' COMMON TRUSS ' O 0 E R 6 Q • l R. G p. <'`�' EXPIRES 12/31/11 , DUTCH GABLE TRUSS 1 Thk A SIDE JACKS SETBACK FROM END WALL PER ENGINEERING r - END JACKS _ - HIP RAFTER —.l 4 p � • C� 24 o.c. TYPICAL. � R A • FOR SIZE AND ATTATCHMENT REQUIREMENTS VAS • SEE ENGINEERING O ��QF 1•y,� y am •' 0 i. l FLE NO: DUTCH FRAMING DETAL DATE: canna ' 44 • R $ 17779 s is) REF: 25.15 -1 DES: SC y.‘ AL. IBC 2006 /CBC 2007 EXPIRES 6110/11 J CompuTrus. Inc. Compression web bracing shown on CompuTrus designs is to resist buckling of those webs. An alternate method to brace the 2x4 bracing shown on a single member truss is to attach T bracing. T bracing is a 2x member placed flat on the web as shown i n the figures. Custom Software Engineering Manufacturing 1 -2x4 Brace Required 2 or 3 -2x4 Braces Shown See appropriate CompuTrus Engineering See appropriate CompuTrus Engineering 2x4 T Brace 26 T Brace 2x4 T Brace Ir f— Web X f— Web H f— Web _ PROF ��`° �t,GtN O al ?art_ The T brace must be at least 80% of the web length and is attached with 10d nails at 6 "o.c. ttroughout. 11111, • OREGON .°i Typical at trusses 24"o.c. only. s'j .,C) -4 O 9ER 6 • d,-/ tf a 2x4 or 2x6 web requires a single brace, a 2x4 T brace maybe substituted. If a 2x4 or 2,6 web requires 0 )>, � Q'- 2 or 3 braces, a single 2x6 T brace or a 2x4 T brace attached to the top and bottom of the web maybe R. C P substituted. The T brace(s) must be of equal or better material than the web. EXPIRES 12/31/11 Trusses at 24"o .c. typical ,c, g- Cq O`� �pF WAS y c � 1 Restraint required at Brace must be 80% of • • C.) 4 1/4 . # e ach en d of brace the length of the web. ;f; y • • Z I'" and a 20' inte rva ls. . - , ` 2x4 lateral brace with 17_ 778 i 2 -10d nails per truss. "Fi y. / , /-. �/ /' Refer to CompuTrus Eng. / 2x4 T Brace with /pl,IAyFT 10d nails at 6"o.c. EXPIRES 6110/11 ` \_� •�--� FILE NO: Lateral Brace Detail \ � i 1:11„,„4„..../ : m il Ii • Il i k o■ DATE: 07/23108 SEQ: 2787671 BC 2006 1 CBC 2007 Lateral Brace i Alt. Lateral Brace JIIIIIIIIIIlII ' LUMBER SPECIFICATIONS 25.09.08 MONO DUTCH TC SETBACK 4.00.00 FROM END WALL IRC 2006 MAX MEMBER FORCES 4WR/GDF/Cq =1.00 PPM TC: 2x6 OF SS; LOAD DURATION INCREASE = 1.15 (Non -Rep) 1- 2= .48) 40 2- 9 =( -733) 5168 9- 3 =( -142 1113 13- 8 =( -347) 77 - 204 DF 4118BTR T1 2- 3= -5463 ) 876 9 -10=( -1590 8927 9- 4=(-3898 882 BC: 2x6 OF 2400F; ( LOADING 3- 4= -5168) 791 10.11 =( -1438) 9514 4.10 =( 0 . 316 2x6 DF SS 61 TC UNIF WEBS: 204 DF STAND TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 5'- 0.0' TO 25'- 9.5' V 4- 6= -8981) 1612 12.13 =( -739 6331 11. 6 =( S7 246 BC UNIF LL 0.0) +DL( 30.0 = 30.0 PLF 0'- 0.0' TO 25'- 9.5' V 6- 7=(-6532) 811 6.12= -3067 704 TC LATERAL SUPPORT <= 12'0C. UON. 7- 8 =( -21) 40 12- 7= 62 867 BC LATERAL SUPPORT <= 12'0C. UON. TC CONC LL( 125.0) +DL( 35.0)= 160.0 LBS @ 5'- 0.0' L 7 -13= -6557 799 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'0C VON. FOR REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES ALL FLAT TOP CHORD AREAS NOT SHEATHED $$ 0'- 0.0' -285/ 2024V -155/ 58H 5.50' 3.24 DF ( BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 25'- 9.5' -79/ 2026V -155/ 58H 5.50' 3.24 OF 625 AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. OVERHANGS: 24.0' 0.0' VERTICAL DEFLECTION LIMITS: LL= LI240, TL =L /180 C- 1.524.3 or equal at non - structural MAX LL DEFL = 0.031' @ -2'- 0.0' Allowed = 0.200' vertical members (uon). MAX TL DEFL = 0.028' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = - 0.686' @ 15'- 0.1' Allowed = 1.244' Connector plate prefix designators: MAX TL DEFL = - 1.082' @ 15'- 0.1' Allowed = 1.658' C,CN C18,CN18 (or no prefix) = CompuTrus, Inc U,1126HS,U18HS, 16 = MiTek UT series MAX HORIZ. LL DEFL = 0.095' @ 25'- 6.0' 13 - - 11 - - MAX HORIZ. TL DEFL = 0.150' @ 25'- 6.0' T I '( Design conforms to main windforce- resisting 4 -03 -12 4 -11 -13 4 -08 -06 1 -00 -03 5-05-01 5 -04 -05 system and components and cladding criteria. 1 i ♦ 160# T T '( '( 12 Wind: 110 mph, h =25ft, TCDL =4,2,8CDL =6,0, ASCE 7-05, 4.00 M - 1 .5x3 Enclosed, Cat.2 Exp.B, MRS, interior zone, load duration factor =1.6 11.2,5x4 or equal at non - structural diagonal inlets. M - 5x16 NOTE: BRACING SHN + MAY BE PUT ON OPPOSITE SIDE OF WEB MEMBER SHOWN TO ALLOW FOR CLEARANCE. M- 7X16($) M -3x6+ 5 OW M - ax t 2 M . ' PROF at <i. 1G %N� % M -7x10 '' 4 0 e B ; - . L �� M -4 'g� - - _ o o 1 81 9 to T 11 1 2 + 13 �p � ■ w ° � T R. C P M -4x12 0.25' M -1.5x3 M -3x12 M- 6x16I MHS- 7x16(S) jil10l10 y y ' y y EXPIRES 12/31/11 4 -03 -12 5 -03 -05 5 -05 -01 5 -01 -09 5 -07 -13 - /, 2 -00 25-09-08 . R� C� O of ,, 0 JOB NAME: ASH CREEK CONDOS - Al L, 1._ r , r Scale: 0.2483 �� WARNINGS: GENERAL NOTES. unlessotherwbe noted: I. Builder and erection contractor shined be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review T russ: Al and Warnings before construction commences. and approval i9 the responsibility of the building designer, rot the • 2. 2x4 compression web bracing must be installed where shown •. truss e s designer or truss engineer. �� 3. All lateral force resisting temporary 2. Design assumes the top and bottom chords to be laterally braced at n9 elements such as tam po rY end permanent - h /4:'.p 7. Des DES. BY : MJ stability bracing must be des by designer of complete structure. 2 o.c. and at 10' o.c. respectively unless braced throughout their length by tinu conous sheathing such as plywood sheathing(TC) ardlordrywao(BC). DATE: 11/10/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown • • Q 7_ 778 4. No bad should be applied to any component until after all bradng and 4. Installation of truss is the responsibility of the respective contractor. �• •r' -v � „ J 1 . SEQ.: 4689219 fasteners are complete and at no time should any bads greater than 5. Design tea com n assumes messes are to be used in a non- rsNe environment, design loads be applied to any component. p and are for 'dry condition' of use. TRANS ID: 298427 5. CompuTrus has no control over and assumes no responsibility for the 8. Design assumes full bearing at all supports shown. Shim or wedge If I: `ON _ fabrication, handling, shipment and Installation of componecomponents. gn assumes adequate drainage a provided. // / to/ /Q ' - 6. This design is furnished subject to the limitations set forth by 8. Plates shall be boated on both faces of tons. and placed no their center • TPI MlTCA In SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. II III VIII V III VIII IIII IIII CompuTrus, la Digits xate in inches. design values see ESR -2529 (Co I EXPIRES 6/10/11 Coco uTrus, Inc. Software +7.6.0.D(1 L E to. Far basic connector pte mpuTne) and/or ESR -1311, ESR -1988 (MiTek). 111111111111 This design pre5ared from computer input by • PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 9.5' IRC 2006 MAX MEMBER FORCES 4WRIGDFICq =1.00 PPM TC: 2x4 DF M18BTR LOAD DURATION INCREASE = 1.15 1-2= -48) 40 2- 7 =( -317) 2285 3- 7 =( -401) 167 BC: 2x4 DF WEBS: 2x4 DF STAND; SPACED 24.0' O.C. 3. 4 = -2191) 598 B- 9 =( -185` 1594 812 4- 8=( -792) 201 2x4 DF 018BTR A LOADING 4. 5=(-1131) 437 8- 5 =( 31 825 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -228 253 5 9c( -1226; 269 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 6 =( -159) 89 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0' 0.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. 0'- 0.0' -2271 1250V -198/ 294H 5.50' 2.00 DF ( 625) Connector plate prefix designators: 25'- 9.5' -156/ 1172V -198/ 294H 5.50' 1.87 DF 625 C,CN C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP U,U26HS,1118HS, 16 = YiTek UT series AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX LL DEFL = 0.031' LI 782 @ •2'• 0.0' L/120 = 0.200' MAX TL DEFL = 0.028' L/ 867 @ -2'- 0.0' L/ 90 = 0.267' MAX LL DEFL = - 0.104' 1/2875 @ 9'- 2.5' L/240 = 1.244' MAX TL DEFL = - 0.172' (1/1739) @ 9'- 2.5' L/180 = 1.658' MAX HORIZ. LL DEFL = 0.032' @ 25'- 6.0' MAX HORIZ. TL DEFL = 0.051' @ 25'- 6.0' Design conforms to main mindforce- resisting 7 - - 6 6.06 - 6 system and components and cladding criteria. T '1' •1' ( ./Wind: 110 mph, h =25ft, TCDL=4.2,BCDL =6.0, ASCE 7.05, 12 Enclosed, Cat.2 Exp.B, MWFRS, 1 4.00 2 M - 1.5x3 interior zone, load duration factor =1.6 • M -3x6 5 ' M- 5x5(S) N 0.25' e It; +E A m .t , i 1EO PROFE M-1 .5x 3 P G1NE' i 0 ippy _ • OREGON �. J r o rw 7 0.25 e ta $ 9 ' �� G. 0 M -3x8 M -3x4 M -4x4 � T � M-5x5(S) ////0 /10 Q- R. CP ), ), 1" y 9 -02 -08 8 -09 -08 7 -09 -08 1 EXPIRES 12/31/11 y 1• ), 2 -00 25-09-08 R . Cq' ec 'C of wn s�ti `�i'� JOB NAME : ASH CREEK CONDOS - A2 .. L, &A' ow , 0 Scale: 0.2576 to .;n tic 1 , Z r ' WARNINGS: GENERAL NOTES. unless otherwise noted: 1. Builder and erection contractor should be advised of ell General Notes 1. This Inas design is adequate for the design parameters shown. Review .. - � ! • T russ : A2 and Warnings before construction commences. and approval is the responsibility of the building designer, not the ,''! ' 2. 2r4 compression web bracing must be Installed where shown •. treat or that top an d o chords rl'�. , 2. Design assumes ass ossum m the top D end bottom chas to be laterally braced at 3. All lateral force resisting elements such as temporary and permanent ''' '' DES. BY: MJ stability bracing most be designed by designer of complete structure. 2 o.c. and at 10' o.c. respectively unless braced throughout their leenrggtthh by - continuous eheethir such as plywood and/or tlrywall(BC). 17778 DATE: 11/10/2010 CompuTrus assumes no responsibility for such bracing. 3. 2n Impact bridging or r lateral bracing required sired where here s shown • • '+ 4. No load should be applied to any component until after all bracing and 4. Installation of truss C the responsibility of the respective contractor. 0, R SEQ .: 4689220 fasteners am complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non - corrosive environment. design loads be applied to any component. 5 and are for "dry condition of use. �� TRANS ID: 298427 5. C n no has control over assumes no responsibility and ossumtponoib l ty for the 6. Design assumes full bearing at all supports shown. Shim or wedge if I: ' fabrication, handling, shipment and Installation of components. necessary. ON/ /0 + , ' 7. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both faces of rtasto , and placed so their center 111111111111111 TPIIWTCA in BCSI, copies of which will be famished upon request. lines coincide with joint center lines. 9. CompuTrus, Inc. Software 7.6.0.C(1L) -E Digits r basic connector connetor plte of a t 10. FF design values see ESR- 252g(CompuTnrs) [ EXPIRES 6/10/11 and /or ESR -1311, ESR•I996 MiTek). 111111111111111 This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 9.5' IRC 2006 MAX MEMBER FORCES 4WRIGDFICy =1.00 PPM TC: 2x4 DF II18BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -47) 39 2- 8 =( -682) 684 8- 3= - 1185) 418 6.12 =( -1207) 180 - BC: 2x4 DF 418BTR SPACED 24.0' O.C. 2- 3 =) -727 743 8- 9 =( -556) 1059 3. 9= -885) 2653 7 -12o( -160) 88 WEBS: 2x4 DF STAND; 3- 4=(-2562 287 9-10=i-331i 2447 9- 4= -346 251 2x4 OF 418BTR A LOADING 4- 5=S-2323 468 10 -11= -367 2143 4.10= -265 26 LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =1 -939 362 11.12= -212 821 10. 5= -52 874 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -226) 252 5 -11 =( -1531) 212 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 11. 6 =( 0) 778 OVERHANGS: 24.0' 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Unbalanced live loads have been 2'- 0,5' -3211 1331V -1881 294H 3.50' 2.13 OF 625) co for this design. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 25'- 9.5' -1361 983V -188/ 294H 3.50' 0.57 DF (1725) AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. Connector plate prefix designators: C,CN C18,CN18 or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.028' LI 850 @ -2'- 0.0' L/120 = 0.200' M,M2 ?HS,M18HS,1116 = Mijek UT series MAX TL DEFL = 0.025' (LI 94 @ -2'- 0.0' L/ 90 = 0.287' MAX LL DEFL = - 0.012' L11986 @ 0'- 0.0' L /120 = 0.204' MAX TL DEFL = - 0.005' (L /5060) @ 0'- 0.0' L/ 90 = 0.272' MAX LL DEFL = - 0.130' ((L/2131 @ 13'- 11.0' L/240 = 1.158' MAX TL DEFL = - 0.218' (L/1276) @ 13'- 11.0' L1180 = 1.544' 2 - - 4 - - 6.11 - 11 - - MAX HORIZ. LL DEFL = 0.071' @ 25'- 7.7' •1' T 1' 1' - MAX HORIZ. TL DEFL = 0.117' @ 25'- 7.7' 12 M - 1.5x3 Design conforms to main ■indforce- resisting 4.00 f7 7 system and components and cladding criteria. Wind: 110 mph, h =25ft, TCDL= 4.2,BCOL =6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MNFRS, M - 3x5 interior zone, load duration factor =1.6 6 M -4x5 5 N O M- 5x5(S) +( A .± c ; 0.25' + 4 e ED PROF M -3x12 10 A id F SS � � M 5x6 �G NEF i o 1 g BB M -4x12 M 3xE 4* tz O ` M -3x4 M -5x6 M -3x6 1 2 2.00 2.00 1 C r OREGON �� ^m J 1 L % 1 1 l � 0 R 0 ER 6' 0 2 -03 -11 4 -06 -06 7 -00 -15 5-07-12 6 -02 -12 T ' ' 2 -00 -08 23 -09 % % R. NIIOIIO % % l J. % I EXPIRES 12/31/111 2 -00 2-04 11 -07 11-10-08 25 -09 -08 .'C R. C,q4- • �� `( o f WASiii . JOB NAME •. ASH CREEK CONDOS - A3 V � „ c�, 1c Scale: 0.2202 WARNINGS: GENERAL NOTES, unless otherwise noted: y I. Builder and erection contractor should be advised of all General Notes 1. This teas design is adequate for the design parameters shown. Review , !• . T russ: A3 and Warnings before construction commences. and approval Is the responsibility of the building designer. not the • - ,I 1' ? :.∎ 2. 2.4 compression web bracing must be installed where shown .. truss oe es designer or ts engineer. 2 Design assumes the top and bottom chods to be laterally braced et 3 All lateral a must permanent resisting elements such temporary and peonent ;' IV ^6� DES. BY • MJ stability brac must be deigned by des si finer of complete structure. 2'o and at 1a• o.c. respectively unless braced a their continuous sheathing sheathing such as s plywood (TC) and/or r drywal ai' C). ). 17778 DATE: 11/10/2010 CompuTrus assumes no responsibility for such bracing. 3. 2a Impact bridging or lateral braving required aired where where shown shown 0 • A 4. No load should be applied to any component until after all bracing and 4. Installation of truss d s is the responsibility of the respective contractor, ` � j, Rg� SEQ .: 4689221 fasteners are complete and at no time should any loads greater than 5. Design assumes teases are to be used in a non - corrosive environment, design loads be applied to any component. 5. and are for "dry condition' of use. 8. TRANS I D : 298427 CompuTrus hos no control over and assumes no responsibility for the Design assumes full bearing at all supports shown. Shim or wedge If n , ; /j11 fabrication. handling, shipment and Installation of components. 7. Design assumes adequate drainage is provided. III /Q / /Y i; .a 6. This design is furnished subject to the limitations set forth by 8. Plates shag be located on both faces of truss, and placed so their center TPI/VVTCA In SCSI. copies of which will be furnished I IIIIII VIII 11111 11111 VIII III 11111 II IIII CompuTrus. Inc. Softwa a 7.6.0.C(1 L) -E upon request. lines coincide with joint center nes. I EXPIRES 6/10/11 U/11 9. Digits indicate size of plate in inches. 1 0. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR•1311, ESR -1988 MiTek). JIIIII11111 ° • This deign pre6ared from computer input by • PACIFIC LUMBER / BC LUMBER' SPECIFICATIONS TRUSS SPAN 25'- 9.5' - IRC.2006 ' MAX MEMBER FORCES .4WR /GDF /Cq =1.00 PPM TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 . 1- 2= •-48 40 2. 7 =I -3171 2285 3- 7= ('401) 167 - BC: 2x4 OF #1&BTR SPACED 24.0 O.C. 2- 3 =( -2489) 750 7. 8= -233 1594 7- 4= -6 656 WEBS: 2x4 OF STAND' - 3- 4 = -2191 598 8- 9= -185 812 4. 8= . -792 201 2x4 OF 01SBTR1 = -31 825 LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -228 253 5. 9 =1.1226 269 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 6= • -159 89 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF I - BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0' 0.0' BOTTOM CHORD CHECKED FOR 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C- 1.5x4.3 or equal at non - structural LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. 25'- 9.5' -156/ 1 • -198! 294H 5.50' 1.87 DF ( 625294H 5.50' 2.00 DF vertical members (uon). • BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = 0.031' LI 782 @ -2'- 0.0' L /120 = 0.200' • C,CN C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL DEFL = 0.028' } L/ 867) @ -2'- ,0.0' L/ 90 = 0.287' M,M26HS,M18HS,Y16 = MiTek Mt series . MILL DEFL = - 0.104' ( (L /2875 @ 9'- .2.5' L/240 = 1.244' MAX TL DEFL = - 0.172' L/1739 @ 9'- 2.5' L /180 = 1.658' • MAX HORIZ. LL DEFL = 0.032''@ 25'- 6.0' • MAX HORIZ. TL DEFL = 0.051' @ 25'- 6.0' - Design conforms to main trindforce- resisting 7 -01 -05 6-00-11 6 06 07 6 -01 -01 system and components and cladding criteria. f T 1 - - 110 mph, h =25ft, TCDL =4.2,BCDL =6.0, ASCE 7.05, 12 Enclosed, Cat.2 Exp.B, MWFRS, 4.00 v M -1.5x3 interior zone, load duration factor=1.6 M -3x6 5 • M- 5x5(S) iil1 -0.25° PRO .5x 3 �, GINE 0 ul , I\ � ,. OREGON �,�� v ..., . o 1 ~� 7 0.25 ° e s �e � O6' ER6• ^ 0 M -3x8 M -3x4 M -4x4 �` �. Q, M- 5x5(S) 1//10/10 i F?. CP • y 1 / y EXPIRES 12/31/11 9 -02 -08 • 8-09-08 7 -09 -08 • 2 -00 25 -09 -08 , R' C'94p .. � wAsr,, 0 JOB NAME: ASH CREEK CONDOS AFW Scale: 0.2576 • y � ° z r WARNINGS: GENERAL NOTES, unless othewtsa noted: . ' tetl: - Y . • 1. Builder and erection contractor should be advised of oil General Notes 1. This truss design Is adequate for the design parameters shown. Review .' • • "' Truss: AFW and Warnings before construction commences. ord approval is the responsibility of the building designer, not the • • + • 4'I 2. 2n4 compression web bracing most be Installed where shown i. truss designer or truss engineer. ' �t 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the to end bottom chords to be lutera0y hancod at ! r Y ,, y ; DES. BY: MJ stability an bracing must be designed by designer of complete structure. 2' o.c. d at 10' o.c. respectively unless braced throughout their length by co Impact CompuTrus assumes no responsibility for such brad 2x Imps t sheathing such thing s plywood qiet s own and/or • drywe C). 17778 DATE: 11/10/2010 pu resw sy n0 3. st hea hi or lateral uc bradng drg requu where required where shown 4. 4. No load should be applied to any component until after all b amdng and 4. Installation of truss Is the responsibility of the respective contractor. �, S EQ. : 4689222 fasteners ore complete and at no time should any bads greater than 5. Design assumes trusses are to be used Ina noncorrosive environment. TRANS ID: 2984 27 design loads be applied to any component. and are for - dry condition' of use. .. •' 5. CompuTrus has no control over end assumes no responsibility for the 8. Design fun bearing at all supports shown. Shim or wedge If I: TONAL fabrication, handling, shipment and installation of components. ////0//0 Design assumes adequate drainage is pprovided. ' ` j 7. Desi 8. This design is furnished subject to the limitations set forth by 8. Plates shag be located on both faces of truss, and placed on their center 1 ' �� I IIII IIII VIII 1111 VIII IIII III IIII IIII TPINVTCA in BCSI, copies of which will be furnished upon request. Imes coincide with joint h carder ones. t 9. For indicate size of p lenat s. 10. Forb I EXPIRES I CompuTrus,Inc.Soflware7.6.0.C1L Z r icconnecto r p Rt edesinval � ESR- 2529 6/10111 . I nnnn , • s . IIIII IIIIIIIIII • This design prepared from computer input by II I PACIFIC LUMBER / BC LUMBER SPECIFICATIONS 26.00.00 MONO DUTCH TC SETBACK 4.00.00 FROM END WALL IRC 2006 MAX MEMBER FORCES 4WR /GDF /Cq =1.00 PPM TC: 206 OF SS; LOAD DURATION INCREASE = 1.15 (Non -Rep) 1. 2= -48) 40 2- 9= •738 5220 9- 3=( •144 1129 13- 8 =( -353) 78 • 2x4 DF AI&BTR T1 2- 3= -5517 881 9.10= •1601 9041 9- 4= •3963 889 BC: 2x6 OF 2400F; LOADING 3- 4 = -5220) 796 10 -11= •1456 9691 4 -10 = 0 323 2x6 DF SS BI TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 0'- 0.0' TO 26'- 0:0' V 3- 5= 0) 0 11.12= -1456 9691 10- 6= •638 0 WEBS: 204 DF STAND; TC UNIF LL 50.0 +DL( 14.0 = 64.0 PLF 5'- 0.0' TO 26'- 0.0' V 4- 6= -9099) 1623 12.1 -772 6658 11- 6= 0 240 2x4 DF #1&BTR A BC UNIF LL( 0.0) +DL(. 30.0)= 30.0 PLF 0'- 0.0' TO 26'- 0.0' V 6- 7 =( -6854) 843 6.12= •2917 689 7- 8= ( .21) 41 12- 7= -57 849 TC LATERAL SUPPORT <= 12'OC. UON. TC CONC LL( 125.0) +DL( 35.0)= 160.0 LBS @ 5'• 0.0' L 7 -13= -6879 1 831 BC LATERAL SUPPORT <= 12'0C. UON. ! LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES NOTE: 204 BRACING AT 24'0C UON. FOR - 0'- 0.0' •285/ 2041V -1551 58H 5.50' 3.27 DF 625 ALL FLAT TOP CHORD AREAS NOT SHEATHED $$ BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'- 0.0' •78/ .2043V -155/ 58H 5.50' 3.27 DF ( 625 AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY.' ' OVERHANGS: 24.0' 0.0' VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 MAX LL DEFL .= 0.031'1 -2'- 0.0' Allowed = 0.200' MAX TL DEFL = 0.028' @ -2'- 0.0' Allowed = 0.287' C- 1.5x4,3 or equal at non - structural MAX LL DEFL = - 0.695' @ 15'• 0.1' Allowed = 1.254' vertical members (uon). MAX TL DEFL = - 1.096' @ 15'• 0.1' Allowed = 1.672' . Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc MAX'HORIZ. LL DEFL = 0.098' @. 25'• 8.5' M,M26HS,M18HS,M16 = MiTek M1 series MAX HORIZ. TL DEFL = 0.155' @ 25'- 8.5' 13 - - 12 - - Design conforms to main windforce- resisting T T 1' system and components and cladding criteria. 4 - 03 - 12 4 - 11 - 13 4 - 08 - 06 1 -00 -03 5 - 05 - 01 5 - 06 - 13 • • T 1 ' +160# T f 1 T T Wind: 110 mph, h =25ft, TCDL =4.2,BCDL =6:0, ASCE 7-05, 12 Enclosed, "Cat.2 Exp.B, MFRS, 4.00 1 - M - .5x3 interior zone, load duration factor =1.6 • 6-2.5x4 or equal at non - structural diagonal inlets. M-5x16 • • M- 7x16(5 ' • M -3x6+ 5 M ' 0 M - 4x12 - 5 ,�?SO P l O • M - 5x16 '� 4 'Q 4 0.25 8 • -r.,,, M - 4x12 mew �� D ° G �� 1- imno m B1 9 NMI 11 12 13 -/'''' , lq f 09 6• d ° 1 M -4x12 0.25° M -1.5x3 M -3x12 M -6x161 � P MHS- 7x16(S) 11/1 0/10 R. c . - y )' > y y I EXPIRES 12/31/11' 4 -03 -12 5 -03 -05 5 -05 -01 5 -01 -09 5 -10 -05 I 2 -00 26 -00 R C.4.1 p • , p FMASyj k O JOB NAME: ASH CREEK CONDOS - B1 . 4? c. r Scale: 0.2327 � WARNINGS: GENERAL NOTES, unless otherwise noted: Vj 1. Builder and erection contractor should be advised of all General Notes 1. This truss design Is adequate for the design parameters shown. Review . Truss: 81 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the '..41::.,. 2. 204 compression web bracing must be Installed where shown •. truss designer or teas engineer. t 3 An isterel form resist/ elements such as t am at and 2. Design nl at 10 the top and bottom less chords r to be laterally braced at MJ ^B Do ry permanent 2' ntin and at 1a' i in. such ativ fy unless braced (TC) a reut dry length by stability r t.':')' • DES. BY : stability bearing must tie designed by designer complete structure. C ora Tno assumes no 2n Impact sheathing such as bracing d ehee: where shown • •• wall(BC). . DATE: 11/10/2010 Da responslbi6ry for such bracing. 3. 2n Impact bridging or the re sponsibility of the respective contractor. daring required where stew^ ++ Rp �59 ' 4. bed should be applied to any component until after on bearing and 4. Installation of truss is the responsibility " � ii 7778 4 No j K+7SIY� SEQ.: 4689223 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. 5. no responsibility for are for 'dry condition" of we. II TRANS ID: 298427 . CompuTnn has control over and assumoa responsibility responsibility for the Design assumes full bearing at all supports shown. Shim or wedge If /1 /Y w�1 / /0 ��ffI, . ION fabrication, handling, shipment and i fu rrstalla / ! tlon of components. Des Design esswn adequate drainage l provided. m I 7. assumes r 8. This design is mished subject to the limitations set forth by 8. Plates shell be located on both faces of h. and placed their center ; I � • ,, • 11E1 MI 11111 III I��I IIIII /III 1111 TPUWTCA In BCSI, copies of which will be furnished upon request tines coincide with joint plate center the I EXPIRES 6 1 I EL Digits Indicate icate size of plate in Inches. C ompuTrus, Inc. Software +7.6.0.0 1 L E 10. For basic connector design values see ompu ne) tor plate desil ESR -2528 (CT and/or ESR -1311, ESR -1 888 (MTek). I IIIIIIIIIIIIIII T desi prepared from computer input by • PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IRC 2006 MAX MEMBER FORCES 4WI1/G0F /Cq =1.00 PPM TC: 2x4 OF t16BTR LOAD DURATION INCREASE = 1.15 1. 2= -48) 40 2- 7=i-320) .2312 3 -. 7 =( -401) 167 -6 655 BC: 2x4 DF 418EST WEBS: 2x4 DF STANDR SPACED 24.0' O.C. 3- 4 = -2220) 606 8. 9 =-188) 1623 843 4 . 8 =( -789 200 2x4 OF 015BTR A LOADING 4- 5= -1164 444 8. 5= 28 829 LL( 25.0)•DL( 7.0) ON TOP CHORD = 32.0 PSF • 5. 6= -230 255 5. 9=(-1248 273 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 9.'6 =( •166 91 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF - BEARING MAX VENT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0' 0.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. 0'- 0.0' -229/ 1260V •199/ 296H 5.50' 2.02 DF 1 625) . C,CN,C18, pp CNI ((or Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP . 26'- 0.0' 157/ 1183V 1991 296H 5.50' 1.89 OF 625) Y,U20HS,M18HS,Y16 = Mild UT series AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY, MAX LL DEFL = 0.031' L/ 782 @ •2'- 0.0' L/120 = 0.200' MAX TL DEFL = 0.028' (L/ 867 @ -2'- 0.0' L/ 90 = 0.267' • MAX LL DEFL = - 0.108' L/2842 @ 9'- 2.5' L/240 = 1.254' MAX TL DEFL = - 0.175' (L/1721) @ 9'- 2.5' L /180 = 1.672' VAX HORIZ. LL DEFL = 0.032' @ 25'- 8.5' - - MAX HORIZ. TL DEFL = 0.052' @ 25'- 8.5' Design conforms to main windforce- resisting • • • system and components and cladding criteria. 7 -01 -05 6 -00 -11 6-06-07 .6 -03 -09 Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 745, 12 Enclosed, Cat.2 Exp.B, MFRS, 1 4.00 1 M -1.5X3 interior zone, load duration factor =l.6 • M -3x6 M- 5x5(S) 0.25° • ill', - +€ A ± n �� PROFE M -1.5x 3 C.0 GINE wO 10071X \ ct e 'ea • OREGON , �A°D c 2 ° e. 4N 9 �� l O&ER 6' cal M -3x8 M -3x4 O S M -4x4 r i' M-5x5(S) . 11/10/10 T R. CP 1 J• ), l 9 -02 -08 - 8 -09 -08 8 -00 J EXPIRES 12/31111 • * * * 2 -00 - 26 -00 Q ° C 4 � o e� w�s y�� ` , f'� JOB NAME: ASH CREEK CONDOS - B2 ;v 4r/ OK � r Seale: 0.2554 • a• t" otherwise h WARNINGS: - C 4 " GENERAL NOTES, unless othee noted: • 1. Builder and erection contractor should be advised of all General Notes 1. This tress design b adequate for the design parameters shown. Review ". , l , . Truss: B2 e d Warnings before construdlon commences. and approval is the responsibility of the building designer, not the s ,!:; 2. 204 compression web bracing must re bin • t be Installed whe shown •. terns designer or truss engineer. ; -. Of L. : • -: 3. All lateral force resisting elements such as temporary and permanent 2. braced Design assumes the top and bottom chords to be laterally brad at . _ ' h r. DES. BY: MJ stability bracing must be designed by designer of complete structure. 2• o.c. and at 1 a ea as ply unless braced throughout their length by • l( continuous sheathing such racing r and/or drywa BC). DATE: 11/10/2010 o s assumes no responsibilty for such bracing. 3. 2a !mead bridging or t :era/ l bracing required ufred where where s shown • • ' '1 p .17 778 0 • 4. N N load should load should be applied to any component i nt0 after at bracing and 4.. !retaliation of tons o the responsibility of the respective contractor. •r e • 'f �TSiti� " S EQ .: 4689224 fastener are complete and at no time should any bads greater than 5. Design assumes trusses are to be used Ina ron•corrnNe environment, - (] design loads be applied to any component. and are for 'dry condition" of use. ES TRANS ID: 298427 S. Comae has no control over and assumes no responsibility th responsibility for e Deesign assumes full bearing at oil supports shown. Shim or wedge if I: T ONAL necessa fabrication. handling. shipment and Installation of components. 7. Design su es adequate drainage t vided. II//0//0 ' ' "' i .1 8. This design is furnished subject to the limitations net forth by 8. Plates shad be located on both faces of rusty , and placed so their center 1 II�II IN IIIII illll IIIII II I I II III /III TPWVTCA In SCSI, copies of which wi0 f �mtle d lines request. Digits mbx w of Imes. t ) 9. sa Indicate t a size ze of plate center roes. 1 0. EXPIRES 6/1011 1 COmpuTflls ,Inc.Soflware7.6.0.C1L basic design values see and/or endlor ESR -1311. ESR•1988 (Welt). 111111111111111 'r This design prepared from computer input by PACIFIC LUMBER / BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IRC 2006 MAX MEMBER FORCES 4WRIGDF /C =1.00 PPM TC: 2x4 OF B16BTR LOAD DURATION INCREASE = 1.15 1- 2= -47) 39 2- 8 =( -654) 670 8- 3=(-1194) 426 6 -12 =( -1213) 182 BC: 2x4 DF 016BTR SPACED 24.0' O.C. 2. 3 =( -713) 716 8- 9= (.527) 1047 3- 9 =( -898) 2694 7.12 =( -158) 88 WEBS: 2x4 DF STAND; 3- 4={-2628 320 9.10= •338 2503 9- 4= -318) 241 2x4 OF P16BTR A LOADING 4- 5={•2341 472 10.11= -369 2163 4.10= -301) 27 LL( 25.0)4DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =1 -937) 365 11.12 =( -213) 818 10- 5= -54) 894 TC LATERAL SUPPORT c= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -228) 254 5.11= -1553) 214 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 11- 6= 0) 780 OVERHANGS: 24.0' 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING UAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. SPECIES Unbalanced live loads have been 2'- 0.5' -321/ 1340V -189/ 296H 3.50' 2.14 OF ( 625 considered for this design. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'- 0.0' -137/ 992V -189/ 296H 3.50' 0.57 OF (1725 AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.028' (L/ 850 @ -2'- 0.0' L /120 = 0.200' U,M2OHS,1118HS,1116 = UiTek UT series UAX TL DEFL = 0.025' (LI 942 @ •2'- 0.0' L/ 90 = 0.267' UAX LL DEFL = - 0.012' ((L/2086 @ 0'- 0.0' L/120 = 0.204' MAY TL DEFL = - 0.005' (LI4777 @ 0'- 0.0' L/ 90 = 0.272' UAX LL DEFL = - 0.135' ((L /2076 @ 14'- 0.2' L/240 = 1.169' MAX TL DEFL = - 0.226' (1/1241) @ 14'- 0.2' L /180 = 1.558' 2 - - 5 - 00.02 6 - 5 5 - MAX HORIZ. LL DEFL = 0.073' @ 25'- 10.3' T f f f T ( MAX HORIZ. TL DEFL = 0.120' @ 25'- 10.3' 12 Design conforms to main windforce- resisting 4.00 L M - 1.5x3 system and components and cladding criteria. Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MFRS, M - 3x5 interior zone, load duration factor =1.6 6 i M -4x5 5 t'•) M- 5x5(S) +: A 0.25° + . d° 4 ae P M -3x 12 i �� ED RoF U, M 5x6 11 G �GIN4, � c 1 w ee M -4x12 M- 3x8 12 � 'Q 6 - - - . o M -3x4 M -5x6 M -3x61 i71.---. 12 2.00 2.00=-- 12 1111 �, a' J y 2 -03.11 L 4 -10 -11 1 6 -09 -14 L 5 -09 -04 J 6 -02 -08 y i O ,-1. F � 0 � 1 11/ y fo/lo RCP 2 - 00 - 08 23 -11.08 y l . y I EXPIRES 12/31/11 2.00 2-04 11 -08 -04 11 -11 -12 y 26 -00 l . `C .. C44Qp y JOB NAME •. ASH CREEK CONDOS - B3 Scale: 0.2179 L, , co tC .^ A. \ % r WARNINGS: GENERAL NOTES, unless otherwise noted: vl B3 �j 1. Builder and erection contractor should be advised of all General Notes 1. This truss design Is adequate for the design parameters shown. Review . • �r - T russ: B3 and Warnings before construction commences. and approval is the responsibility of the building designer, not the ...4 /i,.: 2. 2s4 compression web bracing must be installed where shown •, tuns designer or tons engineer. respective c and at 10• o c. . . ,. 3. All lateral force resisting elements such as temporary and permanent pe 2. Design assumes the top and bottom chords to be laterally braced at t r• DES . BY: MJ stability b aci g must be designed by designer of complete structure. 2• o. respectively u nless braced throughout their le by continuous sheathing such as plywood sheathing(TC) wen s shown rewn and/or . drywa C . DATE: 11/10/2010 CompuTrus assumes no responsibility for such bracing. 3. 2a Impact bridging or lateral bracing required where • • ) 441. 17 778 d No load should be applied to any component until after all bracing and 4. Installation of tons Is the responsibility of the respective contractor. . LL'r��ly 10, " SEQ .: 4689225 fasteners ore complete and at no time should any . bads greater than 5. Design assumes trusses are to be used in a non - corrosive environment. design loads be applied to any component. w end are for - dry condition' at Ilea. 6 TRANS ID: 298427 5. CompuTrus has o control over and assumes no respons3lny for the . Design assumes full bearing at all supports shown. Shim or wedge it // i /o / /^ �� fabrication. handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. /Oh 8 This design is furnished subject to the limitations net forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be famished upon request. lines coincide with joint center linos. ' 1111111111111111111111111 p ( ) g. Digits indicote slue plate In Inches. ( pa ) I EXPIRES 6/10/11 Corn CompuTrus. Inc. Software 7.6.0.0 1L -E 10. Isar basic connector to des nn values see ESR-2529 Cam run and/or ESR- 1311. ESR -1088 iTek). J11111111111111 .. r This design preared from computer input by PACIFIC LUMBER / BC LUBBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IRC 2006 MAX MEMBER FORCES 4WR /GDF /Cq =1.00 PPM TC: 2x4 DF d16BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -48) 40 2- 7 =( -320) 2312 3- 7 =( -401) 167 BC: 2x4 OF WEBS: 2x4 DF STAND; -2220 606 8- 9 =( -188 R SPACED 24.0' O.C. 3- 4 =( ) () 1623 843 4- 8 =( -789 200 2x4 DF 418BTR A LOADING 4- 5 =(- 1164 444 8- 5- -28 829 LL( 25.0)411( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -230 255 5- 9o( -1248 273 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 9. 6 =( -166 91 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0' 0.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. 0'- 0.0' -229/ 1260V -199/ 296H 5.50' 2.02 DF 1 625) C- 1.5x4.3 or equal at non-structural 26'- 0.0' -157/ 1183V -199/ 296H 5.50' 1.89 DF 625)1)) vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = 0,031' L Connector plate prefix designators: (I 782 @ -2'- 0.0' L1120 = 0.200' C,CN C18,CN18 (or no prefix = CompuTrus, Inc MAX TL DEFL = 0.028' (LI 067 @ -2'- 0.0' L/ 90 = 0.267' M,M26HS,M18HS,Y16 = MiTek UT series MAX LL DEFL = - 0.106' (L/2842 @ 9'- 2.5' L/240 = 1.254' MAX TL DEFL = - 0.175' (L/1721 @ 9'- 2.5' L /180 = 1.672' MAX HORIZ. LL DEFL = 0.032' @ 25'- 8.5' MAX HORIZ. TL DEFL = 0.052' @ 25'- 8.5' Design conforms to main windforce- resisting system and components and cladding criteria. 7.01 - 05 6 6 - 06 - 07 6 - 03 - 09 Wind: 110 mph, h =25ft, TCDL =4.2,BCDL =6.0, ASCE 7-05, 12 Enclosed, Cat.2 Exp.B, FRS, 1 4.00 2 M - 1.5x3 interior zone, l MFRS, duration factor=l.6 6 M -3x6 5 i f,f4 ,. M- 5x5(S) 0.25' • 4 +@ m 5 . oksD PRop . M -1.50 3 / + A sa � GIN� � '111M 4 <v Mfr P / `,adl.... in n OREGON ^m J o 1 - 7 0.25. 9 �0 T �R ER 6' 0 M -3x8 M -3x4 M -4x4 � � Q,' M-5x5(S) Hh0 / lo R. CP - ), )• y 9 -02 -08 8 -09 -08 8 -00 EXPIRES 12/31/11 J .________). ,t' . ,. . ., 2 -00 26 -00 R. C."1 T O'� � s WAS/ O . JOB NAME: ASH CREEK CONDOS - BFW Scale: 0.2554 s i c' c o o 'C WARNINGS: GENERAL NOTES, unless otherwise noted: Y - 1. Builder and erection contractor should be advised of all General Notes 1. This teas design b adequate for the design parameters shown. Review .' . /' T russ: BFW and Warnings before construction commences. and approval is the responsibility of the building designer. not the .. /:P truss 2. 204 compression web bracing must be Installed where shown •. truss designer or torso engineer. rt; - 2. Design assumes the top and bottom chords to be laterall braced at 3. At lateral force resisting elements such as temporary end permanent 4 ' . N , ..„9 { ... DES. BY: MJ stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length; y CompuTrus fore aesumm no res continuous sheathing such as plywood sheething(TC) and/or drywall(9C . 17778 load e DATE: 11/10/2010 0 ponsibiNy for such bracing. 3. 2s Impact bridging or lateral bracing required where shown • • p 4. No ad should be applied to any component until after all bracing end 4. Installation of truss b the responsibility of the respective contredor. "1'0. R ..we4� SEQ.: 4689226 fasteners are complete and at no time should any loads greater than 5. Design assumes Trusses ere to be used in o non - corrosive environment, design loads be applied to any component. a and are for - dry condition' of use. 0. c. A TRANS ID: 298427 5. CompuTn has no control over and assumes no respo abll ty for the Design assumes full bearing at all supports shown. Shim or wedge if I: JON lubrication, handling, shipment and installation of components. 7. Dosgn necessary. assumes adequate dprovided. ge is provided. ////0//0 - , "' ii a 8. This design is furnished subject to the limitations set forth by 8. Plates shall be located an both faces of truss, and placed so their center I 111111 11111 1111111111 11111 n request. lines coincide with joint center lines. Hill IIIIIIIIIIII TPIIWTCA in BCSI, copies of which will be furnished u p ( ) Po 9. linesc d tcente inches. For basic connector (CompuTrus) (EXPIRES 6/10/11 CompuTrus, Inc. Software 7.6.0.0 1 L -Z 10. design values see ESR -2520 a and/or ESR-131 1. ESR -1808 (MfTek). • IIIIIIIIIIIIIII v This design prepared from computer input by PACIFIC LUMBER / BC • LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IRC 2006 MAX MEMBER 4WR /GDF /Cq =1.00 PPM TC: 2x4 DF ®18BTR LOAD DURATION INCREASE = 1.15 1-2=(48) 40 .2- 4 =(•77) 26 BC: 2x4 OF 018BTR SPACED 24.0' O.C. 2- 3 =( -52) 67 _ TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF 'LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 24.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' •152/ 351V -77/ 26H 5.50' 0.56 OF 625 • 1'• 11.4' - -43/ 51V 0/ OH 0.50' 0.08 DF ( 625 Connector plate'prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 0.0' 0/. 33V -77/ 26H 5.50' 0.05 OF ( 625 C,CN C18,CN18 (or no prefix) = CompuTrus, Inc REOUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING YET. • Y,Y26HS,Y18H5; 16 = UlTek YT series 1 MAX LL DEFL = 0.031' L/ 782 @ •2'- 0.0' L /120 = 0.200' . . BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP . • AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY.. YAX TL DEFL = 0.028' LI 867 @ -2'• 10.0' L/ 90 = 0.267' . YAX LL DEFL =' 0.000' L/9999 @ - -1'- 10.6' L /240 = 0.074' 1-11-11 MAX TL DEFL = 0.000' L/9999 @ 1' • � 1.0' L/180 = 0.098' MAX LL DEFL = -0.000' L/9999 @ 0'• 0.0' LI240 = 0.078' MAX TL DEFL = 0.000' L/9999 @ 1'• 12.0' L /180 = 0.105' - MAX BC PANEL LL DEFL = •0.008' L/4049 @ 1'• 10.6' L/240 = 0.136' • • 12 MAX TC PANEL TL DEFL = 0.005' L/2668 @ 1'- 1:0' L/120 = 0.117' 4 OD p MAX BC PANEL TL DEFL = - 0.008' L/3914 @. 1'- .12.0' L /180 = 0.182' - MAX HORIZ. LL DEFL = 0.000' @ 1'- 11.4' YAX.HORIZ. TL DEFL = 0.000' @ •1'• 11.4' ' Design conforms to main windforce- resisting - system and components and cladding criteria. . Wind: 110 mph, h =20ft, TCDL= 4.2,BCDL =6.0, ASCE 7.05, Enclosed, Cat.2 Exp.B, UWFRS, PROVIDE SUPPORT interior zone, load duration factor =1.6 • . .- I Lo 0 t7 . • 0 2}: >.� M-3x4 \ �� E � PR OFF • c � , OREGON � A° ' ....1 b 1 II' ' ' .08ER 6 Q 2 -00 4 -00 0 ■ 1/I10�10 GPQ'� EXPIRES 12/31/111 . C q . , S, 0 t o* WA sHj O JOB NAME: ASH CREEK CONDOS J1 Scale: 0.7735 '� e �' .'C° . . WARNINGS: GENERAL NOTES. unless otherwise noted: - y I. Builder and erection commctor should be advised of all General Notes 1. This truss design is adequate for the design parameters sham. Review ' �� Truss : J1 and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compressbn web bracing must be Installed where shown +. buss designer or truss engineer. ',. , � + -u ' : 3. AU lateral force resisting elements such as temporary end permanent ra 2. Design assumes the top and bottom chords to be btemay braced at r rF DES. BY: MJ - stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by - ' .• continuous sheathing such as plywood sheathing(TC) and/or drywaryBC). 17778 - DATE: 11/10/2010 CompuTrus assumes no respansibitty for such bracing. 3. 2x a Impact or lateral bracing required ufred where here shown shown + + A � /� 4. No load should be applied to any component until after all of truss bracing and 4. Installation of Ines it the responsibility of the respective contractor. O 1 fN y '� t r J n l e1 S E Q used in a non - corrosive environment, design loads be applied to any component. 5 m ro and are for 'dry cordllbn of use. •.. TRANS ID: 298427 . CompuTrus has conh re ol over end assumes no respoDa ry the e 8. Design assumes full bearing at all supports shown. Shim or wedge If NAL • fabrication, handling. shipment and trotalisibn of components. 1 w nI: 7. Design assumes adequate drainage is p rovlded. / /Y / /Y ° • 11 1III 8. This design it furnished subject to the limitations set forth by. 8. Plates shall be located on both faces of Nus. and placed so their center • I I 11111111111 VIII VIII VIII IIII III1111 IaII IIII IIII TPI CA in SCSI, copies of which will furnished apon request. lines mc with joint center EXPIRES 6110/1 1 I 1 / 0. Digits indicate size of f p plate In Inches. 10. COm uTrus, Inc. Software 7.6.0.0 1 L For bask connector pate design values see ESR -2520 ( CompuTrus) and/or ESR -1311, ESR -1988 (ldiTek). • � ' 1 ;.IIIIIIIIIIIIII I Thi design prepared from computer -input by PACIFIC LUMBER / BC • . 1 LUMBER SPECIFICATIONS TRUSS SPAN 4'• 0.0' • IBC 2006 .MAX MEMBER FORCES: 4WR /GDF /C =1.00 PPM TC: 2x4 OF 018BTR LOAD DURATION INCREASE = 1.15 1-2=(-48) 40 2.4 =(0) 0 BC: 2x4 OF 818BTR SPACED 24.0'• O.C. • 2.3 =( -54) 58 - - • - TC LATERAL SUPPORT <= 12'OC. UON. LOADING - BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) *DL( 7.0) ON TOP CHORD e 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS • REACTIONS - SIZE SO.IN. (SPECIES . OVERHANGS: 24.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -152/ 370V- -50/ 15H 5.50' 0.59 OF 625 • 3'• 9.2' 0/ 47V 0/ OH ' 5.50' 0.08 DF 625 • Connector plate prefix des: nators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL. . 4'- 0.0' -25/ 101V -50/ 15H 0.50' 0.16 DF 625 - C,CN C18,CN18 (or no prefix = CompuTrus, Inc - - REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING YET.' Y,Y26HS,Y18HS, 16 = UiTek series 11AX LL DEFL = 0.031' l/ 782 @ -2'- 0,0' L/120 = 0,200' • - BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP • MAX TL DEFL = 0.028' LI 867 .@ -2'• 0.0' L/ 90 = 0.287' • 12 AND BOTTOM CHORD LIVE LOADS'ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000' L/9999 @ 2'• j1.1' L /240 = 0.154' 4.00 (7 MAX TL DEFL = 0.000' ( L/9999 ) @ 2'• 1.1' L/180 = 0.206' - MAX TC PANEL LL DEFL = •0.018' ((((((L/2174)))))) @ 2'- ,1.1' L /180 = 0.221' . MAX TC PANEL TL DEFL = - 0.019' (L/2087) @ 2'- •'1.1' L /120 = 0.331' MAX HORIZ. LL DEFL = 0.000' @ 0'• 5.5' . - MAX HORIZ. TL DEFL = 0.000' @ 3'• 9.2' Design conforms to main ■indforce•resisting . system and components and cladding criteria. J Wind: 110 mph, h =loft, TCDL=4.2,BCDL=6.0, ASCE 7-05, • Enclosed, Cat.2 Exp.8, U'NFRS, interior zone, load duration factor =1,6 • PROVIDE SUPPORT ti, • . A o • . • [ -/ 1 _ ° 2 >C >-<...4 M -3x4 . S � ( .O PROFESS U ? 4i -41 'O C + OREGON �A°p J b y y � • ��R ER 6 ' '. O v 2 -00 a -oo T j - R CP • • 11//0//0 • I EXPIRES 12/31/11 . -ILCq • JOB NAME: ASH CREEK CONDOS - J2 v ,� 9�, ,C • Scale: 0.8360 WARNINGS: GENERAL NOTES, unless otherwise noted: y - I. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review • . • %: Truss: J2 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the a .; 2. 204 compression web bracing must be Installed where shown •. truss designer or truss engineer. 'if elements such as hem ra and 2. Design the l n assumes the top and bottom chords to be laterally braced at . n9 Po rY permanent .11••'.7 . DES. . BY: : MJ stability bracing must be designed by designer of complete structure. At lateral form resist/ 2' o.c. and at 10' o.c. respectively unless braced throughout their length by cud, as continuous sheathing such as plywood sheatNng(TC) endfor drywaRBC). DATE: 11/10/2010 CompuTrus assumes no responsibility for such bradng. 3. 20 Impact bridging or lateral bradng required where shown • • . `' 4 1` 777 4. No ad should be applied to any component until after ah bradng and 4. Installation of truss is the responsibility of the respective contractor. �, � ' W S EQ.: 4689229 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used Inc non-corrosive environment, design loads be applied to any component. end are for 'dry condition' of use. TRANS I D 2984 27 5. CompuTrus has no control over and assumes no responsibility for the 8. Design assumes full bearing at all supports shown. Shim or wedge If 11 / / / /^0 I: iON • • and fabrication, handling, shipment a installation of components. 7. Design assumes adequate drainage b Wavlded. `-' ;i ' 8. This design is furnished subject to the limitations set forth by 8. Plates shah be located on both faces of oust n , and placed so their center with IIIIIII1IIIIIIIIIIIIIIIIIIIIII1IIIIIIIIII CGmpuTfus ,jflC.Soflware7.6.00(1L }E nd 10 For lines basic co plate des center lines. 1 9. ogxsidicate size of plate s. EXPIRES 6/10/11 I 'I and/or ESR -1311, E R•1988 (MlTek). • 111111111111111 • This design prepared from computer input by PACIFIC LUMBER /..BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IRC 2006 MAX MEMBER FORCESi 4WR /GDF /Cq=1.00 PPM TC: 2x4 DF 01&BTR. - TOAD DURATION INCREASE = 1.15 1- 2 =( -48) 40 2 -4 =(0) 0 . . BC: 2x4 DF #1&BTR ' . SPACED .24.0' O.C. - 2.3= -4i 53 - TC LATERAL SUPPORT <0 12'0C. UON. LOADING - . • BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES . OVERHANGS: ' 24.0'- 0.0' - • • TOTAL LOAD= 42.0 PSF 0'- 0.0' -194/ 371V •37/ 10H 5.50' 0.59 OF ( 625 -.1' -'. 9.2' - 59/. 60V 0/ OH 5:50' 0.10 OF ( 625 Connector plate prefix.desi nators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL •1'- 11.7' -17/ 41V -37/ 10H 0.50' 0.06 DF ( 625 C,CN C18,CN18 (or no prefix = CompuTrils, Inc REQUIREMENTS OF IRC' 2006 AND IBC 2006 NOT BEING MET. Y,Y2OHS 16 = YiTek Y series MAX LL' DEFL = 0.031• L/ 782 @ -2'- 10,0' L/120 = 0,200' . - BOTTOM CHORD CHECKED FOR -LIVE LIVE LOAD. TOP MAX TL DEFL = 0.028' (L / - 867) @ -2'- ,0,0' .L/ 90 = 0 .267' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = 0.000' 1/9999 @ 1' - ;1.0' • L/240 = 0.054' • .1.11 -11 f - MAX TL DEFL 0 ,0.000' 1/9999• @ 1'- 1.7' L/180 = 0.072' . MAX TC PANEL LL DEFL = 0.004' L/3595 @ 1'- • 1:0' L/180 = 0.078' MAX TC.PANEL TL DEFL = - - 0.004' (1/3798) @ 1'..1.7' 'L/120 = 0.117' 12 • . MAX HORIZ. LL DEFL = 0.000' @ -.1'. 11.4' 4.00 MAX HORIZ. TL DEFL = 0.000' @ 1'- 11.4' . • Design conforms to main windforce- resisting system and components end cladding criteria. Wind: 110 mph, h =20ft, TCDL=4.2,BCDL =6.0, ASCE 7 -05, .Enclosed, Cat.2 Exp.B, MFRS, . • interior zone; load duration factor =l.6 Cr) • C 1 0 2 �� .. 4 1 M - 3x4 _ � O PROF SUPPORT TOP CHORD BO 4i �GINE , A _ �, OREGON �.°' J y • y 1 �G4 6. 0 � • 2 • -00 • 2 -00 0,.,I �lllo • R. c . - • EXPIRES '12/31/111 • g� C el O� • O F NASNj Q .. JOB NAME: ASH CREEK CONDOS - SJ1 ,� % Scale: 0:7741 WARNINGS: GENERAL NOTES, unless otherwise noted: . h - 1. Bulkier and erection contractor should be advised of all General Notes 1. This truss design Is adequate for the design parameters shown. Review •! . Truss: SJ 1 and Warnings before construction commences. and approval is the responsibility of the building designer, not the + • /:; . 2. 2x4 compression web bracing must be Installed where shown i. truss designer or truss engineer. . - 3. An lateral force resisting elements such es temporary and permanent 2. Design assumes the rap and bottom chords to be laterally braced at ,� r , � �: ` i ; . • DES. BY: MJ stable b complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed l9 Y designer l9 of g lete 2x Impact lnsuehasplywood sheathing(TC) wham swher w/ordrywell(BC). b 17 • DATE: 11/10/2010 CompuTns assumes no responsibility for such bracing. 3. co mpact bridginridging or r such brad g required shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. S EQ.: 4689230 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non - orrosfoe environment. TRANS ID: 298427 5. design uTrrru has control any r a �s roes no and are assume condition' full b tins at e. •:. �s pu responsibility for the 8. Design assumes full bearing at all supports shown. Shim or wedge If / I; ` fabrication, handling, shipment and installation of components. necessary. I l , �o / ,' ' is furnished sub to the limftntions set forth 7 Design assumes adequate drainage is provided. 9. This design I "' Al'„ _ CA In SCSI, copies of which will be furnished upon request. by a. Plates shall be basted on both faces of buss, and placed so their tender 111111111111111111111111111111111111 TP p es colrxlde with Joint center lines. ; 7.6.0.C(1L)-E 9. Digits oinckl a size of plate In Inches. EXPIRES 611.0/1 1 CompuTrus, Inc. Software 7.6.O.0 1L E 10. For bask connector piste design values see ESR- 2529 (CompuTna) and/or ESR -1311, ESR -1998 (Wish). 1 • I .. • ' Consulting f j jf�M I Structural ,; % E IN .� Engineers ' A�� g • -' L`N G.I N E E''IR`S IN C: NOV - -4 2010__. • Structural Calculations for AtthgEgefterMplo Repair ING DIVIbION Job Number: 100917 BUILD IN 2009 IBC Amended by Oregon Structural Specialty Code with 2010 revisions. Date 11 -3 -2010 Location: - 11046 SW Greenberg Rd., Tigard, OR o v PROFF ' ' � Clie Horizon Restoration 6 k . 7235 SW Bonita Rd. 6; • Portland, OR 97224 Phone: 541-620-22158 / ' - 'N O v Engineer: Cameron T. Carroll P.E. y2 >r /9NE 29,ti''' ' BMGP Engineers, Inc. 0 N T . 1045 13 St. SE EXPIRES: z Salem, OR 97302 .. Phone: 503- 399 -1399 - Scope of Services: Repair to existing condominium building damaged by fire. Contents: Design Loads 1.1 Lateral Design 2.1— 2.10 Gravity Design 3.1 — 3.15 • 1 LIMITATIONS: Engineer was retained in a limited capacity for this project. Design is based upon the information provided by the client, who is solely responsible for accuracy of same. No �' responsibility and/or liability is assumed by, or is to be assigned to the Engineer for items beyond those shown on these sheets. • /G L -0.46 IMF ; //31- Pcpd ✓OUb, /, 5 p5 GcIH ►o /LavIe ba4 : ,2 .5" Psf ?at, Ycr_s G �4y o . = .2 ps,� 12. - 3 8- /NS UL • 3 ps f /6. P.: " (�' y )oS1/,�r ; z Psf USE 1 7 Z p .. ) ==�/? .J)c . r2_ S 2 . P s F C_ 2 Ps F z • 2 ,< /ds /6 '6 P sf / 4 " G Y PCP -S7S / 3 Psf 2s.°(PS/- A 2 • € ASP P2rN l� cam �2_s . '� P sF =� use._ 2S PsF J4 _ L = /!) p S c ,2.O0 F G /vE t)AD= 2s p.s (CNcr --)f F2'o/ L/ -' z'-ak = 'o r°sr- (L• 1.-• , NC, uN /TS) /00 P5fr ( �o>� faa r5 o z s, FILE NO. /0 C % SHEET NO. /' / Yom MADE BY DATE //e, " 1 'G - /e ) E N G I N E E R S, I N C. SALEM, OREGON CLIENT / PROJECT C'�tEIG (/y.fJba M, G rt;: /SL. I. 0» C4.Lcu447- /o..'s A v a. l'0r /fir c 3 °- 3 2 • J W /,., 6 0.0 200A /O,/ psr- /.y 2dacr r a, i4,b, f L -• SOc,r,7,,I UPPg-)2 _ fGac2 : /0./ es, t /;'.Z Ps r-(2 ) r /7 3PsF (2•s)- /67 PLC 194AA) C -Geta2 t / ti! 3 psf► (2..6• ') 4- ® 3.3 - Pz r (S°',r /L, ` /OSF (a) . /- PL,= /3Acs&2;/ /2• /PSF( % r-, •1 -g -4 //S PL/= r-4 -sr- L✓A c r : 1 UPP �L. F!y /6- SPs�(7 /. . 2. �-?3�1 //�-) t /S ps/�(2) r /'� 3 (Z�5 - ) yl' ,0G • / = 8'o r'c.P- (ts..4P / 1 4, 4 0 . - 3 - 1 . . . % 2 , 7 2 . . - . /y.3 (2.�) r /3. s(s ) ,. /a ) _ /a - p / iv ') 61 PG P- (4yzpAt,R4) • 3/4s EOT' - /2.� r / r. 8 /'/- /As P& (P4.mfA/2 6 Z PL. (4. L/k.,Q d) Alternate All Heights Method q9 = 23.1 psf Exposure B Iw = 1.0 Roof Slope = 4:12 Wind Speed 95 I mph 3 second gust ' Ku = 1.0 Enclosed ? Yes I . P = g9KzCn9tlwKzt . Cnet = Varies, see table 1609.6.2(2) " - - • • Kz = Varies, see below Design Pressures: (psi) Walls Roofs Wind Pressure @ Elevation Kz Windward Leeward Primary Windward Leeward Primary 0-15 0.57 5.7 -6.7 12.4 -0.7 -8.7 8.0 20 0.62 6.2 -7.3 13.5 -0.7 -9.5 8.7 25 0.66 6.6 -7.8 14.3 -0.8 -10.1 9.3 30 . 0.70 7.0. -8.2 15.2 -0.8 -10.7 9.9 40 0.76 7.6 • -9.0 16.5 -0.9 . -11.6 10.7 50 0.81 8.0 -9.5 17.6 -0.9 -12.4 11.4 60 0.85 . 8.4 -10.0 18.5 -1.0 -13.0 12.0 70 0.89 • 8.8 -10.5 19.3 -1.0 -13.6 12.5 FILE NO. //'O //'O 9 / SHEET NO. 2 II y Y �- _ MADE BY GTG - 6 - 9 --g - /C DATE F . N (; I N - F I: R S. I NC. SALEM, OREGON CLIENT /7`0 � 2./ --On, /›..6--S-.7".. p ,, ,, PROJECT /4-e [- r `g,64- /10.- J`'c'.� LAre.:1?..A. eA u tA-r/04- • _ /.A-4 LOC47 7 4A , C f< 1 7/.5, 5 / 4 0,04 /1 64' / 2 rg St, - So g at., .. C4rE.-4 072 -4' s/ A.- c474..-46 • fa.a A- c_ ce,a_c.EL. />_.E.„Sic.r4t..)4 a 5" - k - L.14,547 G .5 E: /. •-• • r e e_so aka. , 3 SZ ceiosuA-r) • 0 W-/-= • C 3 I • Cs,/..v •= . y pcywa..0,3>) 3/e • • - - - FILE NO. AOC SHEET NO. 2, 2. MUNN/MN MN 111111111/1 MADE BY DATE ENGINEENI+, INC. SALEM, OREGON CLIENT ASH- d.c.tolL.0 PROJECT • • Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.440314 _ _ . . - Longitude = - 122.778202 Spectral Response Accelerations Ss and S 1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period . Sa (sec) (g) • 0.2 0.943 (Ss, Site Class B) 1.0 0.339 (S 1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.440314 Longitude = - 122.778202 Spectral Response Accelerations SMs and SM1 . • SMs =Fax Ss and SM1 =FvxS1 • Site Class D - Fa = 1.123 ,Fv = 1.721 Period Sa (sec) (g) 0.2 1.059 (SMs, Site Class D) 1.0 0.584 (SM1, Site Class D) • Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.440314 • .. Longitude = - 122.778202 Design Spectral Response Accelerations SDs and SDI SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.123 ,Fv = 1.721 Period Sa (sec) (g) 0.2 0.706 (SDs, Site Class D) 1.0 0.389 (SD1, Site Class D) • 2 • LA rF fa4 _. ' C_,o,4� 6 i✓ (.-4 r/Gw.s GoDe D TPP,e4L 20 A2 -. 20 \ 36 _ / /zo ,L,- (2,ex,F x /G Ps / = /9, 0e- /o d8 A.zrZ 4r a ' u 9 'x 6 G✓,4 -L s = i/8o � e✓�rrs >r /0 p sF 3, S"Vo ' 2 ' m /o Yo 1 4.2 f cez x z s Psi 2 6, ooc e c - 2v ' x Sx 6a4LS = /66 At- i- /© pe..In ° 96 35, doo / f�r� SA- As 2 '3 s, - voo 'ems' 200 F 23, gG /o ` 6 , b /U 6 ? -� '3.6 A l S' 6 efe t-oo , %/o 3s, 8'•s SO 2, 600 , l 9 0 95 Oyo d `` /, SSS o -O 1 ?e- y>cJaoD e V - • / O 9 l = ., /09 (9S,oYo - /D 35", I,•/ e: PCOF : g = ,L /06( a2 200 y �` Gvx - zag 6 , / 26 L D — , '/e "10v 29 fa eflX 4 2 a 2/ 5, e ao Q • 0 S./ a✓ / = • lr ( ' l 7 6 , C' Sl` r / e 6 . !U yco s / b CJ/ G y PsuA-t S/ /e421✓4.4.6s = V = • 353 I%) ,3s1( Q5,oyo �- 33 s °/s /,y/= 23 965 G.) Rze, : = . x/06(2 3 syA) - 9Y 2 -9 4‘ C v,r ® /24,0/ a 912. i sVv • / ki D 2 � . 7 Y 91ff/ 96 9% d u,r o 16 ' /As, 6 , 2 2 w (j. / 0(2.,9159°1 - V5 ' C & VsSX5> e • #/9_r kJ • • — - FILE NO. /DO 9/7' SHEET NO. 2 ' V • Min/ MADE BY C T C DATE /6 -2-7 - t b E N G I N E E R S , -1 N C. SALEM, OREGON CLIENT �`YOl2, �Cl+� l ��s • PROJECT 4-. gg_ (_J aAS • • Lq rE l�-4 L GC'A 2 CAL Cu r,-'.s . . . LLc.41S.S No2ri/ - 'sOurrX • O f P�rc. F� 'i - •• • G La P , . 5 / 0 ( s 6 . )r- '°()') • 1/.6.- PL. 1 = / ( ■ 1 /'/O Pt.t w � • � 1-- (zs JosF( ( ,eX.) yJ ¢ h/// P G/� L WG> .'?v!a • O Fa / ( 1 ' ) / 3 3 As�i�✓r (z. . P se- (5-z. ) *- /n ( 9/, - v1 ° 2 0 PLF PG wat."• : , O` / ( / 6S S r - 1-}4 r ; (Laa)L .4 r. 17.54.te,s SrsP442 ri4.y) vAPE/& ` - wl3 < , h'a& (/ ps %6 t- /0( fs 6 5 P&I= v.*-ewx. • . /1.6 ( 1, ) = 3 Pc_, //4 4 / Iv ' I3 t •2•2.(25 pso-( .6) 1- /d (///- e 4::)g - ) •64 L y�,.00 2 � t • d 5' ( r c 2 13 P C F 1 3 ^s/r t -►if..-4Jj: PsF('b) r /o l cZ7-8i ) &-J ° 3 26" Pc_ . 0 ( I I � /0 2. PG.i- ( LSE PG ylvcrAb — 52.44.1 i2r..t4e.4.-t. rhIP- -.ouG oc..r FILE NO. /007/ SHEET NO. 2 • S MADE BY CTC-- DATE I I : I '/ SALEM, OREGON CLIENT h6 I2' r'1) �� . �� pp �, .� / S • ' — PROJECT v!` lC t�Cl l`1 LG✓S • . . it ' • . • . • . . . - . • - • , „ ' . 0 0 T .. s • . . T ,,,.. , 4,.....? — 1.— .7_ 1 1 =_- .- „..,_ . . —= r , 11111114 gill 1 IBM , mis . . 1111 - - E li' B ' mg Eti. I Di I =I mi N Ei.I .1 ..-, • Pl ..11 1= ab ail =sir p_. hill II . . II M i I" OM 1111 1116 ' n Wi ,/ . MEP PI s II i; I ." i I 0 L1 MI . IF ilir NM L ! F I a I INIE IPPIIIIIKII . NM I Ct -,•• NI.-. _ = _ . _ = = :11111t: 1...... II MI . / . .• • li - l'" 11 1 . • ".'"..7 •: • • . . . if 1 1 1 t I 1 1- 1- /61 •PLF (t,ihk • q PL-F (W0.16) p/c, pc (sic..) r2.00f /9-S' P4- (,u�) ••• i Z /34z roc.F (.s4f.f./ti/c..) a.. F.64:r..91. ... taecizt e,3 pc.F. (sizigwe-) /15 P&P ( Pm A..1 4) -?... 1 -Sr ie 6..G e.A (SEI-g-A-uc..) ...) ke... 6 e? Pc. r- 0,214.) P b.) 2.13 Pe..F-- (sEismic..).> 6 2. P& 1 (r,..)m.Th,) 1 / ..sz reave._ re4d$ ile...L. 07 • / PLF • _ LA TERM.- LA Vex. 7 . • . . . . . , . - . • FILE NO. /0 7 SHEET NO. 9- - • es' -, - M=IMIN NV HIM MI - ft/1M., MADE BY C-- DATE / 1(:) - 2-5-'0 - ' E N C I N E E li .ti: I C. . h . i' ....-.0 f., ?- - CLIENT SALEM, OREGON PROJECT J4 1 - 1, 4- th , . LAT Ef 4L I G. AJ ; UPPr r? _ �=GV✓, V = 2-03 Pc F (s7/;./ r y / 601 o ' T� y Ao_►2.f. ,L -Mr//o "/62) sECrio•. s /) ; 2) ex 6/ oX OPevI.04 / r/o = g4' = . s � - . V _ GCS¢ o it v C g (la.y'xa) r 210 Pc..F ) .t4J_ I 1 i V4 60V' /�I Z3 zo �'` f �� - l 4 'w ; COQ,' • A"I 4) N - 6 o c i o A 2.13 PZ., ( � / 2 . 7 y j - / L / , , & y Pin kie r t " /Cy • / I 5 2.) SA 0 1 - .t UPva_eE 3� " �/ f 1vc,L ,,fry 3 . = /ov V trI /2, /Fro v , Silas Y a . ) 4 / 5 ' 6 PLf I S t✓ - c t y,✓ ►Z-,vs0.0/13_1 ' 3566 I �b -:S 1 34s r : V _ /2, iAro /02 . Pz.p-(sy%,) /s, / 3 2. ly 4. ' s • /S, /32- ��))z.s r�213 m G /f 3 Pc.r= $ate - e� Pdr v a pz."-(3 , s ) S /3, 2. yo 5.5(6 J O ( ) ] 93 Al �,bm /3,2yv ^439 y /oo /ib- -,S 7.3s6d : 7666 G /� )3: • ,44/1E. 4s G. 21. ,4 • — -- FILE NO. /005 SHEET NO. . ' ft•• • • MADE BY GTC DATE ,0 • '.�8 X10 r♦/ E N G I N E E R S . I N C. ,/_ • SALEM, OREGON CLIENT /yo2 -/ J /2Ec PROJECT � �i 4 �� J� ('p, ).>~ • LATE / A- � E•S / s V PPg/L ✓.) _ /67 ( %) - 31 Vs = /5'o Pc./lr /,,1 z3£sv Ss e lsti -.4[ 5"(6' /t /o(o- sL /- /S3 ZZ.7 142- > /V e /,4 AiA /ti 2ss39 44 , , - P s9) ss-- 1/ L 2-38'0 ' /36 Pe_ ( l .t X92 50/5 - I 'v sL ' 96 Pt rc 1 g1,/ -A- I 'IL 30 /. (8-') - 6 /p / /Z!� ,�. /gn t� ( r�ox / / t /0/er )] 5Z ''", /", 77 3 4li 11/2. > /lor- =/ duo /T 1 2)=-4 1 1 l�s}s -i7' ' /s //5 PC.F( /a.J- 6c�o Vs - 4 /699. 4 f- 6S PL ( 3YXj ° 57-17- /3 PLC / S w - •4 r(o 6') ` //, V20' / 2 5� /02 c C ) /O (6 )! 3 'a /66 • i/,� .gip- ? /JO /IL. I 4 ‘,? FILE NO. /009/ 7` SHEET NO. 9 ^� MADE BY C DATE /O . /C. E N G I N E E R S . I N C. SALEM, OREGON CLIENT ,[ //32 I �O.�U /c,G.S. PROJECT A re • C2 / UPP a_ F:4404)2 V = /6 3/r �! - 3S0 7- .J' o7 2-S7 Pz_i Mor` 23l (b j g ° /2, 02V • �$ /Z, /60'1 I ,4 h - 1 441 ti ` G l . v / L Vim- 3 / p ( 3 ) - 6 i 605' 3 PLF ig t✓ /Ver 4 /93 g P Z/, zyo • 1/2 - [2s(L24 r /0(2-23 W- //4, = 6 — 2g /6e9 V - 4/6• 13 '7 : V = 6 /,s / /SPA ( /� ) - -ay-- 6'-5 p 4') e- 29, 52o . `/s ,4 W35/ A -- 9 6 , 1,44s- a. f arz./ b 3 : n FILE NO. IOo % SHEET NO. f INI IN / C - 2.6 -"161 rte/ MADE BY tn�T� DATE F N C I N E F R S, INC. 1 � CLIENT 4 ∎ r C'� , SALEM, OREGON PROJECT At=.-.4z v E ,ce.ery ; : V/_ /e P4 ( 39 /Ja 2Cral 2g3 62.} ' c f P4 / I St✓ - 4I • MDra �. t.J. )4356 /IS 11 //i 3 ;6 - 2 , r - A 444/ G / ai 4)0 3 -- /yA i,-1 Go€ ; VI" 28. *' 0- ,i Per ( j — /93 Pty (8- ) - 20, o6e) CO_L J� i3 - //, ao, ego - //,sys . 13 • . 73i S .F, i? - 1 . //s / L,'( 6C70 64 v° - .. zv�. P� sw - i 3 /14r 6 (2 )4- /// 5 yam/ ) t /307 - ,� a rib S ; (, • AS (; 2i.b G am, .b 7 . SAM A-s Ge►� I FILE NO. / SHEET NO. 2 •/ K1••■NEM 21 - j rte/ MADE BY CrG DATE /d - E N G I N E E R S , IN - C. SALEM, OREGON • CLIENT /� D R-1 Z / - PROJECT r"1S /7 6,2A✓ rY � Ad4-102 SCE / s TS: Now LEI OvEIZ doo-1 .i c5o2 , Y cA - 2S Ps . (' /n) 3 3 nz- /- g6 pit- bL' / - psp( 4 ' 2 4 - / - PGP` ACbS y P� p ,r� m 2s, 20 4, , ,y� �Ib — 109,ZY . 44. — ,f%%'° ,y V itel C / l 7o3 2s 6d2_. ✓' ?/ � boy ge 2° st ° /G To sus 712Y 41- cAd /4e,_ Q�' S Tito , Llraie 42E0'4 L A ^ 2-2.. ,)-, g 4 PPL 7 4..44•0G4., 1Z54S '. - 4 - Y.& 729 use b, - i V4tw // & 2- P5/ I. ILGS Os/ ¢ X - / in -0U �-�- 6e- Psi oft_ v 3 /tr ✓v X " G d-ea A 4/Y 6(4— TiN4 To/ s S 0 ,k_ FILE NO. /009 SHEET NO. S •! MADE BY ��T� Yom/ DATE in — 1e) E N G I N E E R S . I N C. SALEM, OREGON CLIENT }�Or ► ' / �o�V TGCS /J PROJECT • • xisn,✓G : . . • ?oP 6r•`1 644)17-as • be I bkiA s BP S g- Psf ( 16 Pcf LL�� t 2Sps�(i l° Sc pGf _ y ' L IL b ' &' 2 ay• SE . �>t12IAT' our vAvt.r : • IL CGS 2!Rs f Our FILE NO. ��) ».' SHEET NO. 3 • r iv MADE BV Cry DATE / ' ` ? " 6 -,0 E N 1: INE IttS. INC. . SALEM, OREGON CLIENT �f //42 PROJECT ! I 'Cl�� : �L. 4. e5 Y X g kr ACT sT2 1 Results for LC 1, DL + SL BMGP Engineers, Inc. SK - 1 CTC Ash Creek Vaulted Truss Oct 20, 2010 at 10:01 AM 100917 Vaulted Truss.r3d • - - - - - - - - • • • • .` BMGP Engineers, Inc. SK -2 CTC Ash Creek Vaulted Truss Oct 20, 2010 at 9:33 AM 100917 Vaulted Truss.r3d V • Company : BMGP Engineers, Inc. Oct 20, 2010 Designer : CTC 9:33 AM Job Number : 100917 Ash Creek Vaulted Truss Checked By: Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warping Yes " Area Load Mesh (inA2) 144 • Merge Tolerance (in) .12 . P -Delta Analysis Tolerance 0.50% Vertical Axis • • Y • . Hot Rolled Steel Code AISC 360 -05: ASD (Direct Analysis Methc d) Cold Formed Steel Code AISI: NAS -01: ASD . Wood Code AF &PA NDS -05: ASD Wood Temperature • < 100F . • • . Concrete Code ACI 318 -05 Masonry Code • . • ACI. 530-05: ASD: Aluminum Code M ADM1 -05: ASD Number of Shear Regions 4 Region Spacing Increment (in) • 4 Biaxial Column Method Exact Integration Parme Beta Factor (PCA). . .65. Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force.Warnings .., . • . . Yes., .. • - . Seismic Code ASCE 7 -05 Seismic Base..Elevation (ft). . . Not Entered • • • Ct X .035 Ct Z . •• . • . .035 . • . T X (sec) Not Entered T Z (sec) . . • Not Entered . R X 8.5 RZ • • 8.5 Ct Exp. X .75 • Ct Exp. Z' . .75 • Ca .36 Cv.. . • ..... . .54 . Nv 1 SD1 1. • . • SDS 1 S1 1• TL (sec) Not Entered Occupancy Code 4 Seismic Zone 3 Occupancy Cat • I or II • . Use Gravity Self Wt in Diaphragm Mass Yes Use Deck Self Wt in Diaphragm Mass Yes . Use Lateral Self Wt in Diaphragm Mass Yes Seismic Detailing Code None Om X 1 OmZ 1 Rho X 1 Rho Z 1 RISA -3D Version 9.0.0 [H: \Jobs 2010 \100917\Vaulted Truss.r3d] Page 1 3 .s� • ' Company : BMGP Engineers, Inc. Oct 20, 2010 • Designer : CTC 9:33 AM Job Number : 100917 Ash Creek Vaulted Truss Checked By: Wood Material Properties Label Species Grade Cm Emod Nu Therm (M1... Dens[k/ft^3] - 1 Chords Douglas Fir -Larch No.1 1 .3 .3 .035 2 Webs Douglas Fir -Larch No.2 1 .3 .3 .035 Wood Section Sets Label Shape Type Design List Material Design Rules A [in2] Ivy [in4] lzz [in4] J [in4] 1 Chords 2X4 _ Beam Rectangular Chords Typical 5.25 .984 5.359 2.877 2 Webs 2X4 Beam Rectangular Webs Typical , 5.25 .984 5.359 2.877 Member Primary Data Label I Joint J Joint K Joint Rotate(degl Section /Shape Type Design List Material Design Ru es 1 M1 N7 N1 Chords Beam Rectangular Chords Tvpica 2 M2 N8 N10 Chords Beam Rectangular Chords Typica 3 M3 N10 N2 Chords Beam Rectangular Chords Tvpica 4 M4 N8 N7 Webs Beam Rectangular Webs Typica 5 M5 N9 N6 Webs _ Beam Rectangular Webs Tvpica 6 M6 N10 N5 Webs Beam Rectangular Webs Typica 7 M7 N11 N4 Webs Beam Rectangular Webs Tvpica 8 M8 N2 N3 Webs Beam Rectangular Webs Typica 9 , M9 N2 N1 Webs Beam Rectangular Webs Tvpica 10 M10 N8 N6 Webs Beam Rectangular Webs Typica 11 M11 N6_ N10 1 Webs Beam Rectangular Webs Tvpica 12 M12 N10 N4 Webs Beam Rectangular Webs Typica 13 M13 N4 N2 Webs Beam Rectangular I Webs Typica Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap... - 1 N1 26 0 0 0 2 N2 24 0 0 0 3 N3 24 .667 0 0 _ 4 N4 18 2.667 0 0 5 N5 12 4.667 0 0 • 6 N6 6 6.667 0 0 7 N7 0 8.667 0 0 8 N8 0 0 0 0 _ I 9 N9 6 1 0 0 10 N10 12 2 0 0 11 N11 18 1 0 0 Joint Boundary Conditions Joint Label X fkrnl Y [k/in] Z [k/in] X Rot.[k - ft/rad] Y Rot.[k - ft/rad] Z Rot.[k-ft/radL Footing 1 N8 Reaction Reaction Reaction 2 N2 Reaction Fixed 3 N7 Fixed 4 N6 Fixed 5 N5 Fixed • 6 N4 Fixed - 7 N3 Fixed 8 N1 Fixed 9 N9 Fixed 10 N10 – — Fixed 11 N11 Fixed RISA -3D Version 9.0.0 [H: \Jobs 2010 \1009171Vaulted Truss.r3d] Page 2 e. ' Company : BMGP Engineers, Inc. Oct 20, 2010 • Designer : CTC 9:33 AM Job Number : 100917 Ash Creek Vaulted Truss Checked By: Wood Design Parameters Label Shape Length[... le2[ft] lel[ft] le -bend to... le -bend bo... Kyy Kzz CV Cr y sway z sway_ 1 M1 Chords 27.407 1 6 1 1 Yes 2 M2 Chords 12.166 1 6 1 1 Yes 3 M3 Chords 12.166 1 6 1 1 Yes - 4 M4 Webs 8.667 4 1 1 Yes 5 M5 Webs 5.667 1 1 Yes 6 M6 Webs 2.667 1 1 Yes 7 M7 Webs 1.667 1 1 Yes 8 M8 Webs .667 1 1 Yes 9 M9 Webs 2 1 1 Yes 10 M10 Webs 8.969 4.5 1 1 Yes 11 M11 Webs 7.601 4 1 1 Yes 12 M12 Webs 6.037 4 1 1 Yes 13 M13 Webs 6.566 3 1 1 Yes Member Distributed Loads (BLC 1 : Dead Load) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,d... Start Location[ft,%1 End Location[ft, %1 , 1 M1 Y -.014 -.014 0 0 2 M2 _ Y _ -.016 -.016 0 0 3 M3 Y -.016 -.016 0 0 4 M9 Y -.016 -.016 0 0 Member Distributed Loads (BLC 2 : Snow Load) • Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft.d... Start Location ft .d... � %L End Location[ft, %] 1 1 M1 I V I -.05 I -.05 0 1 0 1 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me... Surface (_ 1 Dead Load DL 4 2 Snow Load SL 1 Load Combinations Descri tion SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor - 71 DL + SL Yes' I I D L I 1 SL 11 I I I I I I I I I I Joint Deflections LC Joint Label X [in] Y [in] Z [in] X Rotation [radl_ Y Rotation [rad] Z Rotation [rad] 1 1 N1 .153 .015 0 0 0 0 2 1 N2 .153 0 0 0 0 0 3 1 N3 .149 0 0 0 0 3.08e -3 4 1 N4 .057 -.279 0 0 0 2.628e -3 ' 5 1 _ N5 .076 -.286 0 0 0 - 1.982e -3 6 1 N6 .142 -.149 0 0 0 - 6.227e -4 7 1 N7 .191 -.002 0 0 0 0 8 1 N8 0 0 0 0 0 0 9 .1 N9 .032 -.15 0 0 0 - 1.992e -3 10 1 N10 .061 -.285 _ 0 0 0 0 11 1 N11 .084 -.279 0 0 0 2.026e -3 RISA -3D Version 9.0.0 [H: \Jobs 2010 \100917\Vaulted Truss.r3d] Page 3 .. -!. ' Company : BMGP Engineers, Inc. Oct 20, 2010 • Designer : CTC 9:34 AM Job Number : 100917 Ash Creek Vaulted Truss Checked By: Joint Reactions LC Joint Label X fkl Y [k] Z [k] MX 1k-ft] MY Ik -ftl MZ [k -ft] • 1 1 N8 0 .965 0 0 0 0 2 1 N2 0 1.14 NC 0 0 0 3 1 Totals: 0 2.105 0 • 4 1 COG (ft): X: 12.998 Y: 3.651 Z: 0 Member Section Forces LC Member Label Sec Axial[k] y Shear[k] z Shear[k] Torquefk -ftl y -v Moment[k-..z-z Moment[k -... 1 1 M1 1 -.048 .145 0 0 0 0 2 2 2.283 .167 0 0 0 .153 3 3 2.296 .129 0 0 0 -.001 4 4 .116 .073 0 0 0 -.059 5 5 .121 .057 0 0 0 0 6 1 M2 1 .826 .037 0 0 • 0 0 7 2 -.834 -.011 0 0 0 -.038 8 3 -.842 -.059 0 0 0 .07. 9 4 -.83 .011 0 0 0 -.038 10 5' -.838 -.037 0 0 0 0 11 1 M3 1 -2.68 .046 0 0 0 0 12 2 -2.672 _ -.002 0 0 _ 0 -.066 13 3 -2.681 .05 0 0 0 .014 14 . 4 -2.673 .002 0 0 0 -.066 15 5 -2.665 -.046 0 0 0 _ 0 16 1 M4. 1. .153 0 0 0 0 0 ___ 17 2 .153 0 0 0 0 0 '18 .3 .153 0 .0 0 0 _ 0 19 _ 4 .153 0 0 0 0 0 20 5 .153 0 • 0 • 0 0. 0 21 1 M5 1 -.121 0 0 0 _ 0 _ 0 22 2 -.121 0 0 0 0 0 23 3 -.121 0 0 0 0 0 24 4 -.121 0 0 ' 0 0 0 25 5 -.121 0 0 0 0 0 26 . 1 M6 1 .381 0 0 0 0 0 27 2 .381 0 0 0 0 0 28 3 .381 0 0 0 0 0 29 4 .381 0 0 0 0 0 30 5 .381 0 0 0 0 0 _ 31 1 M7 1 -.102 0 0 0 0 0 32 2 -.102 0 0 0 0 0 33 3 -.102 0 0 0 0 0 34 4 -.102 0 0 0 0 0_ 35 5 -.102 0 0 0 0 0 36 1 M8 1 .404 0 0 0 0 0 37 2 .404 0 0 0 0 0 38 3 .404 0 0 0 0 0 39 4 .404 0 0 0 0 0 40 5 .404 0 0 0 0 0 41 1 M9 1 -.133 .016 0 0 0 0 42 2 -.133 .008 0 0 0 -.006 43 3 -.133 0 0 0 0 -.008 44 4 -.133 -.008 0 0 0 -.006 45 5 -.133 -.016 0 0 0 0 46 1, M10 . 1 1.227 0 0 0 0 0 47 2 1.227 0 0 0 0 0 48 3 1.227 0 0 0 0 0 RISA -3D Version 9.0.0 [H: \Jobs 2010 \100917\Vaulted Truss.r3d] Page 4 'Company : BMGP Engineers, Inc. Oct 20, 2010 • Designer : CTC 9:34 AM Job Number : 100917 Ash Creek Vaulted Truss Checked By: Member Section Forces (Continued) LC Member Label Sec Axial[k] y Shear[kl z ShearLk] Torque[k -ft] y -y Mornent[k-...z-z Moment[k_... 49 4 1.227 0 0 0 0 0 - 50 5 1.227 0 0 0 0 0 51 1 M11 1 -1.771 0 0 0 0 0 52 _2_ -1.771 0 0 0 0 0 • 53 3 -1.771 0 0 0 0 0 54 4 -1.771 0 0 0 0 0 55 5 -1.771 0 0 0 0 0 56 1 M12 1 .42 0 0 0 0 0 57 2 .42 0 0 0 0 0 58 3 .42 0 0 0 0 0 59 4 .42 0 0 0 0 0 60 5 • .42 0 0 0 0 0 61 1 M13 1 2.74 0 0 0 0 0 62 2 2.74 0 0 0 0 0 63 3 2.74 0 0 0 0 0 64 4 2.74 0 0 0 0 0 65 5 2.74 0 0 0 0 0 Member Wood Code Checks B Combination LC Member Shape UC Max Loc[ft] Shear..Loc[ft] Dir Fc'[ksi] Ft'[ksi] Fb1'[k...Fb2'[k..Fv'[ksi] RB CL CP Eqn 1 1 ' M1 2X4 .813 6.566 .305 6.281 y 1.002 1.164 1.984 2.182 .207 22.618 1 .505 3.9 -3 2 1 M2 2X4 .275 6.083 .082 6.083 y. 1.002 1.164 1.984 2.182 ..207 15.069 1 .505 3.9 -1 3 1 M3 2X4 .568 9.251 .069 6.083 y 1.002 1.164 1.984 2.182 .207 4.32 1 .505 3.9 -1 4 1 • M4 2X4 .066 0 .000 0 z .44 .992 1.785 1.964 .207 12.719 1 .247 3.6.3 5 1 M5 2X4 .023 0 .000 0 z .227 .992 1.785 1.964 .207 10.285 1 .127 3.9 -1 6 1 M6 2X4 .082 0 .000 0 . z .883 .992 1.785 1.964 .207 7.056 1 .494 3.6.3 7 1 ' M7 2X4 .020 0 .000 0 . z 1.45 .992 1.785 1.964 .207 5.578 1 .812 3.9 -1 8 1 M8 2X4. .044 0 .000 0 z 1.745 .992 1.785 1.964 .207 3.529 1 .977 3.6.3' 9 1 M9 2X4 .043 1 .022 0 v 1.264 .992 1.785 1.964 .207 6.11 1 .708 3.9 -1 10 1 M10 2X4 .661 0 .000 0 z .353 .992 1.785 1.964 .207 12.939 1 .198 3.6.3 - 11 1 M11 2X4 .340 0 .000 0 z .44 .992 1.785 1.964 .207 11.912 1 .247 3.9 -1 12 1 M12 2X4 .182 0 .000 0 z .44 .992 1.785 1.964 .207 10.616 1 .247 3.6.3 13 1 M13 2X4 .713 0 .000 0 z .732 .992 1.785 1.964 .207 11.071 1 .41 3.6.3 • RISA -3D Version 9.0.0 [H: \Jobs 2010 \100917 \Vaulted Truss.r3d] Page 5 Y X M M2 • SUN . a M 9 C 2 3 4 5 Results for LC 1, DL + SL BMGP Engineers, Inc. SK - 1 • CTC Ash Creek Vaulted Truss Oct 20, 2010 at 10:00 AM 100917 Flat Truss.r3d r, . feN Y 4101 • • c1w \ T • r *` BMGP Engineers, Inc. SK - 4 CTC Ash Creek Vaulted Truss Oct 20, 2010 at 9:42 AM 100917 Flat Truss.r3d • Company : BMGP Engineers, Inc. Oct 20, 2010 Designer : CTC 9:43 AM Job Number : 100917 Ash Creek Vaulted Truss Checked By: ti. . Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 • Include Shear Deformation Yes Include Warping Yes . Area Load Mesh (in ^2) 144 • Merge Tolerance (in) .. .12 . • P -Delta Analysis Tolerance 0.50% • Vertical Axis Y Hot Rolled Steel Code AISC 360 -05: ASD (Direct Analysis Method) Cold Formed Steel Code AISI NAS =01 ASD • . Wood Code AF&PA NDS -05: ASD Wood Temperature < 100F . . • . • Concrete Code ACI 318 -05 Masonry Code ACI 530 -05: ASD ' • Aluminum Code AA ADM1 -05: ASD Number of Shear Regions 4 Region Spacing Increment (in). 4 Biaxial Column Method Exact Integration Parme Beta Factor (PCA). • >-. 65 Concrete Stress Block Rectangular Use Cracked Sections .Yes Bad Framing Warnings No Unused Force Warnings Yes •.. . . . , .. - . Seismic Code ASCE 7 -05 • Seismic Base Elevation (ft) . ' Not Entered Ct X _ .035 Ct Z - .035 T X (sec) Not Entered T.Z (sec) Not Entered R X 8.5 RZ 8.5 Ct Exp. X .75 Ct Exp. Z 75 Ca .36 Cv .54 Nv 1 SD1 1 SDS 1 S1 1 TL (sec) Not Entered Occupancy Code 4 Seismic Zone 3 • Occupancy Cat I or II . Use Gravity Self Wt in Diaphragm Mass Yes Use Deck Self Wt in Diaphragm Mass Yes • Use Lateral Self Wt in Diaphragm Mass Yes Seismic Detailing Code . None Om X 1 Om Z 1 Rho X 1 Rho Z 1 RISA -3D Version 9.0.0 [H: \Jobs 2010 \100917 \Flat Truss.r3d] Page 1 3,iz Company : BMGP Engineers, Inc. Oct 20, 2010 Designer : CTC 9:43 AM Job Number : 100917 Ash Creek Vaulted Truss Checked By: Wood Material Properties Label Species Grade Cm Emod Nu Therm (\1... Dens[k/ft"3] • 1 Chords Douglas Fir -Larch No.1 1 .3 .3 .035 2 Webs Douglas Fir -Larch No.2 1 .3 .3 .035 Wood Section Sets Label Shape Type Design List Material Design Rules A WI Ivy [in4] Izz [in4] J [n4] 1 Chords 2X4 Beam Rectangular Chords Typical 5.25 .984 5.359 2.877 2 Webs 2X4 Beam Rectangular Webs Typical 5.25 .984 5.359 2.877 Member Primary Data Label I Joint J Joint K Joint Rotate(degl Section /Shape Type Design List Material Design Ru es 1 M1 N1 N5 Chords Beam Rectangular Chords Tvpica 2 M2 N9 N5 Chords Beam Rectangular Chords Typica 3 M3 N1 N9 Webs Beam Rectangular Webs Tvpica 4 M4 N2 N8 • Webs Beam Rectangular Webs Typica 5 M5 N3 N7 Webs Beam Rectangular Webs Typica 6 M6 N4 N6 Webs Beam Rectangular Webs Typica 7 M7 N1 N8 Webs Beam Rectangular Webs Tvpica 8 M8 N2 N7 Webs Beam Rectangular ' Webs Typica 9 M9 N3 N6 Webs Beam Rectangular Webs Typica Joint Coordinates and Temperatures • Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap_ 1 N1 _ 0 0 0 _ 0 2 N2 6.5 0 0 0. 1 3 N3 13 0 0 0 4 N4 19.5 0 • 0 0 - 5 N5 26 0 0 0 6 N6 19.5 2.167 0 0 j 7 N7 13 4.333 0 0 8 N8 6.5 6.5 0 • 0 9 N9 0 8.667 0 .0 Joint Boundary Conditions Joint Label X [kiln] Y [k/in] Z Win] X Rot.[k- ft/rad] Y Rot.[k - ft/rad] Z Rot.[k- ft/rad] Footing 1 N1 Reaction Reaction Reaction 2 N5 Reaction Fixed 3 N9 Fixed • 4 N8 Fixed 5 N7 Fixed 6 N6 Fixed 7 N2 Fixed 8 N3 Fixed 9 N4 Fixed Wood Design Parameters Label Shape Length[... le2[ftl le1[ft] le -bend to... le -bend bo... Kyy Kzz CV Cr y sway z sway 1 M1 Chords 26 1 6 1 1 Yes 2 M2 Chords 27.407 1 6 1 1 Yes 3 M3 Webs 8.667 4 1 1 Yes RISA -3D Version 9.0.0 [H: \Jobs 2010 \100917 \Flat Truss.r3d] Page 2 -Company : BMGP Engineers, Inc. Oct 20, 2010 Designer : CTC 9:43 AM Job Number : 100917 Ash Creek Vaulted Truss Checked By: Wood Design Parameters (Continued) -• Label Shape Lenathf... Ie2rftl lelfftl le -bend to... le -bend bo... Kvv Kzz CV Cr v sway z sway 4 M4 Webs 6.5 3 1 1 Yes • 5 M5 Webs 4.333 1 1 Yes 6 M6 Webs 2.167 1 1 Yes 7 M7 Webs 9.192 4.5 1 1 Yes . 8 M8 Webs 7.812 4 1 1 Yes 9 M9 Webs 6.852 3.5 1 1 Yes Member Distributed Loads (BLC 1 : Dead Load) Member Label Direction Start Magnitude[k/ft.... End Mag_nitudefk/ft.d... Start Location[ft. %] End Location[ft. %] 1 M2 Y -.014 -.014 0 0 2 M1 Y -.016 -.016 0 0 Member Distributed Loads (BLC 2 : Snow Load) Member Label Direction Start Magnitude[k/ft.... End Magnitudefk/ft,d... Start Locationfft. %1 End Location[ft. %] 1 I M2 I V 1 -.05 I -.05 I 0 I 0 Basic Load Cases BLC Description Category X Gravity Y Gravity _ Z Gravity Joint Point Distributed Area (Me... Surface (... 1 Dead Load DL 2 2 Snow Load SL 1 Load Combinations • Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor - 1 1 I DL + SL IYesI DL 1 1 I SL 1 I I I 1 1 I I I 1 1 Joint Deflections LC Joint Label X [in] Y [in] Z [inl X Rotation [radl Y Rotation [radl Z Rotation [radl 1 1 N1 0 0 0 0 0 0 2 1 N2 .007 -.109 0 0 0 - 7.699e -4 3 1 N3 __ .022 -.188 _ 0 0 0 9.819e -4 _ 4 1 N4 .043 -.212 0 0 0 • 7.699e -4 5 1 N5 .065 0 0 0 0 0 6 1 N6 _ .02 -.211 . 0 0 0 _ - 6.764e -4 7 1 N7 .045 -.186 0 0 0 - 1.088e -3 8 1 N8 .081 -.103 0 0 0 5.912e -4 9 1 N9 .115 -.002 0 0 0 0 Joint Reactions LC _ Joint Label X fkJ Y [k] Z [k] MX [k -ftl MY [k -ft] MZ [k -ft] 1 1 N1 0 1.05 0 0 0 0 2 1_ N5 0 1.05 NC 0 0 0 3 1 Totals: 0 2.1 0 4 1 COG (ft): X: 13 Y: 3.475 Z: 0 • Member Section Forces LC Member Label Sec Axial[k] y Shear[k] z Shear[k] Torque[k -ft] y -y Moment[k -..z -z Moment[k -... 1 1 M1 1 -.842 .042 0 0 0 0 • 2 2 -1.632 -.062 0 0 0 .066 RISA -3D Version 9.0.0 [H: \Jobs 2010 \100917 \Flat Truss.r3d] Page 3 3, / • ' ' Company : BMGP Engineers, Inc. Oct 20, 2010 Designer : CTC 9:43 AM Job Number : 100917 Ash Creek Vaulted Truss Checked By: 1."r Member Section Forces (Continued) LC Member Label Sec Axial[k] v Shearfk] z Shear[k] Torque[k -ft] y -y Moment[k-...z-z Moment[k . 3 3 -2.491 .056 0 0 0 .051 • 4 4 -2.491 .056 0 0 0 .028 5 5 -2.491 -.048 0 0 0 0 6 1 M2 1 -.052 .157 0 0 0 0 _ • 7 2 .817 -.242 0 0 0 .29 8 3 1.656 .192 0 0 0 .197 9 4 2.547 .236 0 0 0 .251 10 5 2.68 -.163 0 0 0 0 11 1 M3 1 .166 0 0 0 0 0 12 2 .166 0 0 0 0 0 13 3 .166 0 0 0 0 0 14 4 .166 0 0 0 0 0 15 5 .166 0 0 0 0 0 16 1 M4 1 -.643 0 0 0 • 0 0 17 2 -.643 0 0 0 0 0 18 3 -.643 0 0 0 0 0 19 4 -.643 0 0 0 0 0 20 5 -.643 0 0 0 0 0 21 1 M5 1 -.391 0 0 0 0 0 22 2 -.391 0 0 0 0 0 23 3 -.391 0 0 0 0 0 _ 24 4 -.391 0 0 0 0 0 25 5 -.391 0 0 0 0 0 26 1 M6 1 -.105 0 0 0 0 0 27 _ 2 -.105 0 0 0 0 0 __ 28 - 3 -.105 0 0 0 0 0 29 4 -.105 0 0 0 0 0 30 5 . -.105 . 0 .. 0 0 0 0 • 31 1 M7 1 1.191 0 0 0 0 0 32 2 1.191 0 . 0 0 0 0 33 3 1.191 0 0 0 . 0 0 34 4 1.191 0 0 0 0 0 35 5 1.191 0 0 0 0 0 36 1 M8 1 .949 . 0 0 0 0 0 37 2 .949 0 0 0 0 0 • 38• 3 • .949 _ 0 0 0 0 0 39 4 .949 0 0 0 0 0 40 5 .949 0 0 0 ' 0 0 41 1 M9 1 .905 0 0 0 0 0 42 2 .905 0 0 0 0 0 43 3 .905 0 0 0 0 0 44 4 .905 0 0 0 0 0 45 5 .905 0 0 0 0 0 Member Wood Code Checks (Bv Combination) LC Member Shape UC Max LocfftlShear..Loclftl Dir Fc'[ksil Ft'[ksi Fb1'[k...Fb21k...Fv'fksil RB CL CP Eqn 1 1 M1 2X4 .548 23.0.. .086 6.5 v 1.002 1.164 1.984 2.182 .207 4.32 1 .505 3.9 -1 2 1 M2 2X4 1.064 20.5.. .334 6.852 y 1.002 1.164 1.984 2.182 .207 22.618 1 .505 3.9 -3 3 1 M3 2X4 .072 0 .000 0 z .44 .992 1.785 1.964 .207 12.719 1 .247 3.6.3 4 1 M4 2X4 .123 0 .000 0 z .732 .992 1.785 1.964 .207 11.015 1 .41 3.9 -1 5 1 M5 2X4 .075 0 .000 0 z .379 .992 1.785 1.964 .207 8.993 1 .212 3.9 -1 6 1 M6 2X4 .020 0 .000 0 z 1.163, .992 1.785 1.964 .207 6.36 1 .652 3.9 -1 7 1 M7 2X4 .642 0 .000 0 z .353 .992 1.785 1.964 .207 13.099 1 .198 3.6.3 8 1 M8 2X4 .411 0 .000 0 z .44 .992 1.785 1.964 .207 12.076 1 .247 3.6.3 9 1 M9 2X4 .307 0 .000 0 z .561 .992 1.785 1.964 .207 11.309 1 .314 3.6.3 RISA -3D Version 9.0.0 [H: \Jobs 2010 \100917\Flat Truss.r3d] Page 4 '1, /5